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HomeMy WebLinkAboutMaster File Conifer Conifer-LeChase Construction LLC Transmittal LeChase 205 Indigo Creek Drive Phone: 585-760-5336 CONSTRUCTION Rochester, NY 14626 Fax: 585-760-5353 Project: Vineyard View Project No. 119 0017119 0017 a Date: 7/25/2019 To: Vineyard View — Building Amanda Nunemaker y g Southold Town Building Department Type A D and Community Town Hall Annex Building Building Signed Truss 54375 Route 25 Shops P.O. Box 1179 Southold, NY 11971 WE ARE SENDING: SUBMITTED FOR: ACTION TAKEN: X IShop Drawings Approval Approved as Submitted Letter x Your Use Approved as Noted Prints x As Requested Returned After Loan Change Order Review and Comment Resubmit x Plans Pricing Submit Samples SENT VIA: Returned Specifications X Attached Via: Mad Returned for Corrections Other-Submittals I Iseparate Cover Via Bids Due. "— Item No. Copies Date Item Number Description Status 1 1 7/25/2019 Building A Floor Truss Drawings(Stamped) 2 1 7/25/2019 Building A Roof Truss Drawings(Stamped) 3 1 7/25/2019 Building D Floor Truss Drawings-(Stamped) 4 1 7/25/2019 Building D Roof Truss Drawings(Stamped) 5 1 7/25/2019 6 1 7/25/2019 Building D Community Building Roof Truss. Drawings (Stamped) Remarks: Signed: lack Susman (585)353-8864 E-3 s ' f JUL 2 6 2019 rlfi�t���`1 1J'JL' \�ij�.l�Y�.�N�:�,.w�.CJ✓ Page 1 of 1 07/25/19 L:\Conifer-LeChase\Common\CONIFER-LECHASE\1 Senior Housing\Projects\1971002-Vineyard View-Southold,NY\Transmittal\2019.07.25-Vineyard View-Building Type A-D Community Stamped NEW.docx "Building Better Communities" Conifer Conifer-LeChase Construction LLC Transmittal LeChase 205 Indigo Creek Drive Phone: 585-760-5336 CONSTRUCTION Rochester, NY 14626 Fax: 585-760-5353 Project: Vineyard View Project No. ,197`9.002 Date: 7/26/2019 To: Amanda Nunemaker Southold Town Building Department Vineyard View —D Roof Town Hall Annex Building and Signed Truss Shops 54375 Route 25 P O. Box 1179 Southold, NY 11971 WE ARE�SENDING:�. SUBNdITTED•F®R: ACTIOid"TAKEN: X IShop Drawings lApproval Approved as Submitted Letter x Your Use Approved as Noted Prints x As Requested Returned After Loan Change Order Review and Comment Resubmit x Plans Pricing Submit Samples SENT VIA:• _ Returned Specifications X Attached Via Mail Returned for Corrections Other:Submittals Separate Cover Via: I jBids Due Item No "Copies, . Date - :.Item- v -Number., �.Descriptions,, Status 1 1 7/26/2019 Building D Roof Truss Drawings (Stamped) Remarks. Signed: Jack Susman (585)353-8864 r El XR 10 JUL 2 9 2019 Bir 7�,,M, rG DEEP.6 Page 1 of 1 07/26/19 L•\Conifer-LeChase\Common\CONIFER-LECHASE\1 Senior Housing\Protects\1971002-Vineyard View-Southold,NY\Transmittal\2019.07 25-Vineyard View-Building Type A-D Community Stamped NEW.docx -Building Better Communities" 4 MiTek® MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Re: 35970R8 "COMMUNITY BUILDING VINEYARD VIEW The truss drawing(s)referenced below have,been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Universal Component Corporation. Pages or sheets covered by this seal: I37912201 thru I37912213 My license renewal date for the state of New York is January 31,2020. '(SOF NEW Y JPA GAR 0 CO r— cr_ n w rn z 2��OA No O ROFS July 24,2019 Garcia,Juan IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the junsdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO Any protect specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building Before use, the budding designer should verify applicability of design parameters and properly incorporate these designs into the overall buddmq design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty �PlyCOMMUNITYBUILDING VINEYARD VIEW 137912201 3597ORB M01 Monopitch 50 1 Job Reference(optional) Universal Component Corp,EAST HAVEN CT 06512 Run 8 010 s Apr 29 2016 Print 8 010 s Oct 8 2016 MiTek Industries,Inc Wed Jul 24 15 09 32 2019 Page 1 ID.ch2 UGCx6GnaPypAV55gZDOywZ9F-pv0_U2B 1 Zo_rksCWpjVJM79VcAGck901LCQYTAyupgl 1-0-0 6-6-1 i 13-0-0 1-0-0 6-6-1 6-5-15 3x6 11 Scale=1 33 9 4 10 5 00 12 4x4 9 3 8 7 2 11 6 12 44 = 1x4 II 4x45= 6-6-1 13-0-0 6-6-1 6-5-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 096 Vert(LL) -0 21 5-6 >722 240 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 1 15 BC 075 Vert(CT) -028 5-6 >535 180 TCDL 100 Rep Stress Incr YES WB 0.60 Horz(CT) 002 5 n/a n/a BCLL 0 0 Code IBC2015ITP12014 Matnx-S Weight 44 Ib FT=20% BCDL 150 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing WEBS 2x3 SPF No 2 WEBS 1 Row at midpt 3-5 REACTIONS. (Ib/size) 5=799/Mechanical,2=929/0-5-8 Max Horz 2=198(LC 13) Max Uplift 5=-36(LC 16),2=-64(LC 16) Max Grav 5=959(LC 21),2=976(LC 21) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-7=-1399175,7-8=-1298/81,3-8=-1168/98,4-5=-349/121 BOT CHORD 2-11=-195/1177,6-11=-195/1177,6-12=-195/1177,5-12=-195/1177 WEBS 3-6=0/475,3-5=-1271/146 NOTES- 1)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat II, Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-1-0-0 to 2-0-0,Intenor(1)2-0-0 to 12-10-12 zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate gnp DOL=1 60 2)TCLL•ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate D0L=1 15);Pg=50 0 psf(ground snow);Pf=38 5 psf(flat roof snow.Lumber DOL=1.15 Plate D0L=1 15),Category ll,Exp B,Partially Exp,Ct=1.1 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��pF NEIN Y fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections P PN GA& Q 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 36 Ib uplift at joint 5 CO� ,J /9 1� 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 This connection is for uplift only and does not consider lateral forces 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the I— 4 Q Top Chord and Bottom Chord,nonconcurrent with any other live loads W w z Z(P�O do Ogg 080 AROPlFs si,°NP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual budding component,'not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 P35ilo Truss Truss Type Qty Ply COMMUNITY BUILDING VINEYARD VIEW137912202 97ORB M02GE Monopitch Supported Gable 2 1 Job Reference(optional) Universal Component Corp,EAST HAVEN CT 06512 Run 8 010 s Apr 29 2016 Print 8 010 s Oct 8 2016 MiTek Industries,Inc Wed Jul 24 15 09 33 2019 Page 1 ID ch?UGCx6GnaPypAV55gZDOywZ9F-ISyMh0CfJ56iMOniMQOYvKinak7TjKRasA60cyupg0 -1-0-013-0-0 1-0-0 13-0-0 2x4 Scale=1 32 5 8 21 7 20 500 12 6 19 5 18 4 17 3 16 15 " 2 d ---- -- - - - - -- ---- 4x4 = 22 14 23 13 24 12 25 11 26 10 27 9 2x4 II I LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 030 Vert(LL) 000 1 n/r 120 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 022 Vert(CT) 000 1 n/r 120 TCDL 100 Rep Stress Incr YES WB 015 Horz(CT) 000 9 n/a n/a BCLL 0 0 ' Code IBC2015/TPI2014 Matrix-S Weight*48 Ib FT=20% BCDL 150 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 Dc purlins, except BOT CHORD 2x4 SPF No 2 end verticals WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2x3 SPF No 2 REACTIONS. All bearings 13-0-0 (lb)- Max Horz 2=165(LC 13) Max Uplift All uplift 100 Ib or less atjoint(s)9,2,10,11,12,13,14 Max Grav All reactions 250 Ib or less at toint(s)except 9=282(LC 56),2=321(LC 39),10=340(LC 55),11=331(LC 54),12=337(LC 53),13=319(LC 52),14=373(LC 51) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-15=-300/151,15-16=-293/151,3-16=-291/162,8-9=-260/50 WEBS 7-10=-272/147,6-11=-269/78,5-12=-273/73,4-13=-270/62,3-14=-296/122 NOTES- 1)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=2ft,Cat 11, Exp B,enclosed,MWFRS(directional)and C-C Corner(3)-1-0-0 to 2-0-0,Extenor(2)2-0-0 to 12-10-12 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 2)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 3)TCLL ASCE 7-10,Pr-30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category II,Exp B;Partially Exp,Ct=1 1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 38 5 psf on overhangs ��QF NE�/�/Y non-concurrent with other live loads 6)All plates are 1x4 MT20 unless otherwise indicatedGA O 7)Gable requires continuous bottom chord bearing 9C/9 8)Gable studs spaced at 2-0-0 oc 9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 10)t This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide t- ` will fit between the bottom chord and any other members ) W 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)9,2,10,11,12,13, m k W 14 2a 'we3'A Z 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2 Cr 13)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the05O09� �G= Top Chord and Bottom Chord,nonconcurrent with any other live loads '� RO�ESS10 July 24,2019 ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valld for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not �e a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall g�� building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 P35 b Truss Truss Type Qty Ply COMMUNITY BUILDING VINEYARD VIEW 970R8 M03GE Monopilch Supported Gable 1 1 Job Reference c Uonal Universal Component Corp,EAST HAVEN CT 06512 Run 8 010 is Apr 29 2016 Print 8 010 s Oct 8 2016 MTek Industries,Inc Wed Jul 24 15 09 33 2019 Page 1 ID ch?UGCx6GnaPypAV55gZDOywZ9F-15yMhOCfJ56iMOniMQOYvKitralzTl2RasA60cyupgO -1-0-06-2-0 1-0-0 6-2-0 1x4 I Scale=1 18 8 5 12 1x4 II 5 o0 12 4 11 1x4 II 10 3 9 2 1 50, 13 8 14 7 15 6 44 = 1x4 II 1x4 II 1x4 II I LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 0.16 Vert(LL) 0.00 1 nh 120 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1.15 BC 0.16 Vert(CT) -000 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 004 Horz(CT) 0.00 6 n/a n/a BCDL 15.0 Code IBC2015/TP12014 Matnx-S Weight 20 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No 2 end verticals WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x3 SPF No 2 REACTIONS. All bearings 6-2-0. (lb)- Max Horz 2=82(LC 13) Max Uplift All uplift 100 Ib or less atjoint(s)6,2,7,8 Max Grav All reactions 250 Ib or less at joints)except 6=281(LC 44),2=308(LC 36),7=338(LC 43),8=342(LC 42) FORCES. (lb)-Max Comp./Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 5-6=-261/67 WEBS 4-7=-281/151,3-8=-280/124 NOTES- 1)Wind-ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=2ft,Cat 11, Exp B,enclosed,MWFRS(directional)and C-C Comer(3)-1-0-0 to 2-2-0,Extenor(2)2-2-0 to 6-0-12 zone,cantilever left and right exposed,end vertical left and night exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIfrPI 1 3)TCLL ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1.15 Plate DOL=1 15);Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow-Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp B,Partially Exp,Ct=1 1 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads �! OF NEW 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. �Q. ,JPN G!�/�C/9 0 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 9).This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Xr fit between the bottom chord and any other members. 10 Provide mechanical connection(by others of truss to bearing late capable of withstanding 100 Ib uplift at'oint s 6,2,7,8 t 11)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the W Top Chord and Bottom Chord,nonconcurrent with any other live loads. m'L tu tio.08 0 V R�FEssIoNP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 1010312015 BEFORE USE �- Design valid for use only with MiTeM connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTOW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and B_CSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314. Chesterfield,NO 63017 P35 bTruss Truss Type Qty Ply COMMUNITY BUILDING VINEYARD VIEW137912297ORB M04 Monopitch Supported Gable 1 1 Job Reference o tional Universal Component Corp,EAST HAVEN CT 06512 Run 8 010 s Apr 29 2016 Print 8 010 s Oct 8 2016 MiTek Industries,Inc Wed Jul 24 15 09 33 2019 Page 1 ID ch7UGCx6GnaPypAV55gZDOywZ9F-I5yMhOCfJ56iMOniMQOYvKinnakaTkHRasA60cyupgO 6-10-0 6-10-0 2x4 I I Scale=1 301 5 5 00 12 1x4 II 14 4 1x4 II 13 3 1x4 II 3x8 MT18H 11 12 2 1 11 10 15 9 16 8 17 7 18 6 5x8 MT18H 11 1x4 II 1x4 11 2x4 II 1x4 II I LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 38.5/50 0 Lumber DOL 1.15 BC 0.25 Vert(CT) n/a - n/a 999 MT18H 197/144 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 6 n/a n/a BCLL 0 0 ' Code IBC2015/TP12014 Matrix-S Weight,27 Ib FT=20% BCDL 150 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals WEBS 2x3 SPF No 2 BOT CHORD Rigid ceding directly applied or 6-0-0 oc bracing OTHERS 2x3 SPF No 2 REACTIONS. All bearings 6-10-0 (lb)- Max Horz 10=126(LC 13) Max Uplift All uplift 100 Ib or less at/oint(s)10,6,7,8 except 9=-210(LC 13) Max Grav All reactions 250 Ib or less at/oint(s)except 10=252(LC 44),6=282(LC 48),7=339(LC 47),8=335(LC 46),9=318(LC 45) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-10=-325/186,1-11=-299/168,2-11=-297/172,5-6=-260/73 WEBS 4-7=-274/142,3-8=-273/126,2-9=-255/321 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf;h=25ft;B=45ft,L=241t;eave=2ft;Cat.ll; Exp B,enclosed;MWFRS(directional)and C-C Comer(3)0-1-4 to 2-10-0,Exterior(2)2-10-0 to 6-8-12 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 2)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15);Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15);Category 11,Exp B,Partially Exp,Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)All plates are MT20 plates unless otherwise indicated OF NE(/�/Y 6)Gable requires continuous bottom chord bearing 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web) ��Q. ,JPN GARC/9 0 8)Gable studs spaced at 2-0-0 oc 9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 10)'This truss has been designed for a live load of 20 Opsf on the bottom chord to all areas where a rectangle 3-6-0 tall by 2-0-0 wide k will fit between the bottom chord and any other members. r IT 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at lolnt(s)10,6,7,8 except n n1 W Qt-1b)9=210 M LU -Z� 12)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the 2 Top Chord and Bottom Chord,nonconcurrent with any other live loads C? �0.08009 A9OPessloNP� July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andior chord members only Additional temporary and permanent bracing M!Tek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss.Type Qty PlyCOMMUNITY BUILDING VINEYARD VIEW 137912205 35970R8 M05GE Monopitch Supported Gable 1 1 Job Reference(optional) Universal Component Corp,EAST HAVEN CT 06512 Run 8 010 is Apr 29 2016 Print 8 010 is Oct 8 2016 MiTek Industries,Inc Wed Jul 24 15 09 34 2019 Page 1 ID•ch?UGCx6GnaPypAV55gZDOywZ9F-mlWkvkDH4PEZzAMuw8XnRYFOZ_3aCAfbpWvfY2yupg? 1-0-0 12-10-0 1-0-0 12-10-0 2x4 II Scale 318"=1' 8 21 7 20 5.00 12 6 19 5 18 4 17 3 16 15 2 44 = 22 14 23 13 24 12 25 11 26 10 27 9 2x4 II I LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 029 Vert(LL) 000 1 n/r 120 MT20 197/144 Snow(Pf/Pg) 38.5/50 0 Lumber DOL 1.15 BC 0.20 Vert(CT) 0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(CT) 000 9 n/a n/a BCLL 00 Code IBC20151TP12014 Matrix-S Weight 48 Ib FT=20% BCDL 150 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SPF No 2 end verticals WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x3 SPF No 2 REACTIONS. All bearings 12-10-0 (lb)- Max Horz 2=163(LC 13) Max Uplift All uplift 100 Ib or less at lolnt(s)9,2,10,11,12,13,14 Max Grav All reactions 250 Ib or less atjoint(s)except 9=282(LC 56),2=319(LC 39),10=340(LC 55),11=331(LC 54),12=337(LC 53),13=322(LC 52),14=367(LC 51) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-15=-299/150,15-16=-292/150,3-16=-290/161,8-9=-260/50 WEBS 7-10=-272/147,6-11=-269/79,5-12=-273/73,4-13=-271/65,3-14=-293/118 NOTES- 1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6.Opsf;h=25ft,B=45ft,L=24ft,eave=2ft,Cat II; Exp B,enclosed,MWFRS(directional)and C-C Comer(3)-1-0-0 to 2-0-0,Extenor(2)2-0-0 to 12-8-12 zone;cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber D0L=1 60 plate grip DOL=1.60 2)Truss designed for wind loads In the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL ASCE 7-10,Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate D0L=1 15);Pg=50.0 psf(ground snow);Pf=38 5 psf(flat roof snow-Lumber DOL=1.15 Plate DOL=1 15),Category II,Exp B,Partially Exp;Ct=1 1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38.5 psf on overhangs �! OF NEW Y non-concurrent with other live loads V 6)All plates are 1x4 MT20 unless otherwise indicated �Q. p1 GggC/9 O� 7)Gable requires continuous bottom chord bearing G9 8)Gable studs spaced at 2-0-0 oc 9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads * k 10)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r G will fit between the bottom chord and any other members W 11) Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s)9,2,10,11,12,13, mLu 14. 12)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 0.08009 �=C? R�FEs S10 July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED'MITEK REFERENCE PAGE MI1-7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314' Chesterfield,MO 63017 Job Truss Truss Type Qty Ply COMMUNITY BUILDING VINEYARD VIEW 137912206 35970R8 T01 Common 3 1 t Job Reference(optional) Universal Component Corp,EAST HAVEN CT 06512 Run 8 010 s Apr 29 2016 Print 8 010 s Oct 8 2016 MiTek Industries,Inc Wed Jul 24 15 09 35 2019 Page 1 I D•ch?UGCx6GnaPypAV55gZDOywZ9F-EU4664EvgMQbJx4Ur20_In6FOK4xebkl AfC4Vyupg_ 1-0-0 5-8-2 11-4.4 12-4-4 1-0-0 5-8-2 5-8-2 1-0-0 Scale=1 21.1 4x6 = 3 5 o0 12 10 9 11 8 12 7 4 2 I 5 to 13 6 14 1x4 II 4x4 = 4x4 = 5-8-2 1144 5-8-2 5-8-2 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0 12 4-6 >999 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1.15 BC 0.57 Vert(CT) -0.16 4-6 >829 180 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 4 n/a n/a BCLL 0 0 ' Code IBC2015/TPI2014 Matnx-S Weight 32 Ib FT=20% BCDL 150 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x3 SPF No.2 REACTIONS. (Ib/size) 2=677/0-4-8,4=677/0-4-8 Max Horz 2=30(LC 15) Max Uplift 2=-53(LC 16),4=-53(LC 16) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-7=-856/88,7-8=-774/90,8-9=-764/91,3-9=-762/104,3-10=-762/104,10-11=-764191,11-12=-774/90,4-12=-856/88 BOT CHORD 2-13=-27/691,6-13=-271691,6-14=-271691,4-14=-27/691 WEBS 3-6=0/414 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind-ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft,L=24ft,eave=4ft,Cat II, Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 5-8-2,Extenor(2)5-8-2 to 8-8-2 zone; cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown, Lumber DOL=1 60 plate gnp D0L=1 60 3)TOLL.ASCE 7-10,Pr-30.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pg=50 0 psf(ground snow);Pr=38 5 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1 15);Category 11,Exp B,Partially Exp,Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �! pF NEW r fit between the bottom chord and any other members 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at 1t(s)2 and 4 This connection is for uplift ��Q, ,JPN GA)� 0 only and does not consider lateral forces 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads i t o w N�O,o 0.08009 N .08009N �C? ROFEs sii°tJP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev 10/03/2015 BEFORE USE �� Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing I p iTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI fPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Truss TfU55 Type Qty Ply [ob'Reference MUNITY BUILDING VINEYARD VIEW 137912207 Pti, 97ORB T01GE Common Supported Gable 1 1 (optional) Universal Component Corp,EAST HAVEN CT 06512 Run 8 010 s Apr 29 2016 Print 8 010 s Oct 8 2016 MTek Industries,Inc Wed Jul 24 15 09 35 2019 Page 1 ID•ch'?UGCx6GnaPypAV55gZDOywZ9F-EU4664EvgMQbJx4Ur20_InAnOOdxfGk1AfC4Vyupg_ 1-0-0 5-8-2 i 11-44 12-4-4 1-0-0 5-8-2 5-8-2 Scale=1 21 1 4x4 = 4 13 14 500 12 1x4 11 1 x4 11 3 5 15 12 16 11 2 6 71� 9 0 17 10 18 9 19 8 20 4x4 = 1x4 II 1x4 II 1x4 I 44 = 11-4-4 11-4.4 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1 15 TC 026 Vert(LL) 000 6 n/r 120 MT20 197/144 Snow(Pf/Pg) 38.5/50.0 Lumber DOL 1 15 BC 028 Vert(CT) 0.00 7 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT) 000 6 n/a n/a BCLL 0.0 BCDL 150 * Code IBC2015/TPI2014 Matnx-S Weight,34 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. All bearings 11-4-4 (lb)- Max Horz 2=30(LC 15) Max Uplift All uplift 100 Ib or less at joint(s)2,6,9,10,8 Max Grav All reactions 250 Ib or less at jolnt(s)except 2=333(LC 40),6=333(LC 44),9=278(LC 50),10=422(LC 21),8=422(LC 22) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown. WEBS 3-10=-316/186,5-8=-316/186 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=2ft;Cat II, Exp B;enclosed,MWFRS(directional)and C-C Corri-1-0-0 to 2-0-0,Extedor(2)2-0-0 to 5-8-2,Comer(3)5-8-2 to 8-8-2 zone; cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 60 3)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 4)TCLL ASCE 7-10;Pr-30 0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow);Pf=38 5 psf(flat roof snow-Lumber DOL=1.15 Plate DOL=1 15);Category II;Exp B;Partially Exp;Ct=1 1 5)Unbalanced snow loads have been considered for this design 6)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads OF NE►N r 7)Gable requires continuous bottom chord bearing 8)Gable studs spaced at 2-0-0 oc. ��Q. ,JPN GA/�C/9 0 9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 10)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. k 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,6,9,10,B f— t lY 12)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the 111 Top Chord and Bottom Chord,nonconcurrent with any other live loads m —� Z ZN��A 0.08 ROFEssloNP`' July 24,2019 MW ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 1010312015 BEFORE USE �� Design valid for use only with MITekO connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse oath possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfiPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 P35b Trus Truss Type Qty My [oobmReference MUNITYBUILDING VINEYARD VIEW137912208 97OR8 T02 Common 3 1 (optional) Universal Component Corp,EAST HAVEN CT 06512 Run 8 010 s Apr 29 2016 Pnnt•8 010 s Oct 8 2016 MTek Industries,Inc Wed Jul 24 15 09 36 2019 Page 1 ID:ch7UGCx6GnaPypAV55gZDOywZ9F-1gdUKQEXcOVHDT WH2YZFXzKD2obggOgtGgOmbxyupfz -1-0-06-0-6 11-10-2 17-7-14 23-8-4 24-8-4, 1-010 6-0-6 5-9-12 5-9-12 6-0-6 1-0-0 Scale=1 40 6 4x6 = 4 500F1_2 16 17 4x4 4x4 3 15 18 5 14 19 13 20 2 6 7 Im co 0 4x4 = 21 12 i1 22 10 23 9 8 24 4x4 = 5x6 4x4 = 1x4 II 5x8 = 1x4 11 4x4 = 5x6 OI1-12 6-0-6 11-10-2 17-7-14 23-3-8 2$-8-11 0 4-1 5-7-10 5-9-12 5-9-12 5-7-10 04-1 Plate Offsets(X,Y)-- [2:0-2-8,0-2-1),[6,0-2-8,0-2-11,110:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0 81 Vert(LL) -0.15 9-10 >999 240 MT20 197/144 Snow(Pf/Pg) 38.5/50.0 Lumber DOL 1 15 BC 0.86 Vert(CT) -0 25 9-10 >999 180 TCDL 10.0 Rep Stress Incr YES WB 040 Horz(CT) 008 6 n/a n/a BCLL 0 0 ' Code IBC2015/TPI2014 Matrix-S Weight 91 Ib FT=20% BCDL 150 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x3 SPF No 2 WEBS 1 Row at midpt 5-10,3-10 SLIDER Left 2x6 SPF No 2 3-9-11,Right 2x6 SPF No.2 3-9-11 REACTIONS. (Ib/size) 2=1596/0-4-8,6=1596/04-8 Max Horz 2=-69(LC 14) Max Uplift 2=-94(LC 16),6=-94(LC 16) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-13=-2851/184,13-14=-2736/188,3-14=-27311204,3-15=-1971/169,15-16=-1955/182, 4-16=-1854/196,4-17=-1854/196,17-18=-1955/182,5-18=-1971/169,5-19=-2731/204, 19-20=-2736/188,6-20=-2851/184 BOT CHORD 2-21=-124/2479,12-21=-124/2479,11-12=-124/2479,11-22=-1 24/2479,10-22=-124/2479, 10-23=-12712479,9-23=-127/2479,8-9=-127/2479,8-24=-127/2479,6-24=-127/2479 WEBS 4-10=-14/908,5-10=-994/111,5-9=0/433,3-10=-994/111,3-11=0/433 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft;eave=4ft;Cat Il; Exp B,enclosed,MWFRS(directional)and C-C Extedor(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 11-10-2,Exterior(2)11-10-2 to 14-10-2 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL.ASCE 7-10;Pr-30.0 psf(roof live load:Lumber DOL=1-15 Plate DOL=1 15),Pg=50 0 psf(ground snow);Pf=38 5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15),Category 11,Exp B,Partially Exp;Ct=1.1 �! of N E!N Y 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38 5 psf on overhangs , ,JPN GgRC�9 0 non-concurrent with other live loads. 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * t fit between the bottom chord and any other members r- 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)2 and 6 This connection is for uplift W only and does not consider lateral forces Rt -� Z 9)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the f, Top Chord and Bottom Chord,nonconcurrent with any other live loads. 0.080()9N Ropessl July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE � Design valid for use only with MTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Sw,ngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield.MO 63017 P35ilo Truss Truss Type Qty Ply COMMUNITY BUILDING VINEYARD VIEW 97088 TD2GE Common Supported Gable 1 1 Job Reference(optional) Universal Component Corp,EAST HAVEN CT 06512 Run 8 010 s Apr 29 2016 Print 8 010 s Oct 8 2016 MTek Industries,Inc Wed Jul 24 15 09 37 2019 Page 1 ID.ch?UGCx6GnaPypAV55gZDOywZ9F-AsBsXmF9NKd7gd5TbG5U3AtXcB5tPW 81 VU8J8Nyupfy -1-0-011-10-2 23-84 24-8-4 1-0-0 ' 11-10-2 11-10-2 1-0-0 Scale=1 40 7 4x4 = 8 34 33 7 9 500 12 32 35 6 10 30 31 36 37 5 11 29 38 4 IL 40 28 3 27 2 14 r� 15 Ta, rdit1� 0 0 4x4 = 4x4 = 41 26 42 25 43 24 44 23 45 22 46 21 47 20 48 19 49 18 50 17 51 16 52 5x6 = 23-3-8 23-8-4 23-3-8 0 -1 Plate Offsets(X,Y)-- [210-3-0,0-3-01 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. In (loc) I/deft Lid PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 024 Vert(LL) 0.00 14 n/r 120 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0 01 14-15 n/r 120 TCDL 100 Rep Stress Incr YES WB 0.23 Horz(CT) -0 01 16 n/a n/a BCLL 0.0 Code IBC2015(rP12014 Matrix-S Weight 82 Ib FT=20% BCDL 150 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 cc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 Dc bracing OTHERS 2x3 SPF No 2 REACTIONS. All bearings 22-10-12 (lb)- Max Horz 26=-57(LC 14) Max Uplift All uplift 100 Ib or less at lolnt(s)22,23,24,26,20,19,18,16 except 25=-166(LC 48), 17=-166(LC 60) Max Grav All reactions 250 Ib or less at loint(s)except 21=397(LC 1),22=338(LC 77),23=331(LC 76),24=339(LC 75),25=313(LC 74),26=480(LC 48),20=338(LC 79),19=331(LC 80),18=339(LC 81),17=313(LC 82), 16=480(LC 60) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-27=-127/317,3-27=-121/331,3-28=-95/279,4-28=-92/297,4-29=-58/275,5-29=-51/308, 5-30=-28/266,30-31=-24/274,6-31=-21/305,6-32=0/268,7-32=0/308,7-33=0/270, 8-33=0/301,8-34=0/301,9-34=0/270,9-35=0/308,10-35=0/268,10-36=-21/305, 36-37=-24/274,11-37=-28/266,11-38=-51/308,12-38=-58/275,12-39=-92/297, 13-39=-96/279,13-40=-121/331,14-40=-127/317 BOT CHORD 2-41=-254/138,26-41=-254/138,26-42=-254/138,25-42=-254/138,25-43=-254/138, 24-43=-254/138,24-44=-254/138,23-44=-254/138,23-45=-254/138,22-45=-254/138, 2246=-254/138,21-46=-254/138,21-47=-254/138,20-47=-254/138,20-48=-254/138, 19-48=-254/138,19-49=-254/13B,18-49=-254/138,18-50=-254/138,17-50=-254/138, 17-51=-254/138,16-51=-254/138,16-52=-254/138,14-52=-254/138 WEBS 8-21=-347/19,7-22=-274/112,6-23=-269/69,5-24=-276/71,4-25=-268/81,3-26=-301/137, 9-20=-274/112,10-19=-269/69,11-18=-276/71,12-17=-268/81,13-16=-301/137 pF NS Y NOTES- �P ,JPN GAR�,�9 0 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf;h=25ft,B=45ft,L=24ft,eave=2ft;Cat.II; Exp B;enclosed;MWFRS(directorial)and C-C Comer(3)-1-0-0 to 1-10-2,Exterior(2)1-10-2 to 11-10-2,Comer(3)11-10-2 to 14-10-2 * t zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions (- shown,Lumber D0L=1 60 plate grip D0L=1 60W 3)Truss designed for wind loads In the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry m Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)TCLL ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow);Pf=38 5 psf(flat roof N Cr snow Lumber D0L=1 15 Plate DOL=1 15),Category II,Exp B;Partially Exp;Ct=1 1 �� �0.0Bp09� !G= 5)Unbalanced snow loads have been considered for this design �. 6)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38 5 psf on overhangs R�FES Sl GNP non-concurrent with other live loads 7)All plates are 1x4 MT20 unless otherwise Indicated July 24,2019 8)Gable studs spaced at 2-0-0 oc ne the n WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE �p Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 P35 b Truss Truss Type Qty Ply COMMUNITY BUILDING VINEYARDVIEW137912297088 T02GE Common Supported Gable 1 1 Job Reference o floral Universal Component Corp,EAST HAVEN CT 06512 Run 8 010s Apr 29 2016 Print 8 010 s Oct 8 2016 MiTek Industries,Inc Wed Jul 24 15 09 372019 Page 2 ID ch?UGCx6GnaPypAV55gZD0ywZ9F-AsBsXmF9NKd7gd5TbG5U3AtXcB5tPW81VU8J8Nyupfy NOTES- 10)'This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)22,23,24,26,20,19,18,16 except Qt=1b)25=166, 17=166 12)Non Standard bearing condition Review required. 13)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall /� building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing I VliTeke is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPI1 Quality Criteria,DSB•89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Insbtute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,NO 63017 P35b Truss Truss Type Qty Ply �Jcobm]Reference MUNITY BUILDING VINEYARD VIEW137912210 970R8 T03 Common 7 1 (optional) Universal Component Corp,EAST HAVEN CT 06512 Run 8 010 s Apr 29 2016 Print 8 010 s Oct 8 2016 MiTek Industries,Inc Wed Jul 24 15 09 38 2019 Page 1 I D-ch?U GCx6Gn a PypAV55gZDOywZ9F-e31F15G oBel_S ngf9zq cO PaBb I_SwbAkBttg pyu pfx -1-0-06-0-6 11-10-2 17-7-14 , 23-84 124-8-4 1-0-0 6-0-6 5-9-12 5-9-12 6-0-6 1-0-0 Scale=1 40 6 4x6 = 4 500 12 14 15 4x4 4x4 3 13 16 5 12 17 11 18 2 6 ' � 19 10 20 9 21 8 22 I0 4x6 = 4x6 = 1x4 II 5x8 = 1x4 II 6-0-6 11-10-2 17-7-14 23-84 6-0-6 5-9-12 5-9-12 6-0-6 Plate Offsets(X Y)-- [2:0-0-0,0-1-31,[6 Edge,0-1-31,[9 04-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 077 Vert(LL) -0 16 9-10 >999 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 0 81 Vert(CT) -026 9-10 >999 180 TCDL 1100 Rep Stress Incr YES WB 041 Horz(CT) 009 6 n/a n/a BCDL 150 * Code IBC2015/TPI2014 Matrix-S Weight 77 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-6-11 cc purlins BOT CHORD 2x4 SPF Not BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEBS 2x3 SPF No 2 WEBS 1 Row at midpt 5-9,3-9 REACTIONS. (Ib/size) 2=1594/0-5-8,6=1594/0-5-8 Max Horz 2=-69(LC 14) Max Uplift 2=-95(LC 16),6=-95(LC 16) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-11=-2835/179,11-12=-2730/183,3-12=-2715/200,3-13=-1955/169,13-14=-1939/182, 4-14=-1836/196,4-15=-1836/196,15-16=-1939/182,5-16=-1955/169,5-17=-2715/200, 17-1 B=-2730/183,6-18=-2835/179 BOT CHORD 2-19=-121/2471,10-19=-121/2471,10-20=-121/2471,9-20=-121/2471,9-21=-125/2471, 8-21=-125/2471,8-22=-125/2471,6-22=-125/2471 WEBS 4-9=-15/905,5-9=-1000/108,5-8=0/434,3-9=-1000/108,3-10=0/434 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf;h=25ft,8=45ft,L=24ft;eave=4ft,Cat II, Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 11-10-2,Extenor(2)11-10-2 to 14-10-2 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip D0L=1 60 3)TCLL ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1.15 Plate DOL=1 15),Pg=50 0 psf(ground snow);Pf=38 5 psf(flat roof snow Lumber DOL=1 15 Plate D0L=1 15),Category II,Exp B,Partially Exp,Ct=1 1 4)Unbalanced snow loads have been considered for this design OF NE�j Y 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads ��4. ,J PN GA/� 0 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atlt(s)2 and 6 This connection is for uplift f— t41 Ir only and does not consider lateral forces n W 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the m v, Z Top Chord and Bottom Chord,nonconcurrent with any other live loads 'L NCO V0.08000 ��C? R�FESS104 July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 1010312015 BEFORE USE �� Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal injury and property damage,For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 P35Job ,Truss Truss Type Qty Ply COMMUNITY BUILDING VINEYARD VIEW137912211 970RB T03GE Common Supported Gable 2 Job Reference(optional) Universal Component Corp,EAST HAVEN CT 06512 Run 8 010 s Apr 29 2016 Print 8 010 s Oct 8 2016 MiTek Industries,Inc Wed Jul 24 15 09 38 2019 Page 1 ID ch?UGCx6GnaPypAV55gZDOywZ9F-e31F15GoBel_Sngf9zgcOPjcbS78?bAk8ttgpyupfx 1-0-0 8-4-2 16-8-4 17-8-4 1-0-0 8-4-2 8-4-2 1-0-0 Scale=1 29 6 4x4 = 6 24 25 500 12 5 7 23 26 4 8 22 27 21 3 9 28 20 29 2 10 11 r� dHL H, ZI 01119 C o 4x4 - 30 19 31 18 17 32 16 33 15 34 14 35 13 36 12 37 44 4x4 = 16-8-4 16-8-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1 15 TC 016 Vert(LL) 000 10 n/r 120 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 017 Vert(CT) 000 10 n/r 120 TCDL 100 Rep Stress Incr YES WB 009 Horz(CT) 0 OD 10 n/a n/a BCLL 0 0 Code IBC2015/TP12014 Matnx-S Weight 54 Ib FT=20% BCDL 15.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x3 SPF No 2 REACTIONS. All bearings 16-8-4 (lb)- Max Horz 2=50(LC 15) Max Uplift All uplift 100 Ib or less at loint(s)2,16,18,19,14,13,12,10 Max Grav All reactions 250 Ib or less at joint(s)except 2=325(LC 44),15=342(LC 64),16=354(LC 63),18=344(LC 62),19=369(LC 61),14=354(LC 65),13=344(LC 66),12=369(LC 67),10=325(LC 52) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown WEBS 6-15=-254/0,5-16=-283/137,4-18=-280[79,3-19=-293/111,7-14=-283/137,8-13=-280/79,9-12=-293/111 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind*ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6.Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=2ft;Cat.Il; Exp B;enclosed;MWFRS(directional)and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 8-4-2,Comer(3)8-4-2 to 11-4-2 zone, cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 60 3)Truss designed for wind loads In the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 4)TCLL ASCE 7-10,Pr-30 0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow);Pf=38 5 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1 15),Category Il,Exp B;Partially Exp;Ct=1.1 5)Unbalanced snow loads have been considered for this design 6)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads 7)All plates are 1x4 MT20 unless otherwise Indicated �! OF NE►/�/Y 8)Gable requires continuous bottom chord bearing ` 9)Gable studs spaced at 2-0-0 or �JPNG Q ARCS^! 10)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 11)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * t will fit between the bottom chord and any other members 1- c. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at loint(s)2,16,18,19,14, " a W 13,12,10 tu -d Z 13)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the 2 Top Chord and Bottom Chord,nonconcurrent with any other live loads N C? �O10 0.080091 v R°FES S1 oNP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 1010312015 BEFORE USE �� Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall �A building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1 VI iTek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabricabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 P35 b Truss Truss Type Qty Ply COMMUNITY BUILDING VINEYARD VIEW137912212 970R8 T04GE Common Supported Gable 1 1 Job Reference,(optional) Universal Component Corp,EAST HAVEN CT 06512 Run 8 010 s Apr 29 2016 Print 8 010 s Oct 8 2016 MiTek Industries,Inc Wed Jul 24 15 09 40 2019 Page 1 ID ch?UGCx6GnaPypAV55gZDOywZ9F-aRt?AnH2gF?ih5p2HOeBhpV3UP9BcuvTBSMzkiyupfv 11-10-2 23-84 i24-81, 1-0-0 11-10-2 11-10-2 Scale=1 40 9 44 = 8 34 33 7 9 5 00 12 32 35 6 10 30 91 36 37 5 11 29 38 4 12 2B 39 3 13 27 40 2 14 15 0 0 44 = 41 26 42 25 43 24 44 23 45 22 46 21 47 20 48 19 49 18 50 17 51 16 52 4x4 = 5x6 = 23-8-4 23-8-4 Plate Offsets(X Y)-- (21 0-3-0,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 014 Vert(LL) 000 14 n/r 120 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 0.13 Vert(CT) -0.00 14 n/r 120 TCDL 100 Rep Stress Incr YES WB 0.16 Horz(CT) 000 14 n/a n/a BCLL 0 0 Code IBC2015(rP12014 Matnx-S Weight 82 Ib FT=20% BCDL 150 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing OTHERS 2x3 SPF No.2 REACTIONS. All bearings 23-8-4. (lb)- Max Horz 2=-69(LC 14) Max Uplift All uplift 100 Ib or less at joint(s)2,22,23,24,25,26,20,19,18,17,16,14 Max Grav All reactions 250 Ib or less atloint(s)except 2=315(LC 48),21=343(LC 78),22=352(LC 77),23=350(LC 76),24=350(LC 75),25=350(LC 74),26=349(LC 73),20=352(LC 79),19=350(LC 80),18=350(LC 81), 17=350(LC 82),16=349(LC 83),14=315(LC 60) FORCES. (Ib)-Max Comp/Max Ten -All forces 250(lb)or less except when shown WEBS 8-21=-252/0,7-22=-282/132,6-23=-277/83,5-24=-280/76,4-25=-283177,3-26=-284/98, 9-20=-282/132,10-19=-277/83,11-18=-280f76,12-17=-283/77,13-16=-284/98 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6-Opsf,BCDL=6 Opsf;h=25ft,B=45ft,L=24ft,eave=2ft;Cat ll, Exp B;enclosed;MWFRS(directional)and C-C Comer(3)-1-0-0 to 1-10-2,Extenor(2)1-10-2 to 11-10-2,Comer(3)11-10-2 to 14-10-2 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)Truss designed for wind loads In the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 4)TCLL•ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow);Pf=38 5 psf(flat roof snow,Lumber DOL=1 15 Plate DOL=1.15),Category ll,Exp B;Partially Exp,Ct=1 1 pF NStV 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 12.0 psf or 1 00 times flat roof load of 38.5 psf on overhangsGq Q non-concurrent with other live loads �Q' ,JPN AC 7)All plates are 1x4 MT20 unless otherwise Indicated 8)Gable requires continuous bottom chord bearing. k e 9)Gable studs spaced at 2-0-0 cc 1- 10)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads ;, til 11)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide m dC -a LU will fit between the bottom chord and any other members 2 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,22,23,24,25, 0 C? 26,20,19,18,17,16,14 �6 �O.08009 13)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. R�FES SI GNP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSI/TPI1 Quality criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 P36t, Truss Truss Type Qty Ply COMMUNITY BUILDING VINEYARD VIEW 970R8 T05 Common 25 1 Job Reference(optional) Universal Component Corp,EAST HAVEN CT 06512 Run 8 010 s Apr 29 2016 Print 8 010 s Oct 8 2016 MiTek Industries,Inc Wed Jul 24 15 09 40 2019 Page 1 I D•ch?U G Cx6GnaPypAV55gZDOywZ9F-a Rt?AnH 2g F?ih 5p2HOeBh pV0 q PxAcsHTB SMzkiyu pfv 4-3-6 B-4-2 12-4-14 16-8-4 _ 17-8-4 , 1-0-0 4-3-6 4-0-12 4-0-12 4-3-6 1-0-0 Scale=1 29 6 4x4 = 4 500 12 11 12 1x4 10 13 1x4 3 5 9 14 2 6 � ' I� 0 15 8 16 4x4 = 3x8 = 4x4 = 8-4-2 16-8-4 8-4-2 8-4-2 Plate Offsets(X,Y)-- [2 0-0-0,0-1-31,[6:Edge,0-1-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/def! L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 037 Vert(LL) -037 6-8 >532 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 096 Vert(CT) -052 6-8 >375 180 TCDL 10.0 Rep Stress Incr YES WB 027 Horz(CT) 0.04 6 n/a n/a BCLL 0 0 * Code IBC2015/TP12014 Matrix-S Weight 52 Ib FT=20% BCDL 150 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing WEBS 2x3 SPF No 2 REACTIONS. (Ib/size) 2=1150/0-5-8,6=1150/0-5-8 Max Horz 2=50(LC 15) Max Uplift 2=-78(LC 16),6=-78(LC 16) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(!b)or less except when shown TOP CHORD 2-9=-1788/167,3-9=-1728/186,3-10=-1376/113,10-11=-1296/117,4-11=-12911126, 4-12=-1291/126,12-13=-1296/117,5-13=-1376/113,5-14=-1728/186,6-14=-1788/167 BOT CHORD 2-15=-120/1554,8-15=-120/1554,8-16=-124/1554,6-16=-124/1554 WEBS 4-8=0/608,5-8=-501/134,3-8=-501/134 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind.ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6.Opsf,BCDL=6 Opsf,h=25ft,8=45ft,L=24ft,eave=4ft,Cat II, Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 8-4-2,Extenor(2)8-4-2 to 11-4-2 zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL ASCE 7-10,Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15),Pg=50 0 psf(ground snow),Pf=38.5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15);Category 11,Exp B,Partially Exp;Ct=1 1 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads. �! OF NEfA,Y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads ` �V 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willGA O fit between the bottom chord and any other members ��Q' ,JPS RC/,9 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at 1t(s)2 and 6 This connection is for uplift only and does not consider lateral forces. 9)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the r- ` v CC Top Chord and Bottom Chord,nonconcurrent with any other live loads n I, W z ��oA �O.08009 �C? ROFFs s,i July 24,2019 ®WARNING-Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE �v Design valid for use only with MiTek&connectors This design is based only upon parameters shown,and is for an individual building component,not �`] a truss system Before use,the building designer must venfy the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are Indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g and fully embed teeth TOP CHORDS diagonal or X-bracing,is always required. See BCSI. C1-2 c2-3 2 Truss bracing must be designed by an engineer.For Oie- 4 wide truss spacing,individual lateral braces themselves 0rqWEBS c may require bracing,or alternative Tor I ,� p bracing should be considered. O S O 3 Never exceed the design loading shown and never ay�°6 U stack materials on inadequately braced trusses 0 LL p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-s cs CS-6I­_ designer,erection supervisor,property owner and plates 0- 'lid'from outside BOTTOM CHORDS all other interested parties edge Of truss. 8 7 6 5 5 Cut members to bear tightly against each other 6 Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1 connector plates. THE LEFT. 7. Design assumes trusses will be suitably y protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8 Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber The first dimension is the plate 10 Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11 Plate type,size,orientation and location dimensions indicated are minimum plating requirements LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss Unless Otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rel on lumber values 14 Bottom chords require lateral bracing at ft spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by othersg y. 15 Connections not shown are the responsibility of others. Indicates location where bearings 16 Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer reaction section indicates joint number where bearings occur. 17 Install and load vertically unless indicated otherwise. Min size shown is for crushing only. .8 18 Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards' project engineer before use ANSI/TP11: National Design Specification for Metal 19 Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiTek 20 Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. ' Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 I, 5'4114° 72'3 114' 1 -g—y— � To— G) 50'8° 21'7 1/4" �� P -C— � W m M' m N 1 o o ;o o o o �o II npi a 'W W 'W W W lP IN YN N II G o m pm 0 0 o pfN2 0 0 0, O b o 0 0 0�31oO O O o b fb o O o 0 0 I 3 — —u cn p cn -01 M cn cn u cn u rn " cn cn cn cn cn M -in n cn rn —cn cn o II � _ I rt —�' iB4O1 -i J IIIA l W ' oil O O 10 W W III O N W SII m m II o m Q Im 1 j 0 A A Il-Nj I 2 0" 2 0" 2 0' Z 0° 2 0' 2 0° 2'0" 2 0' 2'0" 2 0' 2 0' 2'0' 2 0" 2 0" 2 0' 2 0° 2 0' 2'0' 2'0'-, — —- _— -- —_ —_ -- '—_— _ —h b [E3 83 Z31 MS Mfi M71 'g 8 _ BB05 II a o0 I sy Ifl ri'7 0 O 0 j ,'O =O .p p O .p O F�O ,O a0 Ot {'O OO �O�I� i R 9 B 6 9 5018, 14'0" 7-7114- 6'4114" 7v4"5'4114" 72'3114" THIS IS A TRUSS PLACEMENT DIAGRAM ONLY SHOP DRAWING APPROVAL ese trusses are designed as Individual budding components to be Incorporated Into the building design at the specification of the THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRUSS Ilding designer See Individual design sheets for each truss design Identified on the placement drawing The building designer Is LAYOUTS REVIEW AND APPROVAL OF THIS LAYOUT MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT VERIFY ALL ,ponslble for temporary and permanent bracing of the roof and Floor system and for the overall structure The design of the truss CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU pport structure Including headers,beams,walls,and columns Is the responsibility of the building designer For general guidance larding bracing,consult"Bracing of Wood Trusses"available from the Truss Plate Institute,583 D'Onlfrlo Drive,Madison,WI 53179 REVIEWED BY APPROVED BY DATE Ib Name Vineyard View Building Code istomer Loading OW-1 l i to Address County Road 4B Sales Rep ty,ST,ZIP Greenport,NY 11944 Designer Jay Johnson . 1111111111111111111■ � � MiTek® MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Re: 35970F3 Vineyard View Building D 2nd Floor The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Universal Component Corporation. Pages or sheets covered by this seal: I37921891 thru I37921926 My license renewal date for the state of New York is January 31,2020. .��OF NEW Y �JP�A Gggc�9 O�'� r- CC w m z N�OA N0 COg� =C� SS1 July 24,2019 Garcia,Juan IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSUTPI 1 These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall budding design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921891 35970173 F01 FLOOR GIRDER 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 16.3927 2019 Page 1 ID:nd1RDAhLEUpvgQ�7gPkiBgAvyTyugda-XQ2t8R�Z1 QS9rngpplDh936eYxckH66Ow3oWJzyuoLk 2 6-0 0-14P1 I Scale=1 361 3x6 FP= Special 6x12 6x8 3x6 FP= 4x6 11 6x14 = 7x10 MT18H 11 = = 1 31 2 32 3 33 4 5 6 7 8 34 9 35 10 36 11 12 3713 9 vi T 0 2 25 23 26 22 21 20 19 27 18 28 17 29 16 1530 6x6 = 6x12 = 6x10 = 3x8 MT18H FP = 4x6 11 7x10 MT18H = 3x8 MT18H FP = 7x10 MT18H = 3x8 11 16-6-1419-2-6 1 -7- 20-11-8 16-6-14 2-7-8 0 4-1 1-4-8 Plate Offsets(X,Y)-- [8 0-3-0,Edge],(9 0-3-0,0-0-01,110 0-3-4,Edge],112 0-3-0,Edge],114 Edge,0-3-01,[15 0-3-0,0-0-01,[16 0-1-8,Edge],[18 0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 030 Vert(LL) -025 18 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 0.56 Vert(CT) -0.39 18 >644 240 MT18H 197/144 BCLL 0 0 Rep Stress Incr NO WB 076 Horz(CT) 007 14 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight 3191b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP 240OF 2 OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 240OF 2 OE(flat) except end verticals WEBS 2x4 SPF No 2(flat)*Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-16,2x4 SPF 2100F 1 BE(flat) REACTIONS. (Ib/size) 24=2332/0-4-6,14=5266/0-4-6 FORCES. (Ib)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-24=-277/0,13-14=-132/348,2-3=-8269/0,3-4=-8269/0,4-6=-13811/0,6-8=-13811/0, 8-9=-15981/0,9-10=-15981/0,10-11=-6453/0,11-12=-645310 BOT CHORD 23-24=0/4444,21-23=0/11342,19-21=0/15981,18-19=0/15981,17-1 8=0/1 7108, 16-17=0/1 7108,15-16=0/6453,14-15=0/6453 WEBS 2-24=-4944/0,2-23=0/4256,3-23=-291/0,4-23=-3420/0,4-21=0/2746,6-21=-277/0, 8-21=-2404/0,8-19=0/424,10-17=0/331,9-18=-85/264,10-16=-1 1 763/0,11-16=0/2489, 12-15=0/2827,12-14=-8722/0,10-18=-1243/0 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies 2)Unbalanced floor live loads have been considered for this design 3)All plates are MT20 plates unless otherwise indicated 4)All plates are 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means OF NS 7)Hanger(s)or other connection device(s)shall be provided sufficient to support Concentrated load(s)5095 Ib down at 16-6-14 on top chord The design/selection of such connection device(s)is the responsibility of others Q 04 GAC O 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) �� JJ z-9 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced) Lumber Increase=1 00,Plate Increase=1 00 Uniform Loads(plf) n I w Vert 14-24=-20,1-13=-104 T1 Lu Concentrated Loads(lb) Vert:10=-5015(F) D•08009,� A �RoFEss►oNP� July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev 00/03/2015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesteriieid,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921892 v 359701`3 F02 FLOOR GIRDER 1 Jab Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 16 39 29 2019 Page 1 ID-ndIRDAhLEUvQ7PkiBgAvyTyugda-TpAdZ70pY1 it45gBw1G9EUBsHkHnl_MhONHdOryuoLi 2-6-0 Scale=1 27 2 Special Special Special Special Special Special Special Special Special Special 3x6 I 8x14 MT18H = Special 3x6 11 Special 6x8 = Special 3x6 II Special Bxl4 MT18H = 3x6 11 1 17 18 2 19 3 20 21 22 4 23 5 24 25 6 26 27 28 7 0 co I� 6 12 13 11 14 10 15 9 6x12 = 16 8 6x12 MT18H = 6x12 = 3x6 I I 6x12 MT1BH = 15-9-0 15-9-0 Plate Offsets(X Y)-- [2 0-6-12 Edge],[6 0-6-12,Edge),[9:0-2-8,Edge),[11 04-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 073 Vert(LL) -0 21 10 >885 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 059 Vert(CT) -034 10 >560 240 MT18H 197/144 BCLL 0 0 Rep Stress Incr NO WB 0 84 Horz(CT) 006 8 n/a n/a BCDL 100 Code IBC2015lrP12014 Matnx-S Weight 1941b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF 2100F 1 8E(flat) except end verticals WEBS 2x4 SPF No 2(flat)*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing 2-12,6-8 2x4 SPF 2100F 1 8E(flat) REACTIONS (Ib/size) 12=5119/Mechanical,8=5747/Mechanical FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-12=-61010,7-8=-992/0,2-3=-14481/0,3-4=-14481/0,4-5=-14930/0,5-6=-14930/0 BOT CHORD 11-12=0/9105,10-11=0/16557,9-10=0/16557,8-9=0/9606 WEBS 2-12=-10130/0,2-11=0/5981,3-11=-1585/0,4-11=-2289/0,4-10=-68/264,6-8=-10688/0, 6-9=0/5924,5-9=-1775/0,4-9=-1794/0 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies 2)All plates are MT20 plates unless otherwise Indicated. 3)Refer to girder(s)for truss to truss connections 4)This truss has been designed for a moving concentrated load of 250 01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)760 Ib down at 0-8-0,851 Ib down at 24-0,851 Ib down at 3-114,851 Ib down at 5-7-4,851 Ib down at 7-34,851 Ib down at 8-11-4,851 Ib down at 10-7-4, 131 Ib down at 11-6-0,109 Ib down at 11-11-12,851 Ib down at 12-3-4,109 Ib down at 13-7-12,851 Ib down at 13-11-4,and 133 Ib down at 15-3-12,and 875 Ib down at 15-3-12 on top chord The design/selection of such connection device(s)is the ! p1` NE W responsibility of others V }� 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �P� Jp,N GA,�'C� CO LOAD CASE(S) Standard 1)Dead+Floor Live(balanced).Lumber Increase=1 00,Plate Increase=l 00 Uniform Loads(plf) ►_- �, r CL Vert.8-12=-20,1-7=-104 n Lu Concentrated Loads(lb) (n `t ui Vert:2=-851(F)5=-851(F)17=-760(F)19=-851(F)20=-851(F)22=-851(F)23=-851(F)24=-131(B)25=-961(F=-851,B=-109) 2 -d 26=-961(F=-851,B=-109)28=-1008(F=-875,B=-133) R�FESSIONP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 10/03/2015 BEFORE USE Design valid for use only oath Mi Tek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921893 359701`3 F03 Floor 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 16 39 29 2019 Page 1 ID:ndl RDAhLEUvQ7PkiBgAvyTyugda-TpAdZ70pY1 it45gBw/G9EUBx5kLFIBDh0N HdOryuoLi 2-6-0 3x� _ 1 1x3 II 9 2 10 3 1x3 11 Scale=1 10 2 0 vi 1x3 II 6 7 5 8 4 3x3 = 1x3 11 3-11-0 3-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Gnp DOL 100 TC 042 Vert(LL) -012 5-6 >369 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 0.37 Vert(CT) -017 5-6 >265 240 BCLL 0 0 Rep Stress[nor YES WB 0.02 Horz(CT) 000 n/a n/a BCDL 100 Code ISC2015fTPI2014 Matnx-S Weight 18 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.BE(flat) TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins, BOT CHORD 2x4 SP 2850F 2 3E(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 4=235/0-2-4,6=235/Mechanical Max Grav 4=333(LC 10),6=333(LC 7) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-6=-292/0,3-4=-287/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. .��of NEW Y �P PN GAR�,�9 0 CO n W Lu ,o X0.08009 R�FEssl July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE ° Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor l 137921894 3597OF3 F04 FLOOR GIRDER 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 16 39 312019 Page 1 ID.ndIRDAhLEUvQ7PkiBgAvyTyugda-PBINzp234fyaJ0_a27ldKvGBIY?1 Dxz_rhmkSkyuoLg 1-3-0 O 2-6-0 1-2-6 Scale=1 27 9 1 5x3 11 Special 1 5x3 II 6x6 = 4x12 = 1 5x3 11 44 = 3x6 FP= 1 5x3 11 4x8 = 1 5x3 II 1 27 23 2B 4 29 5 30 6 31 7 8 32 9 33 10 0 m I� 0 2V 21 19 18 22 17 23 16 15 24 14 25 13 12 26 5x6 II 3x6 II 3x6 I 4x6 II 3x6 11 3x6 FP= 6x10 = 5x6 11 6x6 = 3x8 MTI 8H FP = 16-1-6 16-1-6 Plate Offsets(X,Y)-- [2.0-1-8,Edge],[6.0-1-8,Edge],[14 0-3-0,0-0-01,[15 0-3-0,Edge],[18*0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL ('40.0 Plate Grip DOL 1 00 TC 082 Vert(LL) -015 15-17 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 047 Vert(CT) -0 24 15-17 >798 240 MT18H 244/190 BCLL 0 0 Rep Stress Incr NO WB 064 Horz(CT) 003 11 n/a n/a BCDL 100 Code IBC2015/TP12014 Matnx-S Weight 191 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP 240OF 2 OE(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing REACTIONS. (Ib/size) 20=3015/0-2-4,11=1719/0-2-4 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 10-11=-274/0,2-3=-3319/0,3-4=-3319/0,4-5=-7621/0,5-6=-7621/0,6-8=-5427/0,8-9=-5427/0 BOT CHORD 19-20=0/3319,18-19=0/3319,17-18=0/8935,15-17=0/8935,14-15=0/7621,12-14=0/7621,11-12=0/3019 WEBS 9-11=-3392/0,9-12=0/2706,8-12=-297/0,6-12=-2454/0,2-20=-4588/0,2-19=0/2527,4-17=0/412,3-18=-262/577, 4-18=-6265/0,4-15=-1462/0,6-14=0074 NOTES- 1)Fasten trusses together to act as a single unit as per standard Industry detail,or loads are to be evenly applied to all plies 2)Unbalanced floor live loads have been considered for this design 3)All plates are MT20 plates unless otherwise Indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)20,11 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2831 Ib down at 4-3-8 on top chord. The design/selection of such connection device(s)is the responsibility of others 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) OF NEW LOAD CASE(S) Standard 1)Dead+Floor Live(balanced)-Lumber Increase=1 00,Plate Increase=1 00 �P JPN GAI C 0 Uniform Loads(plf) -9 ,I Vert,11-20=-20,1-10=-104 Concentrated Loads(Ib) * , Vert 4=-2751(F) 1— CC n LU Lu �0.08009� AROFES Sti oNP� July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MiTeW connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 1 V IiTek• is always required for stability and to prevent collapse with passible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921895 35970F3 F05 FLOOR GIRDER 2 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 16 39 32 2019 Page 1 I D-nd i RDAh LEUvQ7Pki B gAvyTyu q da-tOrmB 93hry4RxYZm brpss7pQSyEoyOh 74 KW H'IAyuoU 2-6-0 g- 1-3- 1-1-14 r � Scale=1 28 1 Special 1 5x3 11 5x8 = 6x8 = 3x3 11 4x4 = 4x4 = 3x6 FP= 1 5x3 11 4x8 = 1 5x3 11 1 26 2 3 27 4 28 5 29 6 7 8 30 9 31 10 0 ro ao I� . o 2 21 19 18 22 17 23 16 15 24 14 13 12 25 6x8 = 3x6 11 10x10 = 3x6 Il 3x6 I 3x6 FP= 6x10 = 5x6 11 3x6 11 3x8 MT181-1 FP = 3-1-2 7-1-2 16-3-0 r 3-1-2 4-0-0 9-1-14 Plate Offsets(X,Y)-- [2.0-1-8,Edge1,[3.0-1-8 Edge),r5 0-1-8,Edgel,[6:0-1-8,Edge1,[14 0-3-0,0-0-01,[17:0-4-12,Edge1,r18 0-3-0,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 0 54 Vert(LL) -0.17 15-17 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 0.95 Vert(CT) -0.27 15-17 >724 240 MT18H 197/144 BCLL 0 0 Rep Stress Incr NO WB 068 Horz(CT) 004 11 n/a n/a BCDL 100 Code IBC2015frP12014 Matrix-S Weight 1691b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1 8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 20=2993/0-4-6,11=1749/0-2-4 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-20=-264/6,10-11=-274/0,2-3=-5902/0,34=-9284/0,4-5=-9212/0,5-6=-7828/0,6-8=-5562/0,8-9=-5562/0 BOT CHORD 19-20=0/5902,18-19=0/5902,17-18=0/5902,15-17=0(7828,14-15=0/7828,12-14=0/7828,11-12=0/3090 WEBS 2-20=-6599/0,2-19=0/1967,9-11=-3472/0,9-12=0/2778,8-12=-290/1,6-12=-2533/0,6-14=0/729,4-17=-3189/0, 5-17=0/1544,5-15=-678/0,3-18=-2185/0,3-17=0/4603 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies 2)Unbalanced floor live loads have been considered for this design. 3)All plates are MT20 plates unless otherwise Indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2823 Ib down at 4-5-10 on top chord The design/selection of such connection device(s)is the responsibility of others 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) OF NEW LOAD CASE(S) Standard 1)Dead+Floor Live(balanced)-Lumber Increase=l 00,Plate Increase=l 00 �P J04 GAgC� 0 Uniform Loads(plf) CO '9 Vert.11-20=-20,1-10=-104 Concentrated Loads(lb) Vert,4=-2743(B) C1 W UJ N�Oo0.08002) ROFEs si oNP July 24,2019 ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1141II-7473 rev 1010312015 BEFORE USE �- Design valid for use only with MiTekO connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrfPl1 Quality Criteria,DSB-89 and BCS]Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921696 359701`3 F06 Floor Girder 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 16 39 33 2019 Page 1 ID:ndIRDAhLEUvQ7PkiBgAvyTyugda-LaP80V3KcGCIZi8y9YK5PKMU1 MYshuYGJ_FrXcyuoLe 2-6-0 2-5-12 Scale=1 21 7 Special Special Special Special 1x3 II Special 4x8 = Special 1x3 II 3x3 = Special 48 = Special 1x3 II 1 14 15 2 16 3 17 18 19 4 20 5 21 22 23 6 0 T 10 4x8 = 11 9 12 8 3x6 = 13 7 4x8 = 4x8 = 12-11-12 12-11-12 Plate Offsets(X Y)-- [7 Edge,0-1-81,[8 0-1-8,Edgel [10 Edge,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 1 00 Vert(LL) -028 9-10 >555 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 096 Vert(CT)- -0.38 9-10 >401 240 BCLL 0 0 Rep Stress Incr NO WB 051 Horz(CT) 005 7 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight,102 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 7=2855/Mechanical,10=2785/Mechanical FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-10=432/0,6-7=-512/0,2-3=-6375/0,3-4=-6375/0,4-5=-6347/0 BOT CHORD 9-10=0/4299,8-9=016347,7-8=0/4282 WEBS 5-7=-4859/0,2-10=-4878/0,5-8=0/2344,2-9=0/2356,3-9=-1 04710,4-8=-1026/0,4-9=-249/273 NOTES- 1)Fasten trusses together to act as a single unit as per standard Industry detail,or loads are to be evenly applied to all plies 2)Refer to girder(s)for truss to truss connections 3)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)511 Ib down at 0-8-12,503 Ib down at 24-12,503 Ib down at 4-0-12,503 Ib down at 5-8-12,503 Ib down at 7-4-12,503 Ib down at 9-0-12,and 503 Ib down at 10-8-12,and 519 Ib down at 124-12 on top chord The design/selection of such connection device(s)Is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) LOAD CASE(S) Standard 1)Dead+Floor Live(balanced) Lumber Increase=1 00,Plate Increase=1 00 ! O F NIS Uniform Loads(pig Vert 7-10=-20,1-6=-104 Q, J04 GA9C� O,A Concentrated Loads(lb) Vert*2=-503(F)14=-511(F)16=-503(F)17=-503(F)19=-503(F)20=-503(F)21=-503(F)23=-519(F) f N tr n W rn w s Xj 0.08009" ? v Ropem oNP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 1010312015 BEFORE USE. Design valid for use only with Mi rek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921897 359701`3 F07 FLOOR GIRDER 1 2 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 16 39.34 2019 Page 1 ID ndlRDAhLEUvQ7PkiBgAvyTyugda-gmzWcr4yNaK9Asi9IGr<xYuid_zQIPQXe'1033yuoLd 2-6-0 9-?491-3-0 1-2-6� Scale=1 28 2 15x3 II Special 1 5x3 11 5x8 = 5x8 = 1 5x3 11 4x4 = 3x6 FP= 1 5x3 11 4x8 = 1 5x3 11 1 26 2 3 27 4 28 5 29 6 7 8 30 9 31 10 0 m I� 0 2 21 19 18 22 17 23 16 15 24 14 13 12 25 6x8 = 3x6 11 3x6 11 4x6 3x6 II 3x6 FP= 600 = 5x6 11 5x6 11 3x8 MT18H FP = 3-1-2 16-3-8 3-1-2 13-2-6 Plate Offsets(X Y)-- [2.0-1-8 Edge] [6 0-1-8 Edge] [14 0-3-0,0-0-0],[15 0-3-0,Edge],118 0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 0 80 Vert(LL) -016 15-17 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 0 59 Vert(CT) -0 26 15-17 >741 240 MT18H 197/144 BCLL 0 0 Rep Stress Incr NO WB 066 Horz(CT) 003 11 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight 170 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 Dc purlins, BOT CHORD 2x4 SPF 2100F 1 8E(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 20=2948/04-6,11=1738/0-2-4 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-20=-270/0,10-11=-274/0,2-3=-5775/0,3-4=-5775/0,4-5=-7734/0,5-6=-7734/0,6-8=-5504/0,8-9=-5504/0 BOT CHORD 19-20=0/5775,18-19=0/5775,17-18=0/9186,15-17=0/9170,14-15=0/7734,12-14=0/7734,11-12=0/3058 WEBS 2-20=-6457/0,2-19=0/2242,9-11=-3436/0,9-12=0/2749,8-12=-296/0,6-12=-2493/0,4-17=0/720,4-15=-1601/0, 6-14=0/781,3-18=0/658,4-18=4640/0 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies 2)Unbalanced floor live loads have been considered for this design 3)All plates are MT20 plates unless otherwise indicated 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2761 Ib down at 4-5-10 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) < pF NE►N LOAD CASE(S) Standard 1)Dead+Floor Live(balanced)-Lumber Increase=1 00,Plate Increase=1 00 �P JP,N GARL'� Uniform Loads(plf) Vert 11-20=-20,1-10=-104 Concentrated Loads(Ib) Vert 4=-2681(B) 1 n LU FQ �0.OB00g1 AR�FES S1 SNP July 24,2019 ®WARNING-Vanfy,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE �P Design valid for use only Wath MiTek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921898 3597OF3 FOB Floor Girder 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 16.39.36 2019 Page 1 ID ndlRDAhLEUvQ7PkiBgAvyTyugda-m95G1W6CvBbtQAsXghuolz_5VZa3uFK/?yUV8xyuoLb 2-6-0 2-5-12 Scale=1 217 Special Special Special 1x3 II Special 4x8 = Speaal 1x3 II Special 1x3 II Special 4x8 = Special 1x3 II 1 14 15 2 16 3 17 18 19 4 20 5 21 22 23 6 0 T 10 4x8 = 11 9 12 8 4x6 = 13 7 4x6 = 4x8 = 12-11-12 12-11-12 Plate Offsets(X,Y)-- [7 Edge,0-1-81,[8 0-1-8,Edge1,[9'0-1-8,Edge1,[10*Edge,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 060 Vert(LL) -036 9-10 >430 360 MT20 1971144 TCDL 120 Lumber DOL 1 00 BC 099 Vert(CT) -047 9-10 >331 240 BCLL 0 0 Rep Stress[nor NO WB 051 Horz(CT) 0 05 7 n/a n/a BCDL 100 Code IBC2015(rP12014 Matnx-S Weight 96 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1 8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=2847/Mechanical,10=2776/Mechanical FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-10=-431/0,6-7=-513/0,2-3=-634210,3-4=-6342/0,4-5=-6342/0 BOT CHORD 9-10=0/4283,B-9=0/6342,7-8=0/4266 WEBS 5-7=-4841/0,2-10=-4861/0,5-8=0/2405,2-9=0/2384,3-9=-1033/0,4-8=-1031/0 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies 2)Unbalanced floor live loads have been considered for this design 3)Refer to girder(s)for truss to truss connections 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)569 Ib down at 0-8-12,567 Ib down at 2-4-12,567 Ib down at 4-0-12,512 Ib down at 5-8-12,518 Ib down at 7-4-12,567 Ib down at 9-0-12,and 567 Ib down at 10-8-12,and 571 Ib down at 12-4-12 on top chord. The design/selection of such connection device(s)is the responsibility of others 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) LOAD CASE(S) Standard ! pF NIF 1)Dead+Floor Live(balanced) Lumber Increase=l 00,Plate Increase=l 00 ` Y Uniform Loads(plf) Q� Jp,N GA) cC O,A Vert 7-10=-20,1-6=-104 Concentrated Loads(lb) co Vert 2=-501(B)14=-509(B)16=-501(B)17=-501(B)19=-501(B)20=-501(B)21=-501(8)23=-517(B) , ni W L b Z 0-0800 9�FI_S S1 0NP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design,s based only upon parameters shown,and,s for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design Bracing indicated,s to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSirrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921899 35970F3 F09 FLOOR GIRDER 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 24 16 39 37 2019 Page 1 ID-nd[RDAhLEUvQ7PkiBgAvyTyugda-ELffEs7ggV1kl JRk00P 1 ZAWG 1 z?YdelsDcD2gOyuoLa 2-6-0 1-4-0� 1-8-2 r Scale=1 28 5 Special 1 5x3 II 6x12 = 3x3 II 3x6 = 4x4 = 3x6 FP= 1 5x3 II 4x8 = 1 5x3 II 1 24 2 25 3 26 4 27 5 6 7 28 8 29 9 4 0 1 19 17 20 16 15 21 14 22 13 12 11 23 6x8 = 3x6 10x16 = 3x6 11 3x6 11 3x8 MT18H FP = 6x10 = 5x6 11 3x6 FP= 4-2-8 6-10-0 16-6-2 4-2-8 9-8-2 Plate Offsets(X,Y)-- 14:0-1-8,Edge],[5 0-1-8,Edge],[13 0-3-0,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 0 61 Vert(LL) -018 14-16 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 066 Vert(CT) -0.28 14-16 >696 240 MT18H 197/144 BCLL 0 0 Rep Stress Incr NO WB 072 Horz(CT) 003 10 n/a n/a BCDL 100 Code IBC2015fTP12014 Matrix-S Weight 1691b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat)*Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, 1-6 2x4 SPF 2100F 1 8E(flat) except end verticals BOT CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SPF No 2(flat) REACTIONS. (Ib/size) 18=3300/0-2-4,10=1790/0-4-6 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-18=-278/0,9-10=-273/0,2-3=-9696/0,3-4=-9626/0,4-5=-8223/0,5-7=-5675/0, 7-8=-5675/0 BOT CHORD 17-18=0/6248,16-17=0/6248,14-16=0/8223,13-14=0/8223,11-13=0/8223,10-11=0/3150 WEBS 2-18=-6985/0,8-10=-3540/0,8-11=0/2837,7-11=-287/29,5-11=-3088/0,5-13=0/1054, 3-16=-3328/0,2-16=0/4520,4-16=0/2053,4-14=-959/0 NOTES- 1)Fasten trusses together to act as a single unit as per standard Industry detail,or loads are to be evenly applied to all plies 2)Unbalanced floor live loads have been considered for this design. 3)All plates are MT20 plates unless otherwise indicated 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)3138 Ib down at 4-2-8 on top chord The design/selection of such connection device(s)is the responsibility of others. F INS 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) �� y LOAD CASE(S) Standard Gj'�P �JPN GARC�q O�� 1)Dead+Floor Live(balanced).Lumber Increase=l 00,Plate Increase=l 00 Uniform Loads(plf) Vert 10-18=-20,1-9=-104 r [[ Concentrated Loads(lb) n 1, W Vert*3=-3058(F) (S1Z r� Z A �0.08009""' �C? ROFI<mo�P July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTe k` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1rrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Budding D 2nd Floor 137921900 3597OF3 F10 FLOOR GIRDER 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 16 39 38 2019 Page 1 ID:ndIRDAhLEUvQ7PkiBgAvyTyugda-iYD1 SC7SRorbFrOwy5wG603RW NMzM52OSGzcCgyucLZ 2-6-0Or 11 1(1� 3-0 2-4-8 110 Scale=1 28 9 2x4 II Special 1 5x3 16x8 MT18H = 5x6 = 4x4 = 4x4 = 3x6 FP= 1 5x3 11 4x8 = 1 5x3 11 1 26 2 3 27 4 28 5 29 6 7 8 30 9 31 10 0 m I� o 2r 21 1918 22 17 16 23 15 24 14 13 12 25 8x8 II 3x6 II 6x6 = 3x6 11 3x6 II 6x10 = 5x6 II 5x6 11 3x6 FP= 3x8 MT18H FP = 3-0-2 16-8-4 3-0-2 13-8-2 Plate Offsets(X Y)-- [2 0-1-8,Edge],[3 0-1-8,0-0-01 [5,0-1-8,Edge] [6 0-1-8,Edge] [14.0-3-0,0-0-0],[18 0-3-O,Edr]_e],[20 Edge,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 063 Vert(LL) -018 15-17 >999 360 MT20 197/144 TCDL 120 Lumber DOL 100 BC 058 Vert(CT) -028 15-17 >698 240 MT18H 197/144 BCLL 0 0 Rep Stress Incr NO WB 075 Horz(CT) 003 11 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight 1951b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1 8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 240OF 2.OE(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 20=3349/0-4-6,11=1847/0-4-6 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-20=-270/0,10-11=-273/0,2-3=-6530/0,3-4=-6530/0,4-5=-10262/0,5-6=-8614/0,6-8=-5892/0,8-9=-5892/0 BOT CHORD 19-20=0/6530,18-19=0/6530,1 7-1 8=011 0262,15-17=0/8614,14-15=0/8614,12-14=0/8614,11-12=0/3261 WEBS 2-20=-7301/0,2-19=0/2423,9-11=-3663/0,9-12=0/2957,8-12=-285/7,6-12=-3043/0,3-18=0/895,4-18=-5117/0, 5-17=011852,5-15=-88810,6-14=0/940 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies 2)Unbalanced floor live loads have been considered for this design 3)All plates are MT20 plates unless otherwise indicated 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)3223 Ib down at 4-4-10 on top chord The design/selection of such connection device(s)is the responsibility of others 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard ! F NEv 1)Dead+Floor Live(balanced):Lumber Increase=1 00,Plate Increase=1 00 X1 V y Uniform Loads(plf) P Jp,N GAgci 0 Vert 11-20=-20,1-10=-104 (� , 9 .f Concentrated Loads(lb) Vert 4=-3143(8) � I � 0 LU W 0.080()o ROPES S1 July 24,2019 ®WARNING-Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE. �• Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual budding component,not a truss system Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BC51 Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921901 359701`3 F11 Floor Girder 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc. Wed Jul 24 16.39.39 2019 Page 1 ID ndIRDAhLEUvQ7PkiBgAvyTyugda-AknPfY84C6zSHdb6WpRVebcXNmfy5aD9hwi91GyuoLY 2-6-0 2-10-10 i Scale=1 22 4 Special Special Special Special 1x3 II 4x10 = Special 15x3 II Special 1 5x3 II Special 4x10 = Special 1x3 II 1 14 15 16 2 17 3 18 19 20 4 Special 21 22 5 23 6 0 m 10 4x10 = 11 9 12 8 46 = 13 7 46 = 410 = 13-4-10 13-4-10 Plate Offsets(X,Y)-- [7 Edge,0-1-81,[8 0-1-8 Edge],19 0-1-8,Edge] [10 Edge,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0 94 Vert(LL) -0.31 7-8 >520 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 073 Vert(CT) -0.46 7-8 >343 240 BCLL 0.0 Rep Stress Incr NO WB 063 Horz(CT) -0.05 10 n/a n/a BCDL 100 Code IBC2015fTP12014 Matrix-S Weight 98 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1 8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 2100F 1 SE(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=3162/Mechanical,10=3247/Mechanical FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-10=-565/0,6-7=-333/0,2-3=-7885/0,3-4=-7885/0,4-5=-7885/0 BOT CHORD 9-10=0/4952,8-9=0!7885,7-8=0/5272 WEBS 5-7=-5983/0,2-10=-5620/0,5-8=0/3033,2-9=0/3379,3-9=-1392/0,4-8=-143710 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies 2)Unbalanced floor live loads have been considered for this design 3)Refer to girder(s)for truss to truss connections 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)598 Ib down at 0-6-12,594 Ib down at 2-2-12,594 Ib down at 3-10-12,546 Ib down at 5-6-12,527 Ib down at 7-2-12,572 Ib down at 8-5-12,594 Ib down at 9-2-12,and 594 Ib down at 10-4-12,and 594 Ib down at 12-0-12 on top chord The design/selection of such connection device(s) is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). OF NEW LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1 00,Plate Increase=1.00 �P JPN GA/�C/ 0 Uniform Loads(plf) CO Vert:7-10=-20,1-6=-104 Concentrated Loads(lb) Vert.4=-527(F)14=-545(F)16=-527(F)17=-527(F)18=-527(F)20=-527(F)21=-527(F)22=-527(F)23=-527(F) I— r W rn z �0.080a°�� ROFEssli v July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall /p building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing IV I!Tek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Aiexandna,VA 22314 ChesteKeld,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921902 3597OF3 F12 Floor 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 16 39.40 2019 Pagel ID ndlRDAhLEUvQ7PkiBgAvyTyugda-ewKnsu91zQ5JunA13WykBp8okA2Gg6vlwaSiHiyuoLX 2-6-0 1-0-8 Scale 1/2"=1' 1x3 II 3x6 = 1x3 II 3x3 = 1x3 II 3x6 = 1x3 II 1 19 2 20 3 21 4 22 5 23 6 24 7 0 1 14 12 15 11 16 10 17 9 18 4x4 = 1x3 II 44 = 1x3 II 3x6 = 44 = 14-3-8 r 14-3-8 Plate Offsets(X,Y)-- [B.Edge,0-1-8),[11 0-1-8,Edgel [13.Edge,0-1-8) LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 052 Vert(LL) -034 8-9 >504 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 053 Vert(CT) -0.42 8-9 >405 240 BCLL 0 0 Rep Stress Incr YES WB 028 Horz(CT) 002 8 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight 62 Ib FT=20%F,l l%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 2850F 2 3E(flat) except end verticals WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (Ib/size) 13=732/0-4-6,8=732/0-4-6 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-13=-271/0,7-8=-271/0,2-3=-1831/0,3-4=-1831/0,4-5=-1809/0,5-6=-1809/0 BOT CHORD 12-13=0/1179,11-12=0/1179,10-11=0/1831,9-10=0/1831,8-9=0/1133 WEBS 2-13=-1331/0,2-12=0/300,2-11=Of762,3-11=-254/18,6-8=-1286/0,6-9=0/767,5-9=-316/0,4-9=-243/282 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means OF NE Y �JPN GAS`'/,9 O'A'S r t Ir 0 IL LU �0.01B N v ROFes s�oNP July 24,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE �" Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Cntena,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921903 359701`3 F13 FLOOR 9 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Wed Jul 24 16 39 41 2019 Page 1 ID ndIRDAhLEUvQ7PkiBgAvyTyugda-67u94EALk1DAWxlVdETzkOh_vaPwzyoS8EBGp9yuoLW r 2-6-0 0-T6 Scale=1 31 6 4x4 = 1 5x3 II 3x10 = 1 5x3 II 4x4 = 1 50 II 3x6 FP= 1 5x3 11 3x10 = 1.5x3 II 1 22 2 23 3 24 4 25 56 7 8 26 9 27 10 0 co I� 0 1P 19 17 16 20 15 14 13 12 21 11 5x6 11 6x8 = 3x6 FP= 4x6 II 3x6 FP= 6x8 = 5x6 II 3x6 11 18-3-6 18-3-6 Plate Offsets(X,Y)-- f6.0-1-8,Edge),fl4.0-3-0,0-0-0),f15 0-3-0,Edge) LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 049 Vert(LL) -016 15-17 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 0 50 Vert(CT) -026 15-17 >846 240 BCLL 0 0 Rep Stress Incr YES WB 037 Horz(CT) 0 03 11 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight 92 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 18=938/0-4-6,11=938/Mechanical FORCES. (ib)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-18=-270/0,10-11=-270/0,2-3=-2673/0,3-4=-2673/0,4-5=-3208/0,5-6=-3208/0,6-8=-2663/0,8-9=-2663/0 BOT CHORD 17-18=0/1585,15-17=0/3171,14-15=0/3208,12-14=0/3208,11-12=0/1579 WEBS 2-18=-1781/0,2-17=0/1222,3-17=-293/0,4-17=-560/8,4-15=-219/301,5-15=-409/378,9-11=-1774/0,9-12=0/1218, 8-12=-294/0,6-12=-684/32,6-14=-453/453 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections 3)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. .��or- NEW Y CD GA O9� r 1 cr n W LU NCO 440.08009 v ROFFss�oNP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design;s based only upon parameters shown,and;s for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Sw;ngley Ridge Rd Safety Information available from Truss Plate Insbtute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921904 359701`3 F15 Floor 1 1 Jab Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 16.39 42 2019 Page 1 ID ndIRDAhLEUvQ7PkiBgAvyTyugda-bJSYHaAzV1LO85KhBx?CGEE9m_kelOrbNuxpLbyuoLV 2-6-0 0 � Scale=1.27 7 1 5x3 11 3x6 = 1 5x3 11 4x4 = 4x4 = 3x6 FP= 1 5x3 11 3x6 = 1 5x3 I 1 21 2 22 3 23 4 24 5 6 7 25 8 26 9 0 m 1 17 15 14 13 18 12 19 11 20 10 4x4 = 3x8 =3x8 MITI 8H FP = 1x4 11 1x4 I 3x8 = 4x4 = 16-3-6 16-3-6 Plate Offsets(X,Y)-- [4.0-1-8,Edgel,[5:0-1-8 Edgel,[10•Edge,0-1-81,[16 Edge,0-1-81 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 049 Vert(LL) -034 15-16 >572 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 053 Vert(CT) -043 15-16 >452 240 MT18H 244/190 BCLL 0 0 Rep Stress Incr YES WB 0.31 Horz(CT) 003 10 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight 701b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 285OF 2 3E(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 10=835/Mechanical,16=835/0-4-6 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-16=-270/0,9-10=-270/0,2-3=-2179/0,3-4=-2179/0,4-5=-246610,5-7=-2179/0,7-8=-2179/0 BOT CHORD 15-16=0/1323,13-15=0/2466,12-13=0/2466,11-12=0/2466,10-11=0/1323 WEBS 2-16=-1501/0,2-15=0/972,3-15=-304/0,4-15=-461/160,8-10=-1501/0,8-11=0/972,7-11=-304/0,5-11=-461/160 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)All plates are MT20 plates unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means pF NE[N ��P �JP� O GgA�,�9 W LU �0.0800°�� ROFEssli v July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev 1010312DI S BEFORE USE. �� Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921905 3597OF3 F16 Floor Supported Gable 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 16 39 43 2019 Page 1 ID ndIRDAhLEUvQ7PkiBgAvyTyugda-3VOwVwBbFLTUEvgfWRpRmPFOAE1XalcYgNulyuoLU I 1 1x3 II 9 2 1x3 II 10 3 1x3 I Scale=1104 0 m 6 7 5 8 4 1x3 11 1x3 11 1x3 11 2-4-6 2-4-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 018 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 019 Vert(CT) n/a n/a 999 BCLL 0 0 Rep Stress Incr YES WB 0 03 Horz(CT) 000 4 n/a. n/a BCDL 100 Code IBC2015frP12014 Matnx-S Weight-10 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood,sheathing directly applied or 2-4-6 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. (Ib/size) 6=72/2-4-6,4=51/2-4-6,5=154/2-4-6 Max Grav 6=276(LC 10),4=268(LC 12),5=305(LC 11) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 1-6=-263/0,3-4=258115 WEBS 2-5=-276/0 NOTES- 1)Gable requires continuous bottom chord bearing 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e diagonal web) 3)Gable studs spaced at 1-4-0 oc. 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means .��of NEIN Y GgR�,�9 O�� n W LLI NCO No 0800°�N AR�FESSIONP�, July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE. �• Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an individual budding component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss [FrL uss Type Qty Ply Vineyard View Building D 2nd Floor 359701`3 F17 OOR 7 1 Job Reference(optional) 137921906 Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 16 39 44 2019 Page 1 I D.ndIRDAhLEUvQ7PkiBgAvyTyugda-XhaIiFCDOebkNOT41M i gLfJSRnPumuXugCQwQUyuoLT 260 02N8 i Scale=1 36 3 1 5x3 II 3x6 FP= 1 5x3 II 4x8 = 1 5x3 II 4x4 = 1 5x3 II 44 = 1 5x3 II 4x8 = 1 5x3 II 1 24 2 25 3 26 4 27 5 6 28 7 8 29 9 30 10 31 11 0 m I� '- 0 19 20 18 17 21 1615 22 14 13 23 2 5x6 11 6x10 = 3x6 FP= 4x6 11 3x6 FP= 6x10 = 5x6 11 4x6 11 20-11-8 20-11-8 Plate Offsets(X Y)— [15 0-3-0,Edge],[16.0-3-0,Edg_e] LOADING (psf) SPACING- 1-8-0 CSI. DEFL. to (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Gnp DOL 1.00 TC 060 Vert(LL) -0.27 16 >923 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 061 Vert(CT) -0.42 16 >594 240 BCLL 0 0 Rep Stress Incr YES WB 043 HDrz(CT) 0.05 12 n/a n/a BCDL 100 Code IBC2015ITP12014 Matnx-S Weight 104 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 19=1076/0-4-6,12=107610-4-6 FORCES. (Ib)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-19=-270/0,11-12=-270/0,2-3=-3208/0,3-4=-3208/0,4-5=-4285/0,5-6=-4285/0, 6-7=-428510,7-9=-3208/0,9-10=-3208/0 BOT CHORD 18-19=0/1853,16-18=0/3978,15-16=0/4285,13-15=0/3978,12-13=0/1853 WEBS 2-19=-2082/0,2-18=0/1522,3-18=-292/0,4-18=-866/0,4-16=-85/564,5-16=-318/178, 10-12=-2082/0,10-13=011522,9-13=-292/0,7-13=-866/0,7-15=-85/564,6-15=-318/178 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 od(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means OF NEW CSP JPN GARCiq 0 ►_ CC m z F� �0.08009" 9OFes s►oNP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE �� Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921907 35970F3 F18 FLOOR 11 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 16 39.46 2019 Pagel ID ndIRDAhLEUvQ7PkiBgAvyTyugda-T4i27xETYGrScidSQn38R4OpPb4WEn7BIWv1UMyuoLR 2-6-0 0-T6 Scale=1 36 0 1 5x3 11 3x6 FP= 1 5x3 II 4x8 = 1 5x3 II 44 = 1 5x3 II 44 = 1 5x3 II 48 = 1 5x3 II 1 24 2 25 3 26 4 27 56 28 7 8 29 9 30 10 31 11 0 9 I� 0 1 20 18 17 21 16 15 22 14 13 23 5x6 11 6x10 = 3x6 FP= 46 11 3x6 FP= 6x10 = 5x6 11 4x6 11 20-9-6 20-9-6 Plate Offsets(X Y)-- [15.0-3-0,Edge] [16 0-3-0,Edge] LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 400 Plate Grip DOL 100 TC 0 57 Vert(LL) -026 16 >944 360 MT20 197/144 TCDL 12.0 Lumber DOL 100 BC 060 Vert(CT) -0.41 16 >608 240 BCLL 0 0 Rep Stress Incr YES WB 042 Horz(CT) 0.05 12 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight 104 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 19=1067/0-4-6,12=1067/0-2-4 FORCES. (lb)-Max Comp/Max.Ten -All forces 250(ib)or less except when shown TOP CHORD 1-19=-270/0,11-12=-270/0,2-3=-3172/0,3-4=-3172/0,4-5=-4218/0,5-6=-4218/0, 6-7=-4218/0,7-9=-3172/0,9-10=-3172/0 BOT CHORD 18-19=0/1835,16-18=0/3925,15-16=0/4218,13-15=0/3925,12-13=0/1835 WEBS 2-19=-2062/0,2-18=0/1502,3-18=-293/0,4-18=-846/0,4-16=-88/541,5-16=-474/309, 10-12=-2062/0,10-13=011502,9-13=-293/0,7-13=-846/0,7-15=-88/541,6-15=-474/309 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12 3)This truss has been designed for a moving concentrated load of 250 01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. OF NEW Y Gggc�9 0 9� w F� �0.08009'% A9�FESSIONP�' July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 1010312015 BEFORE USE �" Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall A building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPI7 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921908 3597OF3 F19 FLOOR 3 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 1639.47 2019 Page 1 ID ndlRDAhLEUvQ7PkiBgAvyTyugda-xGFQKHE6JZzJEsCf UaNzHx?M?TKzGgKXAealpyuoLQ 2-6-0 12-0 Scale=1 24 3 1x3 II 3x6 = 1x3 II 3x3 = 1x3 II 3x6 = 1x3 II 1 17 2 18 3 19 4 20 5 21 6 22 7 ci 0 m I� 6 1 13 11 14 10 15 94x6 II 16 4x6 II 6x6 = 3x6 II 4x6 II 14-3-8 -- 14-3-8 Plate Offsets(X Y)-- [9 0-3-0 Edge) LOADING (psf) SPACING- 1-8-0 CSI. DEFL. In (loc) I/deft Lid PLATES GRIP TOLL 400 Plate Grip DOL 1 00 TC 050 Vert(LL) -015 8-9 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 044 Vert(CT) -019 8-9 >882 240 BCLL 0.0 Rep Stress Incr YES WB 028 Horz(CT) 002 8 nla n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight 71 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 12=732/04-6,8=732/04-6 FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-12=-270/0,7-8=-270/0,2-3=-1882/0,3-4=-1882/0,4-5=-1903/0,5-6=-1903/0 BOT CHORD 11-12=0/1183,10-11=0/1903,9-10=0/1903,8-9=0/1199 WEBS 2-12=-1329/0,2-11=0/786,3-11=-307/0,4-11=-271/279,6-8=-1347/0,6-9=0/791,5-9=-255/33 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Old(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means .C�0F NEW Y Gggci9 0�Q,� t I— b CC W Lu N�oA �O.08009� �=C� RoFEss►o�P July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown•and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Jab Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921909 3597OF3 F20 Floor Supported Gable 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 24 16 39 48 2019 Page 1 ID ndlRDAhLEUvQ7PkIBgAvyTyugda-PTppYdFk4t5AsOnrXC5cWVTF2PtRinpUlgO7ZFyuoLP Scale=1 13 1 1 5x3 11 1 20 2 21 3 22 4 23 5 24 6 7 0 F1 F1 F1 14 15 13 16 12 17 11 18 10 19 9 8 1x4 II r 7-0-6 7-0-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 018 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 019 Vert(CT) n/a n/a 999 BCLL 0 0 Rep Stress Incr YES WB 003 Horz(CT) 000 8 n/a n/a BCDL 100 Code IBC2015frP12014 Matrix-S Weight 26 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. All bearings 7-0-6 (lb)- Max Uplift All uplift 100 Ib or less at lolnt(s)14,9 except 8=-148(LC 20) Max Grav All reactions 250 Ib or less at jolnt(s)8 except 14=274(LC 22),13=312(LC 23),12=308(LC 24), 11=308(LC 25),10=311(LC 26),9=329(LC 20) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-14=-262/11 WEBS 2-13=-281/0,3-12=-279/0,4-11=-279/0,5-10=-280/0,6-9=-279/35 NOTES- 1)All plates are 1x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e diagonal web) 4)Gable studs spaced at 1-4-0 oc 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)14,9 except Ot=1b)8=148 6)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means •��OF NEW Y GAO�'� T C7 W m uJ C? F� �0-08009 �(i= ROFESS10 v July 24,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev 1010312015 BEFORE USE �� Design valid for use only with MITek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTeke is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 SvAngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vmeyard View Building D 2nd Floor 137921910 35970F3 F21 Floor Supported Gable 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 16 39 49 2019 Page 1 ID ndIRDAhLEUvQ7PkIBgAvyTyugda-tfNBIzGMrBD1 U9M15vdr210QloDfRE3d_U7h5hyuoLO Scale=1 20 1 1 5x3 11 1 x4 1 30 2 31 3 32 4 33 5 34 6 35 7 36 8 37 9 38 10 r 0 I 20 21 19 22 18 23 17 24 16 25 15 26 14 27 13 28 12 29 11 1x4 II 11-11-8 11-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL In (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 018 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 019 Vert(CT) n/a n/a 999 BCLL 0 0 Rep Stress Incr YES WB 003 Horz(CT) 000 11 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight,42 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. All bearings 11-11-8. (lb)- Max Uplift All uplift 100 Ib or less at jolnt(s)11 Max Grav All reactions 250 Ib or less atjolnt(s)except 20=275(LC 31),11=274(LC 40),19=310(LC 32),18=308(LC 33),17=309(LC 34),16=309(LC 35),15=309(LC 36),14=309(LC 37),13=309(LC 38),12=309(LC 39) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-20=-263/10,10-11=-263/12 WEBS 2-19=-280/0,3-18=-279/0,4-17=-279/0,5-16=-279/0,6-15=-279/0,7-14=-279/0, 8-13=-279/0,9-12=-280/0 NOTES- 1)All plates are 1x3 MT20 unless otherwise Indicated 2)Gable requires continuous bottom chord bearing 3)Truss to be fully sheathed from one face or securely braced against lateral movement(I a diagonal web) 4)Gable studs spaced at 1-4-0 oc 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)11 6)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means NEWY �JPtA GA% ►_— l CC n s U 2 m2N�p do9'` 0800 ROFESSI ONP July 24,2019 ®WARNING-Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Cntena,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Insbtute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921911 3597OF3 F22 Floor 10 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 1639.50 2019 Page 1 ID.ndIRDAhLEUvQ7PkiBgAvyTyugda-MrxZzJ H_cULu5JxDfd84bwZWxCT WAdtnD8tEd7yuoLN 2-6-0 0 4 6 Y-1 Scale=1 27 4 1 5x3 II 36 = 1 5x3 II 4x4 =4x4 = 3x6 FP= 1 5x3 II 36 = 1 5x3 II 1 21 2 22 3 23 4 5 24 6 7 25 8 26 9 C. 0 19 1 17 15 14 18 13 12 19 11 20 4x4 = 3x8 MT18H FP = 1x4 II 3x8 = 4x4 = 3x8 = 1x4 II 16-1-6 16-1-6 Plate Offsets(X,Y)-- (4.0-1-8,Edgel,f5 0-1-8,Edgel,[10 Edge,0-1-81,(16 Edge,0-1-81 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 047 Vert(LL) -034 10-11 >566 360 MT20 197/144 TCDL 120 Lumber DOL 100 BC 0 53 Vert(CT) -043 10-11 >448 240 MT1 BH 244/190 BCLL 0 0 Rep Stress Incr YES WB 0 31 Horz(CT) 003 10 n/a n/a BCDL 100 Code IBC2015fTP12014 Matrix-S Weight 701b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 285OF 2.3E(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=826/0-2-4,16=826/0-24 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-16=-270!0,9-10=-270/0,2-3=-2147/0,3-4=-2147/0,4-5=-2420/0,5-7=-2147/0,7-8=-2147/0 BOT CHORD 15-16=0/1307,13-15=0/2420,12-13=0/2420,11-12=0/2420,10-11=0/1307 WEBS 2-16=-1483/0,2-15=0/953,3-15=-302/0.4-15=436/166,8-10=-1483/0,8-11=0/953,7-11=-302/0,5-11=436/166 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)All plates are MT20 plates unless otherwise indicated 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,16 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X,3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means of: NES/Y GA ��Q' �JPN RG'j,9 O'A'S n W NCO C? �0.0800g� 7liZ 9OFEs s\ July 24,2019 ®WARNING-venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not �• a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921912 3597OF3 F23 Floor 4 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 16.39 51 2019 Page 1 ID ndlRDAhLEUvQ7PkiBgAvyTyugda-g2VxAfHcNoTIITWQDKfJ775hUcplv43wRocoAayuoLM 2-6-0 Scale=1 27 7 1 5x3 II 3x6 = 1 5x3 II 4x4 = 4x4 = 3x6 FP= 1 5x3 II 3x6 = 1 5x3 II 1 21 2 22 3 23 4 24 5 6 7 25 8 26 9 0 m 1 17 15 14 13 18 12 19 11 20 4x4 = 3x8 = 3x8 MT18H FP = 1x4 II 1x4 II 3x8 = 44 = 16-3-8 16-3-8 Plate Offsets(X Y)-- [4 0-1-8 Edgel,[5:0-1-8,Edgel,f10:Edge,0-1-81,[16 Edge 0-1-81 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 0.49 Vert(LL) -034 10-11 >572 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 0 53 Vert(CT) -043 10-11 >452 240 MT18H 244/190 BCLL 0 0 Rep Stress Incr YES WB 031 Horz(CT) 003 10 n/a n/a BCDL 100 Cade IBC2015ITP12014 Matrix-S Weight'70 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 285OF 2.3E(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=835/0-2-4,16=835/04-6 FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-16=-270/0,9-10=-270/0,2-3=-2181/0,34=-2181/0,4-5=-2469/0,5-7=-2181/0,7-8=-2181/0 BOT CHORD 15-16=0/1324,13-15=0/2469,12-13=0/2469,11-12=0/2469,10-11=0/1324 WEBS 2-16=-1502/0,2-15=0/973,3-15=-304/0,4-15=-462/160,8-10=-1502/0,8-11=0/973,7-11=-304/0,5-11=-462/160 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)All plates are MT20 plates unless otherwise indicated 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mrd panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means of NEIN Y �JPN GA C/ 0 � r- _ t Cc (� W LUZ N� No •0800 opessilov July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312DI S BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Cnteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Insbtute,218 N Lee Street,Suite 312,Mexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921913 35970173 F24 Floor 3 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 16 39 52 2019 Page 1 ID ndIRDAhLEUvQ7PkiBgAvyTyugda-IE3J0_IE86ccLd5cm2AYgLewvOCxebf3gSML10yuoLL 1-3-0 3x3 = 0-11-0 1 1x3 II 12 2 13 3 3x3 = 14 4 1x3 II Scale=1 10 2 0 1x3 II 1x3 IIVN 8 9 7 10 6 11 5 3x3 = 3x3 = 3-11-0 3-11-0 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 025 Vert(LL) -002 7-8 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 028 Vert(CT) -002 7-8 >999 240 BCLL 0 0 Rep Stress Incr YES WB 0 04 Horz(CT) 000 5 n/a n/a BCDL 100 Code IBC2015ITP12014 Matrix-S Weight*19 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 8=196/Mechanical,5=196/0-2-4 Max Grav 8=320(LC 7),5=320(LC 11) FORCES. (lb)-Max Comp./Max-Ten -All forces 250(lb)or less except when shown TOP CHORD 1-8=-261/5,4-5=-261/5 WEBS 2-8=-261/0,3-5=-261/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Refer to girder(s)for truss to truss connections 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. .��OF NEW Y SP �JPN GAAC/ O C 1' C1 Lu s ° 0.0809 AROFFSSIONP� July 24,2019 ®WARNING-Verify,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse wrath possible personal injury and property damage For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921914 359701`3 F25 Floor 8 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 16 39 53 2019 Page 1 ID ndIRDAhLEUvQ7PkiBgAvyTyugda-mQdibKJsvPkTynfoKlhnDYB11QUDN_aDv65uESyuoLK 2-6-0 p 6� I— Scale=1 27 6 1 5x3 II 3x6 = 1 5x3 11 4x4 = 44 = 3x6 FP= 1 5x3 II 3x6 = 1 5x3 II 1 21 2 22 3 23 4 24 5 6 7 25 8 26 9 0 co 1 17- 15 14 13 18 12 19 11 20 44 = 3x8 =3x8 MT18H FP = 1x4 11 1x4 I 3x8 = 4x4 = 16-3-0 16-3-0 Plate Offsets(X,Y)-- 14:0-1-8,Edge],[5 0-1-8,Edge],[IO'Edge,0-1-8],[16 Edge,0-1-8] LOADING (psf) SPACING- 1-8-0 CSI. DEFL. In (loc) Ildefl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 048 Vert(LL) -034 15-16 >571 360 MT20 197/144 TCDL 120 Lumber DOL 100 BC 0 53 Vert(CT) -043 10-11 >451 240 MT18H 244/190 BCLL 0 0 Rep Stress Incr YES WB 0 31 Horz(CT) 003 10 n/a n/a BCDL 100 Code IBC2015ITP12014 Matrix-S Weight 701b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 285OF 2.3E(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=833/04-6,16=833/0-2-4 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-16=-27010,9-10=-270/0,2-3=-2173/0,3-4=-2173/0,4-5=-2458/0,5-7=-2173/0,7-8=-2173/0 BOTCHORD 15-16=0/1320,13-15=0/2458,12-13=0/2458,11-12=0/2458,10-11=0/1320 WEBS 2-16=-1498/0,2-15=0/968,3-15=-304/0,4-15=-456/161,8-10=-1498/0,8-11=0/968,7-11=-304/0,5-11=-456/161 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)All plates are MT20 plates unless otherwise indicated 3)Provide mechanical connection(by others)of truss to bearing plate at Joint(s)16 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Old(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means •��OF NIF �JPN Gggc�9 O�� 4 Lu r- b V m Z Cr 4"0.0800 ROFEss]°NP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 1010312015 BEFORE USE Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not �• a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall p building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 1 VliTek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterrield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921915 35970F3 F26 FLOOR 8 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 24 16 39 54 2019 Page 1 ID ndIRDAhLEUvQ7PkiBgAvyTyugda-EdB4ogKV9lsJaxE7uTCOlm1C3ps36STM8mrSnvyuoLJ 2-6-0 0-1[ 1-14 Scale=1 19 5 1x3 II 4x4 = 1x3 II 1x3 II 4x4 = 1x3 II 1 14 2 15 3 16 4 17 5 18 6 0 of m I� 0 1 11 9 12 8 46 II 13 7 4x6 11 4x6 II 4x6 II 11-5-14 11-5-14 Plate Offsets(X,Y)-- [8 0-3-0,Edge],[9.0-3-0,Edge) LOADING (psf) SPACING- 1-8-0 CSI. DEFL. to (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 047 Vert(LL) -0.16 9-10 >853 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 043 Vert(CT) -019 9-10 >707 240 BCLL 0 0 Rep Stress Incr YES WB 0 21 Horz(CT) 0 01 7 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight 57 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No.2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing REACTIONS. (Ib/size) 10=587/0-2-4,7=587/Mechanical FORCES. (Ib)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-10=-270/0,6-7=-270/0,2-3=-1296/0,3-4=-1296/0,4-5=-1296/0 BOT CHORD 9-10=0/904,8-9=0/1296,7-8=0/904 WEBS 2-10=-1015/0,2-9=0/487,5-7=-1015/0,5-8=0/487 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Refer to girder(s)for truss to truss connections 3)Provide mechanical connection(by others)of truss to bearing plate at lotnt(s)10 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means pF NEW Y �P �JPN GARC � ,t ,t r I � e� w m i >< w N�OA) �0.08009�' 9�FESSICNP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 1010312015 BEFORE USE �• Design valid for use only with MiTeM connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Mexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921916 35970F3 F27 FLOOR 8 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 24 16 39.55 2019 Page 1 ID ndIRDAhLEUvQ7PkiBgAvyTyugda-IpkS00K7R1_AC4pBSAjFIzGNpDCGrvIWMPa?JLyuoLI 2-6-0 1-0-6 r � Scale=1 19 6 1x3 II 4x4 = 1x3 II 1x3 II 4x4 = 1x3 II 1 14 2 15 3 16 4 17 5 18 6 4 W ro I� 0 1 11 9 12 8 4x6 11 13 7 4x6 11 4x6 11 4x6 I 11-6-6 11-6-6 Plate Offsets(X,Y)-- (8 0-3-0,Edge),(9 0-3-0,Edgej LOADING (psf) SPACING- 1-8-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 047 Vert(LL) -0.16 7-8 >849 360 MT20 197/144 TCDL 120 Lumber DOL 100 BC 043 Vert(CT) -019 7-8 >704 240 BCLL 0 0 Rep Stress Incr YES WB 0 21 Horz(CT) 0 01 7 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight,57 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (ib/size) 10=589/0-2-4,7=589/Mechanical FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-10=-270/0,6-7=-270/0,2-3=-1304/0,3-4=-1304/0,4-5=-1304/0 BOT CHORD 9-10=0/908,8-9=0/1304,7-8=0/908 WEBS 5-7=-1020/0,2-10=-1020/0,5-8=0/490,2-9=0/490 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Refer to girder(s)for truss to truss connections 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Old(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means OF NS �JPN GA0 r i CC C7I W LU ��oA N0.08009 �Or ROFEssl July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 10/03/2015 BEFORE USE o� Design valid for use only with MiTekO connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANStrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921917 35970F3 F28 FLOOR 3 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 16 39 57 2019 Page 1 ID ndlRDAhLEUvQ7PkiBgAvyTyugda-eCsCRiMNyeEuROzaZbm/NOLhW1tvJINpg136NDyuoLG 2-6-0 11- 17— 0-NB - Scale=1 27 8 2x4 11 1 5x3 11 4x4 = 15x3 II 1 5x3 II 4x8 = 3x3 II 412 = 1 5x3 = 1 19 2 20 3 21 4 22 5 23 6 24 7 25 8 14 0 9 T I.' 0 1 15 12 16 11 17 18 9 46 II 4x6 II 6x6 = 6x10 = 6x8 = 11-7-8 1119 0 16-1-6 11-7-8 0--8 4-4-6 Plate Offsets(X,Y)-- [8,0-1-8,Edge],[11.0-1-8,Edge],r12.0-3-0,Edge] LOADING (psf) SPACING- 1-8-0 CSI. DEFL In (loc) I/deft Lid PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 058 Vert(LL) -016 12-13 >879 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 049 Vert(CT) -0 21 12-13 >647 240 BCLL 0 0 Rep Stress Incr NO WB 058 Horz(CT) -0 01 10 n/a n/a BCDL 100 Code IBC20151TP12014 Matnx-S Weight 82 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1 8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing REACTIONS. (Ib/size) 13=213/0-24,10=2226/0-3-8 Max Uplift 13=-172(LC 4) Max Grav 13=460(LC 3),10=2226(LC 1) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-13=-267/2,8-9=-892/0,2-3=-737/1180,3-4=-737/1180,4-5=-737/1180,5-6=0/3325, 6-7=0/3323 BOT CHORD 12-13=-484/641,11-12=-1180/737,10-11=-2248/28,9-10=-1871/0 WEBS 6-10=-301/2,2-13=-721/544,5-10=-1874/0,2-12=-782/149,5-11=0/1496,4-11=-334/0, 7-9=0/2060,7-10=-1814/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13 3)n/a 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 6)CAUTION,Do not erect truss backwards �! pF NE�Y LOAD CASE(S) Standard Q-`JpN GARC� O,p 1)Dead+Floor Live(balanced):Lumber Increase=1 00,Plate Increase=1 00 CD 9 .� Uniform Loads(plf) Vert,9-13=-17,1-8=-87 * r Concentrated Loads(lb) t— CL Vert 8=-800 o LU mZ -� z r� Fo �0.08009� RCFES SliCNP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE �• Design valid for use only Huth MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921918 3597OF3 F29 Floor Supported Gable 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 16 39 59 2019 Page 1 ID•ndIRDAhLEUvQ7PkiBgAvyTyugda-ba_zsOOdUFUcgi7yhOoBSpRBGgdOnmX5H1YDS6yuoLE Scale=1 26 6 1 41 2 42 3 43 4 44 5 45 6 46 7 47 8 48 9 49 10 50 11 51 12 52 13 i 28 0 27 29 26 30 25 31 24 23 32 22 33 21 34 20 35 19 36 18 37 17 38 16 39 15 40 14 3x6 FP= 3x3 = 16-1-6 16-1-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 018 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 120 Lumber DOL 100 BC 019 Vert(CT) n/a n/a 999 BCLL 0 0 Rep Stress Incr YES WB 003 Horz(CT) 000 14 n/a n/a BCDL 100 Code IBC2015/TP12014 Matnx-S Weight 56 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. All bearings 16-1-6. (lb)- Max Grav All reactions 250 Ib or less at jolnt(s)except 27=276(LC 40),14=276(LC 52),26=309(LC 41),25=309(LC 42),24=309(LC 43),22=309(LC 44),21=309(LC 45),20=309(LC 46),19=309(LC 47),18=309(LC 48), 17=309(LC 49),16=308(LC 50),15=311(LC 51) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-27=-263/10,13-14=-259/12 WEBS 2-26=-280/0,3-25=-279/0,4-24=-279/0,5-22=-279/0,6-21=-279/0,7-20=-279/0, 8-19=-279/0,9-18=-279/0,10-17=-27910,11-16=-279/0,12-15=-280/0 NOTES- 1)All plates are 1 5x3 MT20 unless otherwise Indicated 2)Gable requires continuous bottom chord bearing 3)Truss to be fully sheathed from one face or securely braced against lateral movement(r a diagonal web) 4)Gable studs spaced at 1-4-0 cc 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-1 Od(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 7)CAUTION,Do not erect truss backwards pF NE►N y CSP JP�4 GAgCi9 r- e cc LU n LU Z m ��oA �0.08009 �C? 9OIll°NP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev 1010312015 BEFORE USE �� Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall Welk'building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Welk` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921919 35970F3 F30 Floor 6 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 1640.01 2019 Page 1 ID:ndIRDAhLEUvQ7PkiBgAvyTyugda-Xz6lG3Pu0tkKw?HLoRgfXEWODeD5FcdOIL1 KW?yuoLC 2-6-0 012 1 Scale=1 27 3 1 5x3 11 3x6 = 1 5x3 11 4x4 =4x4 = 3x6 FP= 1 5x3 11 3x6 = 1 5x3 1 21 2 22 3 23 4 5 24 6 7 25 8 26 9 0 m 1 17 15 14 18 13 12 19 11 20 44 = 3x8 MT18H FP = 1x4 11 3x8 = 44 = 3x8 = 1x4 II 16-0-14 16-0-14 Plate Offsets(X Y)-- r4.0-1-8,Edge),r5'0-1-8 Edge],r10*Edge,0-1-8),r16,Edge,0-1-81 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 047 Vert(LL) -0.34 10-11 >565 360 MT20 197/144 TCDL 120 Lumber DOL 100 BC 053 Vert(CT) -043 10-11 >447 240 MT18H 244/190 BCLL 0 0 Rep Stress Incr YES WB 0 31 Horz(CT) 003 10 n/a n/a BCDL 100 Code IBC2015frP12014 Matrix-S Weight'70 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 285OF 2 3E(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=824/0-2-4,16=824/0-2-4 FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-16=-270/0,9-10=-270/0,2-3=-2138/0,3-4=-2138/0,4-5=-2408/0,5-7=-2138/0,7-B=-2138/0 BOT CHORD 15-16=0/1303,13-15=0/2408,12-13=0/2408,11-12=012408,10-11=0/1303 WEBS 2-16=-1479/0,2-15=0/948,3-15=-302/0,4-15=-430/168,8-10=1479/0,8-11=0/948,7-11=-302/0,5-11=-430/168 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)All plates are MT20 plates unless otherwise Indicated 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,16 4)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. OF NE Y �JPN GAAC�'�0 r— CC W z NCO 0.080 N .0800gN �=C? v ROFESS�oNP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street Suite 312,Alexandria,VA 22314 Chesterrield,MO 63017 Jab Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921920 • 35970F3 F31 FLOOR 3 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 16 40 02 2019 Page 1 ID.ndIRDAhLEUvQ7PkiBgAvyTyugda-'19f5U PQWnAsBX9rXM8Mu4S3YL2a4_dYz'?nt3RyuoLB 2-6-01, 1i-8 1-6-14 - 0-H8 Scale=1 27 7 2x4 I I 1 5x3 II 4x4 = 1 5x3 II 1 5x3 II 4x8 = 3x3 II 4x12 = 1 5x3 = 1 21 2 22 3 23 4 24 5 25 6 26 7 27 8 16 `Q m I� 0 1 17 14 18 13 12 19 11 20 9 4x6 II 4x6 11 3x6 FP= 3x6 FP= 6x10 = 6x8 = 6x6 = 11-7-8 1119 0 16-0-14 11-7-8 0- -8 4-3-14 Plate Offsets(X Y)-- (B 0-1-8,Edge),112.0-1-8,Edg_e),(14 0-3-O,Edge) LOADING (psf) SPACING- 1-8-0 CSI. DEFL. In (]cc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 0 58 Vert(LL) -016 14-15 >879 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 049 Vert(CT) -021 14-15 >648 240 BCLL 0 0 Rep Stress Incr NO WB 0 58 Horz(CT) -0 01 10 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight,81 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing REACTIONS. (Ib/size) 15=217/0-2-4,10=2218/0-3-8 Max Uplift 15=-167(LC 4) Max Grav 15=462(LC 3),10=2218(LC 1) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-15=-267/2,8-9=-892/0,2-3=-743/1161,3-4=-743/1161,4-5=-743/1161,5-6=0/3288, 6-7=0/3286 BOT CHORD 14-15=-075/644,12-14=-1161/743,10-12=-2218/38,9-10=-1870/0 WEBS 6-10=-300/4,2-15=-7241534,5-10=-1864/0,2-14=-771/153,5-12=0/1485,4-12=-332/0, 7-9=0/2058,7-10=-1784/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Provide mechanical connection(by others)of truss to bearing plate at Joint(s)15 3)n/a 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 6)CAUTION,Do not erect truss backwards pF N 1E y LOAD CASE(S) Standard �Q, JP,�1 GAgc� O,A 1)Dead+Floor Live(balanced) Lumber Increase=1 00,Plate Increase=1 00 , '9 7' Uniform Loads(plf) Vert*9-15=-17,1-8=-87 * < Concentrated Loads(lb) Vert 8=-800 C7 inn W m z 2 C? �0.0800°�� v FESS oNP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSUfPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921921 359701`3 F32 Floor Supported Gable 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 16 40 04 2019 Page 1 ID ndIRDAhLEUvQ7PkiBgAvyTyugda-xYnsv5RmJo6vnT'?wTZON9t8_'IrLBSOmrRJG_7JyuDLg 0-H8 Scale=1 26 5 1 41 2 42 3 43 4 44 5 45 6 46 7 47 8 48 9 49 10 50 11 51 12 52 13 1 28 0 27 29 26 30 25 31 24 23 32 22 33 21 34 20 35 19 36 18 37 17 38 16 39 15 40 14 3x6 FP= 3x3 = 16-0-14 16-0-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.18 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 019 Vert(CT) n/a - n/a 999 BCLL 0 0 Rep Stress Incr YES WB 0.03 Horz(CT) 000 14 n/a n/a BCDL 100 Code IBC2015ffP12014 Matnx-S Weight 56 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. All bearings 16-0-14. (lb)- Max Grav All reactions 250 Ib or less at lolnt(s)except 27=276(LC 40),14=275(LC 52),26=309(LC 41),25=309(LC 42),24=309(LC 43),22=309(LC 44),21=309(LC 45),20=309(LC 46),19=309(LC 47),18=309(LC 4B), 17=309(LC 49),16=308(LC 50),15=310(LC 51) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-27=-263/10,13-14=-259/14 WEBS 2-26=-280/0,3-25=-279/0,4-24=-279/0,5-22=-279/0,6-21=-279/0,7-20=-279/0, 8-19=-279/0,9-18=-279/0,10-17=-279/0,11-16=-279/0,12-15=-280/0 NOTES- 1)All plates are 1 5x3 MT20 unless otherwise indicated 2)Gable requires continuous bottom chord bearing 3)Truss to be fully sheathed from one face or securely braced against lateral movement(t e.diagonal web). 4)Gable studs spaced at 1-4-0 cc 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 7)CAUTION,Do not erect truss backwards pF NEW y GgR%9 O�� r- Ir n � W LU X0.08009 v RopessioNA July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev 10/03/2015 BEFORE USE �- Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Mexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921922 359701`3 F33 FLOOR 9 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 M1Tek Industries,Inc Wed Jul 24 16 40 05 2019 Page 1 ID ndIRDAhLEUvQ7PkiBgAvyTyugda-QkLE6RSO45Em0da61 Gvc14h4EFbNBQ? fz'?XfmyuoL8 2-6-0 1-6-2- Scale=120 4 1x3 II 4x4 = 1x3 II 1x3 II 4x4 = 1x3 II 1 14 2 15 3 16 4 17 5 18 6 0 ro m I� 0 1 11 9 12 8 46 II 13 7 4x6 11 4x6 11 46 11 12-0-2 12-0-2 Plate Offsets(X Y)-- [8.0-3-0 Edge] 19.0-3-D Edge] LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 047 Vert(LL) -018 7-8 >810 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 045 Vert(CT) -021 7-8 >673 240 BCLL 00 Rep Stress Incr YES WB 022 Horz(CT) 0.01 7 n/a n/a BCDL 100 Code IBC2015ffP12014 Matrix-S Weight:59 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 10=614/0-4-6,7=614/Mechanical FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-10=-270/0,6-7=-270/0,2-3=-140010,3-4=-1400/0,4-5=-1400/0 BOT CHORD 9-10=0/954,8-9=011400,7-8=0/954 WEBS 5-7=-1072/0,2-10=-1072/0,5-8=0/546,2-9=0/546 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Refer to girder(s)for truss to truss connections 3)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means .��of NEIV GARC W Lu �0.08009N =C� 9�FESSIDNP July 24,2019 ®WARNING-Verify,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev 1010312015 BEFORE USE. Design valid for use only with MiTeW connectors This design is based only upon parameters shown,and is for an individual building component,not �e a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPl1 Quality Criteria,DSB-89 and BC51 Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921923 35970173 F34 Floor 3 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 16 40 06 2019 Page 1 ID-ndIRDAhLEUvQ7PkIBgAvyTyugda-uwvcKnTOrPMdOn9lb_QrEI DFSfwFwsi7udl4CCyuoL7 2-6-0 0�2 Scale=1 281 1 5x3 11 46 = 1 5x3 11 44 = 4x4 = 3x6 FP= 1 5x3 11 4x6 = 1 5x3 I 1 21 2 22 3 23 4 24 5 6 7 25 8 26 9 4 1 17 15 14 13 18 12 19 11 20 4x4 = 3x8 = 3x8 MT18H FP = 1x4 11 1x4 11 3x8 = 4x4 = 16-6-2 16-6-2 Plate Offsets(X,Y)-- [4 0-1-8,Edge),[5:0-1-8,Edgel,[10 Edge,0-1-81,[16 Edge,0-1-81 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 050 Vert(LL) -034 15-16 >580 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 0 54 Vert(CT) -043 15-16 >457 240 MT18H 244/190 BCLL 0 0 Rep Stress Incr YES WB 032 Horz(CT) 003 10 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight*71 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 285OF 2 3E(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 10=847/0-2-4,16=847/0-4-6 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-16=-270/0,9-10=-270/0,2-3=-2223/0,3-4=-2223/0,4-5=-2532/0,5-7=-2223/0,7-8=-2223/0 BOT CHORD 15-16=0/1345,13-15=0/2532,12-13=0/2532,11-12=0/2532,10-11=0/1345 WEBS 2-16=-1526/0,2-15=0/997,3-15=-307/0,4-15=-495/152,8-10=1526/0,8-11=0/997,7-11=-307/0,5-11=-495/152 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means OF NEIN Y ��Q' �vPN GA9cz O�� * o � r e Er n n / W m > . U IZ ° AROFEs st,oNP� July 24,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIIrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921924 35970173 F35 FLOOR 6 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 16 40 08 2019 Page 1 ID nd1RDAhLEUvQ7PkiBgAvyTyugda-gJ1NkTVHNOdKF4JhIPSJK/IbDTe00mxQMxEBG5yuoL5 2-6-0 0-11-14 , Scale 1/2"=1' 1x3 II 3x6 = 1x3 II 3x3 = 1x3 II 3x6 = 1x3 II 1 17 2 18 3 19 4 20 5 21 6 22 7 0 m m I� 0 1 13 11 14 10 15 94x6 II 16 4x6 II 6x6 = 3x6 II 4x6 II 14-1-6 14-1-6 Plate Offsets(X Y)-- [9.0-3-0,Edge] LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 049 Vert(LL) -0.15 8-9 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 043 Vert(CT) -019 8-9 >891 240 BCLL 0 0 Rep Stress Incr YES WB 027 Horz(CT) 002 8 n/a n/a BCDL 100 Code IBC2015/rP12014 Matnx-S Weight 70 Ib FT=20%F,11%E LUMBER- BRACING. TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing REACTIONS. (Ib/size) 12=723/0-4-6,8=723/0-2-4 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-12=-270/0,7-8=-270/0,2-3=-1845/0,3-4=-1845/0,4-5=-1860/0,5-6=-1860/0 BOT CHORD 11-12=0/1165,10-11=011860,9-10=011860,8-9=0/1179 WEBS 2-12=-1309/0,2-11=0/764,3-11=-305/0,4-11=-262/279,6-8=-1325/0,6-9=0/765,5-9=-251/44 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means OF NEW y ��P �JP�Gggci9 O�� 0 it LU UJ No 08 v 9OFEssI°NP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with Mi rekO connectors This design is based only upon parameters shown,and is for an individual budding component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall lei building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921925 • 359701`3 F36 Floor Supported Gable 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Wed Jul 24 16 40 09 2019 Page 1 ID nd1RDAhLEUvQ7PkiBgAvyTyugda-IVblypVv8KIBtEutG6_Yswms2K7H?aabzloXyuoL4 Scale=1 20 1 15x3 II 1x4 I 1 30 2 31 3 32 4 33 5 34 6 35 7 36 8 37 9 38 10 0 m n i 20 21 19 22 18 23 17 24 16 25 15 26 14 27 13 28 12 29 11 1x4 II 11-11-6 11-11-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 018 Vert(LL) n/a n/a 999 MT20 1971144 TCDL 120 Lumber DOL 1.00 BC 019 Vert(CT) n/a n/a 999 BCLL 0 0 Rep Stress Incr YES WB 003 Horz(CT) 000 11 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight,42 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. All bearings 11-11-6 (lb)- Max Uplift All uplift 100 lb or less at loint(s)11 Max Grav All reactions 250 lb or less at Joint(s)except 20=275(LC 31),11=274(LC 40),19=310(LC 32),18=308(LC 33),17=309(LC 34),16=309(LC 35),15=309(LC 36),14=309(LC 37),13=309(LC 38),12=309(LC 39) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-20=-263/10,10-11=-262/12 WEBS 2-19=-280/0,3-18=-279/0,4-17=-279/0,5-16=-279/0,6-15=-279/0,7-14=-279/0, 8-13=-279/0,9-12=-27910 NOTES- 1)All plates are 1x3 MT20 unless otherwise Indicated. 2)Gable requires continuous bottom chord bearing 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web). 4)Gable studs spaced at 1-4-0 oc 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atlolnt(s)11 6)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. NEW Y �P �JPN GA,4 i0 0 CO W NCO NO.08O0g� v 9�FESSI�NP July 24,2019 ®WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev 10/03/2015 BEFORE USE. mm m• Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �p building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Vineyard View Building D 2nd Floor 137921926 35970F3 F37 Floor Supported Gable 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 is Aug 11 2017 MiTek Industries,Inc Wed Jul 24 16.40.10 2019 Page 1 ID:nd1 RDAhLEUvQ7PkiBgAvyTyugda-mi879BWXuet2VOT3ggVnPSO?gGNEskF1PFjILzyuoL3 1 1x3 11 9 2 1x3 11 10 3 1 5x3 11 Scale=1 10 3 Ll 0 m 6 7 5 8 4 1x3 11 1x3 II 1x4 II 2-9-2 2-9-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. to (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 020 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 120 Lumber DOL 100 BC 0 21 Vert(CT) n/a - n/a 999 BCLL 0 0 Rep Stress Incr YES WB 003 Horz(CT) 000 4 n/a n/a BCDL 100 Code IBC20151TP12014 Matrix-S Weight,11 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 2-9-2 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SPF No 2(flat) REACTIONS. (Ib/size) 6=71/2-9-2,4=77/2-9-2,5=179/2-9-2 Max Grav 6=275(LC 10),4=277(LC 12),5=314(LC 11) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-6=-263/5,3-4=-264/0 WEBS 2-5=-282/0 NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(I a diagonal web) 3)Gable studs spaced at 1-4-0 cc 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-1 Did(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means � �OF NE�Y AQ' JJPN GA C/ O F m , W W Z CZ F� �0.OBOO91 A9OFES Si°tJP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII quality Criteria,DSB-89 and BCSI Budding Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 6-4-8 1 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1 Additional stability bracing for truss system,e.g and fully embed teeth TOP CHORDS diagonal or X-bracing,is always required See BCSI 1 c1-2 c2-3 2 Truss bracing must be designed by an engineer For Aq4 wide truss spacing,individual lateral braces themselves WEBS may require bracing,or alternative Tor I bracing should be considered 0 Of Z3O 3 Never exceed the design loading shown and never aUstack materials on inadequately braced trusses O00 4 Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-e cs-� cs•s H, designer,erection supervisor,property owner and plates 0- "i 'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5 Cut members to bear tightly against each other 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1 connector plates THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. s Unless otherwise noted,moisture content lumber shall not exceed 19%at time of fabrication.. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber The first dimension Is the plate 10 Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, ESR-1352,ESR1988 responsibility of truss fabricator General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection the length parallel to slots. 11 Plate type,size,orientation and location dimensions indicated are minimum plating requirements LATERAL BRACING LOCATION 12 Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rel on lumber values 14 Bottom chords require lateral bracing at h r spacing, 9 y or less,if no ceding is installed,unless otherwise noted BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16 Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MITek®All Rights Reserved approval of an engineer reaction section indicates joint number where bearings occur 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 0 18 Use of green or treated lumber may pose unacceptable fflenvironmental,health or performance risks Consult with protect engineer before use Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use Reviewing pictures alone is not sufficient DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiTek 20 Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet MII-7473 rev.10/03/2015 14'5 3/4" 6-8- 31'10 3/4" 14'5 3/4" 1' i-36 0 - m -F19 sT _ ;0 1'1 1/4'. ,o F35 !o ;, F35 �- 35 _ co °D ° --- -- AF I ` - r31 F35 F31 ai CO _A � ----- --CO bo 2'4 3/4"CO - o -- • ¢in CO Ir ---------------------- ------------------ab 00 N _ � oWU M • m� 60 Go 80 co °D n V5 5/8" N ; o - W w s - --. — _.. z 3 10212- J -- - o oaf : _ _ III 1'2co ;0=g:0) a " AM60 00 I °°U- 1 IF2, jg 1111 -1 �0z - II • j - -1 m - --a� II II `0 F I °a .0 F2 ' F26 t W Q ._-. - _ 2'0" • -- -- �- F2� g - III z L CO° U F27 -;D 9 314" �— f-l? --� F26 m -m F2i F26 II i°i o V7 1/4" J N - II �, 10 3: .o _ quo � 3 v I ; co II 1 aD I b c v w d f - - -_- III `" ;0 F25 `v �' -f-: " o 0 I 3 °D 3'8 3/4" U 1 - - II o ;it '' o t' .� 5 II &D m 3 2 v p ;D >am �5 1'4,1/2" a o a c v I iv G1' 1111 IIh N Z d '^ ad w c c£ E IIII 1111 IIII IIII Illi IIII "' q `a IIII IIII IIII IIII IIII IIII 8 s ilii qii 1 ==== MiTek MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Re: 35970R4_Bui1ding_A_Roof VINEYARD VIEW BUILDING A ROOF The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Universal Component Corporation. Pages or sheets covered by this seal: I37926512 thru I37926529 My license renewal date for the state of New York is May 31,2021. 01F NIEF y �,�Q-o��W JOyO 0 � UJ UJ C7 2 2 f�QAtip.099 45"S ROPES 10 July 25,2019 Johnson,Andrew IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular budding Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall budding design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926512 35970R4_Bullding_A_Roof G01 COMMON GIRDER 2 Jab Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 09.02 37 2019 Page 1 ID CJf7LSItdIA3UBTh_TBsZKzFcuX-CEIS73DEplurRsU?M6nkVMIXs9koIQ7CfkQOnpyuZyO 44-29-4 9 4 9 2-15 13-8 11 18-2-6 1 22-8-2 27-1-14 31-7-9 36 1-5 40-7-0 45-4-4 49 4 4-5-12 4-5 12 4-5-12 4-5-12 4-5-12 4-5-12 4-5-12 4-5-12 4-9-0 Scale=1 75 4 375 12 6x8 11 29 7 30 4x6 5x6 5x6 6 8 4x6 5x6 5x6 28 31 45 910 4x4 27 32 4x4 3 11 zz- 4x4 26 33 4x4 2 12 25 34 HUS26 1 13 0 0 19 Ir' 0 6x14 =35 3637 24 38 39 40 23 41 42 43 22 44 21 20 45 464719 48 49 50 18 51 1752 18 53 54 15 55 14 56 57 58 59 6 HUS26 2x4 11 4x4 = HUS26 7x10 MT18H = HUS26 8x8 = 5x6 = HUS26 4x6 = HUS26 4x4 = 2x4 11 6x14 = HUS26 HUS26 HUS26 HUS26 4x6 = HUS26 5x6 = HUS26 HUS26 HUS26 7x10 MT18H = HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 4-9.4 9 2-15 13-8-11 18-2-6 22-8-2 27-1-14 31-7-9 36-1-5 1 40-7-0 45 4-4 4-9 4 4-5-12 ' 4-5-12 4-5-12 4%-12 4-5-12 4-5-12 4-5-12 4-5-12 4-9-4 LOADING (psf) SPACING- 2-0-0 CSI DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 060 Vert(LL) -055 19-20 >973 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 115 BC 087 Vert(CT) -104 19-20 >520 180 MT18H 197/144 BCDL 100 Rep Stress Incr NO WB 086 Horz(CT) 031 13 n/a n/a BCLL 0 0 ' BCDL 180 Code IBC2015/TP12014 Matrix-S Weight 7661b FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No 2*Except* TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins 1-4,10-13 2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=9008/0-5-8,13=9202/0-5-8 Max Horz 1=76(LC 74) Max Uplift 1=-603(LC 12),13=-609(LC 12) Max Grav 1=11144(LC 2),13=11384(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-29148/1586,2-3=-28410/1568,3-5=-25522/1429,5-6=-22121/1264, 6-7=-18721/1099,7-8=-18721/1099,8-9=-22112/1260,9-11=-25473/1418, 11-12=-28330/1550,12-13=-29099/1567 BOT CHORD 1-24=-1457/27273,23-24=-1457/27273,22-23=-1424/27126,20-22=-1248/24322, 19-20=-1050121066,18-19=-1046/21058,16-18=-1238/24275,15-16=-1407/27049, 14-15=-1439/27230,13-14=-1439/27230 WEBS 7-19=-570/10568,8-19=-5298/317,8-18=-228/4980,9-18=-4552/270,9-16=-161/3833, 11-16=-3394/204,11-15=-73/2235,12-15=-374/46,12-14=-35/1624,6-19=-5311/323, 6-20=-234/4993,5-20=-4608/280,5-22=-170/3885,3-22=-3430/212,3-23=-79/2262, 2-23=-357/46,2-24=-37/1615 NOTES- 1)3-ply truss to be connected together with 10d(0 131"x3")nails as follows Top chords connected as follows,2x6-2 rows staggered at 0-4-0 oc. Bottom chords connected as follows.2x6-2 rows staggered at 0-5-0 oc �! OF NEIe.Y Webs connected as follows 2x4-1 row at 0-9-0 oc V �V 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to �P �W Jp/y 0 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated QQ' 41 3)Unbalanced roof live loads have been considered for this design 4)Wind-ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6.Opsf;BCDL=6 Opsf,h=25ft,B=45ft;L=24ft,eave=6ft,Cat II,Exp B;enclosed,MWFRS(directional),cantilever left and right exposed;end vertical left and right exposed,Lumber D0L=1 60 r plate gnp DOL=1 60 5)TCLL.ASCE 7-10,Pr=30 0 psf(roof live load Lumber DOL=1.15 Plate DOL=1 15);Pg=25 0 psf(ground snow);Pf=19.3 psf(flat (S1 1 W roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category Ii,Exp B,Partially Exp;Ct=1.1 'L 6)Unbalanced snow loads have been considered for this design. o 7)All plates are MT20 plates unless otherwise indicated. �A •099433' 8)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 551- 9).This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide UP SS1�N will fit between the bottom chord and any other members 10)Two RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)1 and 13 This connection is for July 25,2019 0 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek, is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926512 3597OR4_Building_A_Roof G01 COMMON GIRDER 2 q J Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 09.02.37 2019 Page 2 ID-CJfzL5ltdIA3UBTh_TBsZKzFcuX-CEIS73DEplurRsU?M6nkVMIXs9koIQ7CfkQOnpyuZyO NOTES- 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Use Simpson Strong-Tie HUS26(14-1 Od Girder,4-1 Od Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max starting at 2-0-12 from the left end to 44-0-12 to connect truss(es)to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber LOAD CASE(S) Standard 1)Dead+Snow(balanced) Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert.1-7=-59,7-13=-58,11-13=36 Concentrated Loads(lb) Vert:21=-632(B)15=-632(B)'20=-632(B)35=-642(B)37=-642(B)38=-642(B)40=-642(B)41=-642(B)43=-642(B)44=-636(B)45=-632(6)47=-632(B)48=-632(B) 50=632(B)51=632(B)52=-632(B)53=-632(B)54=-632(B)55=-632(B)56=-632(B)57=-632(B)59=-632(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Design valid for use only with N17ekO connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M i Ta ek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 1 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926513 35970R4_Building_A_Roof G03 Common Girder 2 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 09 02 39 2019 Page 1 ID CJfzL5ltdIA3UBTh_TBsZKzFcuX-9dgDYIFVLe8ZhAeNTXpCanNzYzW3DRzV62v7nyuZy_ i 3-7-117-2-14 10-10-1 14-5-12 3-7-11 3-7-3 3-7-3 3-7-11 4x6 I I Scale=149 7 3 11 12.00 12 10 3x6 3x6 \\ 2 4 9 12 5 1 8�111 1111 Io 13 8 14 15 16 7 17 18 19 6 2021 4x4 = HUS26 2x4 II HUS26 6x8 = 2x4 I 4x4 = HUS26 HUS26 HUS26 HUS26 3-7-11 7-2-14 10-10-1 14-5-12 3-7-11 3-7-3 3-7-3 3-7-11 Plate Offsets(X,Y)-- [1.0-0-0,0-0-4),[5'0-0-0,0-0-41,[7 0-4-0,0-4-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 020 Vert(LL) -003 6-7 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 050 Vert(CT) -007 6-7 >999 180 BCDL 100 Rep Stress Incr NO WB 039 Horz(CT) 002 5 n/a n/a BCLL 0 0 ` BCDL 180 Code IBC2015frP12014 Matrix-S Weight 155 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x6 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=2638/0-5-8,5=2541/0-5-8 Max Horz 1=-168(LC 45) Max Uplift 1=-178(LC 10),5=-171(LC 10) Max Grav 1=3263(LC 2),5=3143(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-3821/231,2-3=-2571/237,3-4=-2570/237,4-5=-3781/229 BOT CHORD 1-8=-126/2483,7-8=-126/2483,6-7=-91/2455,5-6=-91/2455 WEBS 3-7=-263/3205,4-7=-1059/150,4-6=-44/1506,2-7=-1099/153,2-8=48/1563 NOTES- 1)2-ply truss to be connected together with 10d(0 131"x3")nails as follows' Top chords connected as follows 2x4-1 row at 0-9-0 cc. Bottom chords connected as follows 2x6-2 rows staggered at 0-9-0 oc Webs connected as follows*2x4-1 row at 0-9-0 cc 2)All loads are considered equally applied to all plies,except If noted as front(F)or back(B)face In the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise Indicated 3)Unbalanced roof live loads have been considered for this design 4)Wind-ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat ll;Exp B,enclosed;MWFRS(directional),cantilever left and right exposed,end vertical left and right exposed,Lumber DOL=1.60 plate gnp DOL=1 60 5)TCLL•ASCE 7-10,Pr--30 0 psf(roof live load.Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19.3 psf(flat ��� E�/!/Y roof snow.Lumber DOL=1 15 Plate DOL=1.15),Category II,Exp B,Partially Exp,Ct=1.1 Q-O��W Joy O,A 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads s 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 and 5 This connection Is for cc: uplift only and does not consider lateral forces 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along (C1 l = the Top Chord and Bottom Chord,nonconcurrent with any other live loads 'L 10)Use Simpson Strong-Tie HUS26(14-1 Od Girder,4-1 Od Truss,Single Ply Girder)or equivalent spaced at 2-0-0 or,max starting at �� /�/o '� Qt 2-0-12 from the left end to 12-0-12 to connect truss(es)to front face of bottom chord �A 09g433' 11) Fill all nail holes where hanger is in contact with lumber 94� OPESSION LOAD CASE(S) Standard July 25,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ���o�• building design Bracing indicated is to prevent buckling of indiwduai truss web and/or chord members only Additional temporary and permanent bracing M!Tek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926513 35970R4_Building_A_Roof G03 Common Girder 2 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 09 02 39 2019 Page 2 ID CJfzL5ltdIA3UBTh_T8sZKzFcuX-9dgDYIFVLe8ZhAeNTXpCanNzYzW3DRzV62v7nyuZy_ LOAD CASE(S) Standard 1)Dead+Snow(balanced) Lumber Increase=1.15,Plate Increase=1 15 Uniform Loads(pif) Vert 1-3=-58,3-5=-58,1-5=-36 Concentrated Loads(Ib) Vert:13=-642(F)14=-642(F)16=-642(F)17=-642(F)19=-642(F)20=642(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev 10/03/2015 BEFORE USE Design valid for use only with Mi-rekO connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iTek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Insbtute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926514 35970R4_Building_A_Roof M01 Monopitch Supported Gable 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 09:02.40 2019 Page 1 ID.CJf7L5ltdIA3UBTh_T8sZKzFcuX-dpObl5G76xGQIJDZI EKR7?w6yNtbyy4eLlfgNByuZxz 5-6-125 8 5-6-12 0-1- 2x4 11 Scale=1 12 7 3x6 1110 3 4 300 12 2 9 8 7 a 1 11 6 12 5 4x4 = 3x6 II 2x4 11 2011 4 8 5-6-12 0-4-8 ' 5-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 035 Vert(LL) 000 3 n/r 120 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 042 Vert(CT) 000 3 n/r 120 BCDL 10 0 Rep Stress Incr YES WB 008 Horz(CT) 000 5 n/a n/a BCLL 0 0 ' BCDL 180 Code IBC2015/TPI2014 Matnx-S Weight 16 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=177/5-2-4,5=-318/5-2-4,6=669/5-2-4 Max Horz 1=56(LC 13) Max Uplift 1=-9(LC 12),5=-507(LC 37),6=-69(LC 12) Max Grav 1=355(LC 35),5=55(LC 40),6=889(LC 32) FORCES. (ib)-Max Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 3-5=-263/371 WEBS 2-6=-629/470 NOTES- 1)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=2ft,Cat Il,Exp B;enclosed;MWFRS(directional)and C-C Corner(3)0-0-0 to 3-0-0,Extenor(2)3-0-0 to 5-8-4 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)Truss designed for wind loads to the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 3)TCLL ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate D0L=1 15),Pg=25 0 psf(ground snow);Pf=19 3 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1 15),Category 11,Exp B,Partially Exp;Ct=1 1;Min flat roof snow load governs 4)Unbalanced snow loads have been considered for this design 5)Gable studs spaced at 2-0-0 oc 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads of NEW 7)'This truss has been designed for a live load of 20 Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide YV y will fit between the bottom chord and any other members �P� ��W 110 O6 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 9 Ib uplift at joint 1,507 Ib uplift at joint 5 and 69 Ib uplift at joint 6 9)Non Standard bearing condition Review required. 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along _ cc the Top Chord and Bottom Chord,nonconcurrent with any other live loads. NCO do 09g433• �Z v 9°FEs sloNP July 25,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not �• a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926515 35970R4_Building_A_Roof M02 Monopitch 14 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 09:02 412019 Page 1 ID CJfzL5ltdIA3UBTh_T8sZKzFcuX-50yzzRGItFOHwTombxrgfCSCNn8nhQcoaMOEvayuZxy 5-6-12 5-6-12 2x4 11 Scale=1 12 3 2 3 3 00 12 7 6 5 rn 0 Lh1 4x6 11 S 4 4x4 = 2x4 II 0-4-8 , 5-6-12 0-4-8 5-24 Plate Offsets(X,Y)— [1:0-0-7,0-1-6),[1 0-0-12,1-041 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 063 Vert(LL) -017 1-4 >366 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 074 Vert(CT) -025 1-4 >249 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 4 n/a n/a BCLL 00 * Code IBC2015/TP12014 Matrix-S Weight 16 Ib FT=20% BCDL 180 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 8-7-2 oc bracing WEDGE Left 2x4 SPF No.2 REACTIONS. (Ib/size) 4=263/Mechanical,1=247/0-4-8 Max Horz 1=56(LC 15) Max Uplift 4=-28(LC 12),1=-16(LC 12) Max Grav 4=402(LC 33),1=396(LC 34) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-4=-308/134 NOTES- 1)Wind,ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=4ft,Cat 11,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-24 to 3-2-4,Intenor(1)3-2-4 to 5-8-4 zone,Cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 2)TCLL•ASCE 7-10;Pr--30 0 psf(roof live load,Lumber D0L=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15),Category II,Exp B,Partially Exp.,Ct=1.1,Min.flat roof snow load governs. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 01:C NEW 6)Refer to girder(s)for truss to truss connections y 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 Ib uplift at joint 4 P� ��w J0 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 This connection is for uplift only s and does not consider lateral forces 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads Ir m l W 2 �0&099433 v RAPES S10NP July 25,2019 ®WARNING-Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10/03/2015 BEFORE USE. � Design valid for use only Mini MiTekO connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926516 3597OR4_Building_A_Roof T01 Common 6 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 09.02.43 2019 Page 1 ID CJf7L51tdIA3UBTh_T8sZKzFcuX-103kO61?Pse?9nyBiMu8IdYVsas39By41gtLzTyuZxw 0 10 8 7-9 1 15-2-9 22-8 2 30-1-11 37-7-3 45-4-4 4 2-12 0-10- 7-9 1 7-5-9 7-5-9 7-5-9 7-5-9 7-9 1 0-10- Scale=1.76 4 3 75 12 5x6 = 6 2324 25 26 4x4 5x6 4x4 % 27 522 7 5x6 21 4 8 28 4x4 4x4 3 9 20 29 19 30 �.r1 2 1011 o M Ir' 4x12 31 18 32 17 16 33 15 34 14 13 35 12 36 4x12 2x4 I I 5x8 MT18H = y 5x8 = 4x4 = 2x4 11 4x4 = 5x8 MT18H = 7-9-1 15-2-9 22-8-2 30-1-11 37-7-3 45-4-4 7-9-1 7-5-9 7-5-9 7-5-9 7-5-9 7-9-1 Plate Offsets(X,Y)-- (2*0-0-13,0-2-01,[10.0-0-13,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL(roof) '300 Plate Grip DOL 1 15 TC 082 Vert(LL) -0.40 15 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 056 Vert(CT) -0.78 15-17 >686 180 MT18H 197/144 TCDL 100 Rep Stress Incr YES WB 059 Horz(CT) 022 10 We We BCLL 00 Code IBC2015/TPI2014 Matrix-S Weight 230 Ib FT=20% BCDL 180 LUMBER- BRACING- TOP CHORD 2x6 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-1-12 cc purlins. BOT CHORD 2x6 SPF 210OF 1 8E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEBS 2x4 SPF No 2 WEBS 1 Row at micipt 7-15,9-13,5-15,3-17 REACTIONS. (Ib/size) 2=2186/0-5-8,10=2186/0-5-8 Max Horz 2=-77(LC 14) Max Uplift 2=-143(LC 16),10=-143(LC 16) Max Grav 2=2692(LC 2),10=2692(LC 2) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-6832/441,3-5=-5714/423,5-6=-4367/384,6-7=-4367/384,7-9=-5714/423, 9-10=-6832/441 BOT CHORD ' 2-18=-358/6373,17-18=-358/6373,15-17=-274/5373,13-15=-275/5373,12-13=-359/6373, 10-12=-359/6373 WEBS 6-15=-63/1992,7-15=-1594/146,7-13=0/680,9-13=-1120/92,9-12=0/512, 5-15=-1594/146,5-17=0/680,3-17=-1120/92,3-18=0/512 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind,ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft;L=24ft;eave=6ft;Cat Ii,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 22-8-2,Exterior(2)22-8-2 to 25-8-2 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL:ASCE 7-10;Pr-30.0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1.15),Pg=25.0 psf(ground snow);Pf=19 3 psf(flat roof snow Lumber D0L=1 15 Plate DOL=1 15),Category Il,Exp B,Partially Exp,Ct=1 1 of NEW 4)Unbalanced snow loads have been considered for this design. y 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19 3 psf on overhangs P�W J0/*V non-concurrent with other live loads 0 6)All plates are MT20 plates unless otherwise indicated * �_ 0 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8).This truss has been designed for a live load of 20 Opsf on the bottom chord to all areas where a rectangle 3-6-0 tall by 2-0-0 wide _ cc will fit between the bottom chord and any other members 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)2 This connection is for uplift only and does not consider lateral forces 'L 10)Two RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)10 This connection is for uplift only and does not consider lateral forces 4A O•0,99433 �lr� 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along R P� the Top Chord and Bottom Chord,nonconcurrent with any other live loads �PESSI�N July 25,2019 ®WARNING-Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design Bracing indicated is to prevent bucking of indiwdual truss web and/or chord members only Additional temporary and permanent bracing IV IiTek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIlTPI1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926517 3597OR4_Building_A_Roof TDI GE Common Supported Gable 6 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 09 02 45 2019 Page 1 ID CJf7L5ltdIA3UBTh_TBsZKzFcuX-znBUpoJGwUuiP55Xgnwcg2d?wOeFdCINV_MR2LyuZxu 10- 7-2-14 14-5-12 5-44 10-8 7-2-14 7-2-14 10-8 4x4 = Scale 1/4"=1' 6 22 23 5 7 12 00 12 21 24 4 8 20 25 3 9 19 ` 26 10 Io d 2 110 27 18 28 17 29 16 30 15 31 14 32 13 33 12 34 3x8 II 3x8 11 14-5-12 14-5-12 Plate Offsets(X,Y)- [2 Edge,0-0-71,[10'Edge,0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In ([cc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 015 Vert(LL) 000 10 n/r 120 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 013 Vert(CT) -000 10 n/r 120 TCDL 100 Rep Stress Incr YES WB 018 Horz(CT) 000 10 n/a n/a BCLL 00 Code IBC2015/TPI2014 Matrix-S Weight 75 Ib FT=20% BCDL 180 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing OTHERS 2x4 SPF No 2 WEDGE Left:2x4 SPF No 2,Right 2x4 SPF No 2 REACTIONS. All bearings 14-5-12. (lb)- Max Horz 2=-182(LC 12) Max Uplift All uplift 100 Ib or less at joints)2,10,16,17,18,14,13,12 Max Grav All reactions 250 Ib or less at joint(s)except 2=305(LC 40),10=305(LC 48),15=346(LC 60),16=363(LC 59),17=366(LC 58),18=341(LC 57),14=363(LC 61),13=366(LC 62),12=341(LC 63) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown WEBS 5-16=-282/122,4-17=-284/134,3-18=-273/133,7-14=-282/122,8-13=-284/134, 9-12=-273/133 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,B=45ft,L=24ft;eave=2ft,Cat Il;Exp B,enclosed,MWFRS(directional)and C-C Corner(3)-0-10-8 to 2-1-8,Extenor(2)2-1-8 to 7-2-14,Corner(3)7-2-14 to 10-2-14 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 �! of NIF Y 4)TOLL.ASCE 7-10;Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow),Pf=19 3 psf(flat V �V roof snow.Lumber DOL=1 15 Plate DOL=1.15);Category 11;Exp B;Partially Exp;Ct=1 1 Q,O��W J01 O,Q 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19.3 psf on overhangs S non-concurrent with other live loads 6)All plates are Ix4 MT20 unless otherwise Indicated 7)Gable requires continuous bottom chord bearing _ Cc 8)Gable studs spaced at 2-0-0 cc. 9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads j LU 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members (P ti0 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,10,16,17,18, OA 099433' �lG� 14,13,12 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2 �FE$S10 13)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads July 25,2019 ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev,1010312015 BEFORE USE " Design valid for use only with MTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall SEE building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926518 3597OR4-Building_A-Roof T02 Common 8 1 Job Reference o tional Universal Component Corp, EAST HAVEN CT 06512 8.010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 09.02.47 2019 Page 1 ID CJfzL5ltdIA3UBTh-T8sZKzFcuX-wAJEDULWS58QeOFwxCy4vTIBcB7h5'?ugylrY6EquZxs 0 10 7-9 1 15-2-9 22-8-2 29-5-11 36-3-3 43-4-4 44r2-1 2 0-10- 7-9 1 7-5-9 7-5-9 6-9-9 6-9-9 7-1-1 0-10- Scale=175 6 3 75 12 5x6 = 6 4x4 i::� 24 25 26 27 4x4 Z-4x8 4x8 % 5 23 728 8 22 4 29 4x4 4x4 9 3 4x6 10 4x6 21 30 12 20 11 T .1 2 rC�� 0 4x12 31 19 32 1817 33 16 34 15 14 35 13 36 5x12 MT18H II 2x4 II 6x8 = 4x8 = 6x8 4x4 = 2x4 4x4 = 7-9 1 15-2-9 22-8-2 29-5-11 36-3-3 43-4-4 7-9-1 7-5-9 7-5-9 6.9-9 6-9-9 7-1-1 Plate Offsets(X,Y)- [2.0-0-13,0-2-0),[11 0-9-6,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 077 Vert(LL) -032 18 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 096 Vert(CT) -064 16-18 >804 180 MT18H 197/144 TCDL 100 Rep Stress Incr YES WB 059 Horz(CT) 020 11 n/a n/a BCLL 00 * Code IBC2015/TP12014 Matrix-S Weight 229 Ib FT=20% BCDL 180 LUMBER- BRACING- TOP CHORD 2x6 SPF No 2*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins 148-12 2x6 SPF 2100F 1 8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except BOT CHORD 2x6 SPF 2100F 1 8E*Except* 2-2-0 oc bracing:16-18. 15-17,2x6 SPF No.2 WEBS 1 Row at midpt 3-18,5-16,7-16 WEBS 2x4 SPF No 2 SLIDER Right 2x6 SPF No 2 3-8-13 REACTIONS. (Ib/size) 2=2103/0-5-8,11=2089/0-5-8 Max Horz 2=80(LC 15) Max Uplift 2=-139(LC 16),11=-132(LC 16) Max Grav 2=2590(LC 2),11=2571(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-65201422,3-5=-5389/403,5-6=-4030/364,6-7=-4024/366,7-9=4938/384, 9-11=-5301/359 BOT CHORD 2-19=-376/6078,18-19=-37616078,16-18=-291/5064,14-16=-25414683,13-14=-287/4774, 11-13=-287/4774 WEBS 3-19=0/512,3-18=-1128194,5-18=0/685,5-16=-1603/145,6-16=-59/1832, 7-16=-1245/119,7-14=0/484,9-14=-290/133,9-13=0/451 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,B=45ft,L=24ft,eave=5ft,Cat 11;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 22-8-2,Exterior(2)22-8-2 to 25-8-2 zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions ttO F NE shown;Lumber DOL=1 60 plate gnp DOL=1 60 3) o1 15 Plate(roof DOLload 1 15),Category I,Exp B Plate Partially ExpC TCLL.ASCE 7-10; 0 psf Lumber DOL=I 15 lllly 5) tg 15 0 ppsf(ground snow),Pf=19.3 psf(flat P O��W J0 roof snow.Lumber DOL 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads r 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads (f1 ` LCI 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ZN will fit between the bottom chord and any other members 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at 1t(s)2 and 11 This connection is for SOA O 099433' uplift only and does not consider lateral forces R p� 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along �Pess% N the Top Chord and Bottom Chord,nonconcurrent with any other live loads July 25,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 10/0312015 BEFORE USE R Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not L a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-99 and BCSI Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926519 35970R4_Building_A_Roof T03 Common 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 09:02.49 2019 Page 1 I D.CJfzLSItdIA3U BTh_T8 sZKzFcuX-sYR'?eANm_i OBtiPl3d?Y_uofN?ryZOTzQcKfB7yuZxq 3:7- 7-2-14 10-10-1 14-5-12 3 7-11 3-7-3 3-7-3 3-7-11 4x4 = Scale 1/4"=1' 3 11 12.00 12 10 1x4 \\ 9 12 1x4 2 4 8 13 7 14 5 1 IT 15 16 Ig 3x8 11 6 3x8 11 3x8 = 7-2-14 14-5-12� 7-2-14 7-2-14 Plate Offsets(X,Y)— [1 Edge,0-0-71,[5 Edge,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -025 1-6 >673 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 078 Vert(CT) -0.35 1-6 >479 180 TCDL 100 Rep Stress Incr YES WB 014 Horz(CT) 0 01 5 n/a n/a BCLL 00 ' Code IBC2015/TPI2014 Matrix-S Weight 62 Ib FT=20% BCDL 180 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 9-6-8 oc bracing WEBS 2x4 SPF No 2 WEDGE Left.2x6 SPF No 2,Right 2x6 SPF No 2 REACTIONS. (Ib/size) 1=662/0-5-8,5=662/0-5-8 Max Horz 1=-170(LC 12) Max Uplift 1=-34(LC 14),5=-34(LC 14) Max Grav 1=813(LC 2),5=813(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-867/123,2-3=-697/164,3-4=-697/164,4-5=-867/123 BOT CHORD 1-6=-27/565,5-6=-9/533 WEBS 3-6=-128/601 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft;L=24ft,eave=4ft,Cat II,Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14 zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10,Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1 15);Category Il,Exp B,Partially Exp.,Ct=1.1 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. OF NEIN 5).This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide J°y�yO�� will fit between the bottom chord and any other members �P W 6)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)1 and 5 This connection is for tr uplift only and does not consider lateral forces 7)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads W 2 � NCO �O.09g4`t `tr= v PEW July July 25,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE MW Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not l• a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Da building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSirrPII Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926520 35970R4_Bullding_A_Roof T04 Common 12 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 09:02 52 2019 Page 1 ID CJfzL5ltdIA3UBTh_T8sZKzFcuX-G767HBPfHdmlkABtklYFcXQ9JCtDmNlP6aZJoRyuZxn L 3-7-117-2-14 1051.0-1- 14-5-12 3-7-11 3-7-3 73 3-7-11 4x4 = Scale=1 47 1 3 11 12 00 12 10 1x4 12 9 1x4 2 4 8 13 7 14 5 1 I9 14 0 15 16 3x8 6 3x8 I 3x8 = 7-2-14 14-5-12 7-2-14 7-2-14 Plate Offsets(X,Y)-- [1 Edge,0-0-71,[5•Edge,0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 033 Vert(LL) -027 1-6 >642 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 0 81 Vert(CT) -038 1-6 >454 180 TCDL 100 Rep Stress Incr YES WB 015 Horz(CT) 0 01 5 n/a n/a BCLL 0 0 Code IBC2015/TP12014 Matnx-S Weight 61 Ib FT=20% BCDL 180 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-3 cc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid Gelling directly applied or 9-0-8 cc bracing WEBS 2x4 SPF No 2 WEDGE Left 2x4 SPF No.2,Right 2x4 SPF No 2 REACTIONS. (Ib/size) 1=678/Mechanical,5=678/Mechanical Max Horz 1=-170(LC 12) Max Uplift 1=-35(LC 14),5=-35(LC 14) Max Grav 1=833(LC 2),5=833(LC 2) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-902/126,2-3=-725/165,3-4=-725/165,4-5=-902/126 BOT CHORD 1-6=-24/596,5-6=-11/569 WEBS 3-6=-130/633 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft;Cat ll,Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)0-0-12 to 3-0-12,Intenor(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14 zone,cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL•ASCE 7-10,Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow);Pf=19 3 psf(flat roofsnow,Lumber DOL=1.15 Plate DOL=1 15);Category ll;Exp B;Partially Exp,Ct=1 1 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loadsQr NIF 5)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Y will fit between the bottom chord and any other members P� �(GW J01 6)Refer to girder(s)for truss to truss connections S° 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,5 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads cc m z 2 NCO �O•099433 v R°FEss�oNP July 25,2019 ®WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10/03/2015 BEFORE USE. �- Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Sude 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926521 35970R4_Building_A_Roof T05 Common 2 1 Job Reference(optional) Universal Component Carp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 0902.54 2019 Page 1 ID CJfzL51tdIA3UBTh_T8sZKzFcuX-DWEuhtQvpF1 R_THGsAathyVVpDZfEHbIZt2QsKyuZxl 3-7 7-2-14 10-10-1 , 14-5-12 3-7-11 3-7-3 3-7-3 3-7-11 4x4 = Scale 1/4"=1' 3 11 1200 12 10 1x4 9 12 1x4 2 4 13 8 7 14 5 1 I� 0 15 16 3x8 11 6 3x8 11 3x8 = 7-2-14 14-5-5 14- 12 7-2-14 7-2-7 0-0-8 Plate Offsets(X,Y)— [1:Edge,0-0-7),[5:Edge 0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 033 Vert(LL) -0.27 1-6 >639 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 0 81 Vert(CT) -038 1-6 >449 180 TCDL 100 Rep Stress Incr YES WB 014 Horz(CT) 0 01 5 n/a n1a BCLL 0 0 Code IBC2015/TP12014 Matnx-S Weight 61 Ib FT=20% BCDL 180 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-8 cc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 9-0-0 cc bracing WEBS 2x4 SPF No 2 WEDGE Left 2x4 SPF No 2,Right 2x6 SPF No 2 REACTIONS. (Ib/size) 1=672/Mechanical,5=672/0-4-9 Max Horz 1=170(LC 13) Max Uplift 1=-34(LC 14),5=-34(LC 14) Max Grav 1=825(LC 2),5=825(LC 2) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 1-2=-891/126,2-3=-715/164,3-4=-714/165,4-5=-886/124 BOT CHORD 1-6=-25/590,5-6=-9/548 WEBS 3-6=-130/621 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft,Cat Il,Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 7-2-14,Exterior(2)7-2-14 to 10-2-14 zone,cantilever left and nght exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10;Pr-30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category II,Exp B,Partially Exp.,Ct=1 1 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads of NEW 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� y�yO�� will fit between the bottom chord and any other members J° �Q� W 6)Refer to girder(s)for truss to truss connections Q S° 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at iomt(s)1. 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)5 This connection is for uplift only and does not consider lateral forces CC 9)This truss has been designed for a moving concentrated load of 250 Gib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 2 ` _ s�0 41o•09g433, v 9OFESSIONP July 25,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTekO connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926522 35970R4_Building_A_Roof TO6 Common 30 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 09:02 55 2019 Page 1 ID CJfzL5ltdIA3UBTh TBsZKzFcuX-hioGvDRXaY9lcdsSPu5yE92gYQutzkvroXnz0myuZxk 3-7-11 7-2-14 10-10-1 14-5-12 5 4 4 3-7-11 3-7-3 3-7-3 37- 10-8 4x4 = Scale=149 3 3 12 00 12 11 12 1x4 \\ 10 13 1x4 // 2 4 9 14 8 1 56 To loo 0 15 16 3x8 11 7 3x8 11 3x8 = 7-2-14 14-5-12 7-2-14 7-2-14 Plate Offsets(X Y)- [1 Edge,0-0-71,[S:Edge,0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 033 Vert(LL) -0.27 1-7 >640 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 0 81 Vert(CT) -0.38 1-7 >446 180 TCDL 100 Rep Stress Incr YES WB 014 Horz(CT) 0 01 5 n/a n/a BCLL 0 0 Code IBC2015/TPI2014 Matnx-S Weight 63 Ib FT=20% BCDL 180 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-14 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 8-11-9 oc bracing WEBS 2x4 SPF No 2 WEDGE Left,2x4 SPF No 2,Right 2x6 SPF No 2 REACTIONS. (Ib/size) 5=737/0-5-8,1=668/Mechanical Max Horz 1=-178(LC 12) Max Uplift 5=-71(LC 14),1=-33(LC 14) Max Grav 5=915(LC 2),1=819(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-882/124,2-3=-706/163,3-4=-703/155,4-5=-875/115 BOT CHORD 1-7=-13/592,5-7=0/532 WEBS 3-7=-126/618 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind,ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6.Opsf;h=25ft;B=45ft,L=24ft,eave=4ft,Cat 11;Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14 zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL ASCE 7-10,Pr-30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1 15),Category ll,Exp B;Partially Exp.;Ct=1.1 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19 3 psf on overhangs �! of NEUy non-concurrent with other live loads V 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads P QP�W J0 0, 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S will fit between the bottom chord and any other members * Q= 02 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s)1. _ 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atlt(s)5 This connection is for uplift only and does not consider lateral forces. LU 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 2 the Top Chord and Bottom Chord,nonconcurrent with any other live loadsO v 9�FESSI0NP July 25,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926523 3597OR4_Building_A_Roof T07 Common 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Thu Jul 25 09 02 58 2019 Page 1 ID CJfzL5ItdIA3UBTh_T8sZKzFcuX-5HTPXFUQsTXsT5bl5OffsofB8dxMA4mIUVOd'15yuZxh Q-10-$ 3-7-11 7-2-14 10-10-1 14-5-12 15-4-, 4-10-8 3-7-11 3-7-3 3-7-3 3-7-11 -10-8 4x4 = Scale=1 49 9 4 11 12 1200 12 1x4 10 13 1x4 3 5 9 14 2 67 I"9 m 0 15 16 3x8 I I 8 3x8 3x8 = 7-2-14 14-5-12 7-2-14 7-2-14 Plate Offsets(X Y)-- [2•Edge,0-0-71,[6•Edge,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 0 31 Vert(LL) -024 2-8 >706 240 MT20 197/144 Snow(Pf/Pg) 19 3125 0 Lumber DOL 1 15 BC 076 Vert(CT) -033 2-8 >503 180 TCDL 100 Rep Stress Incr YES WB 013 Horz(CT) 0 01 6 n/a n/a BCDL 180 * Code IBC2015/TPI2014 Matrix-S Weight 65 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SPF No 2 WEDGE Left 2x6 SPF No 2,Right 2x6 SPF No 2 REACTIONS. (Ib/size) 2=727/0-5-8,6=727/0-5-8 Max Horz 2=182(LC 13) Max Uplift 2=-69(LC 14),6=-69(LC 14) Max Grav 2=902(LC 2),6=902(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-856/114,3-4=-684/153,4-5=-684/153,5-6=-856/114 BOT CHORD 2-8=-14/560,6-8=0/520 WEBS 4-8=-111/596 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf;h=25ft,B=45ft,L=24ft,eave=4ft,Cat 11;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Exterior(2)7-2-14 to 10-2-14 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL:ASCE 7-10,Pr-30 0 psf(roof live load*Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15),Category 11;Exp B,Partially Exp.,Ct=1.1 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19.3 psf on overhangs of NEIN non-concurrent with other live loads 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. Q� ��W J0 yO,p�' 6)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S will fit between the bottom chord and any other members * Q= �2 7)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 6.This connection is for uplift only and does not consider lateral forces t- Ir 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads ff1 I W 2 Pessi �� �°•099433 �li� v July 25,2019 ®WARNING-Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE �� Design valid for use only with MiTekO connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Rdge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 ChesteKeid,MO 63017 Jab Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926524 35970R4_Building_kRoof V01 Valley 2 1 Job Reference(ophonal) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 09.03 01 2019 Page 1 ID CJfzL5ItdIA3UBTh_T8sZKzFcuX-Ws9X9GW19OvRKYKcm8CMTQHdr4GNRQkATEHcQyuZxe 16-6-15 33-1-14 16-6-15 16-6-15 Scale=1 52 9 3 75 12 4x4 = 6 7 8 4x4 5� 2930 3132 9 4x4 27 4 28 5 33 10 it 34 3 11 26 35 2 \ 12 25 36 1 13 o 4 0 0 4x4 '37 24 38 23 39 22 40 21 20 19 18 17 41 16 42 15 43 14 44 4x4 4x4 = 4x4 = 33-1-1 33-1x14 33-1-1 0-0213 Plate Offsets(X,Y)-- [4.0-2-0,Edge],(10 0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 028 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3125 0 Lumber DOL 1.15 BC 030 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress Incr YES WB 014 Horz(CT) 000 13 n/a n/a BCLL 0 0 Code IBC2015ITPI2014 Matrix-S Weight,104 Ib FT=20% BCDL 180 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x4 SPF No 2 REACTIONS. All bearings 33-0-4. (lb)- Max Horz 1=-51(LC 14) Max Uplift All uplift 100 Ib or less at loint(s)14,15,16,24,23,22 except 19=-584(LC 62) Max Grav All reactions 250 Ib or less at joints)19 except 14=468(LC 74),15=475(LC 73),16=479(LC 72), 18=692(LC 62),24=468(LC 66),23=475(LC 67),22=479(LC 68),20=692(LC 59),1=310(LC 45),13=310(LC 55) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown WEBS 12-14=-328/104,11-15=-329/83,9-16=-331/99,8-18=-358/95,2-24=-328/104, 3-23=-329/83,5-22=-331/99,6-20=-358/95 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind.ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft,L=24ft;eave=4ft;Cat II,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)1-0-1 to 4-0-0,Intenor(1)4-0-0 to 16-6-15,Extenor(2)16-6-15 to 19-6-15 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1-60 plate grip DOL=1 60 3)TCLL ASCE 7-10,Pr--30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow);Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15);Category ll,Exp B,Partially Exp;Ct=1.1 4)Unbalanced snow loads have been considered for this design 5)All plates are 1x4 MT20 unless otherwise indicated 6)Gable requires continuous bottom chord bearing OF NEW 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. Y 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide P� �(G� J0 0 will fit between the bottom chord and any other members,with BCDL=18.Opsf S° 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)14,15,16,24,23, 22 except Ot=1b)19=584 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along _ Cc the Top Chord and Bottom Chord,nonconcurrent with any other live loads 2 Z N0.099 43'b, v 9°PESs1°NP July 25,2019 ®WARNING-venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926525 3597OR4_Building_A_Roof V02 Valley 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 09.03 03 2019 Page 1 ID CJf7L5ltdIA3UBTh_TSsZKzFcuX-SFHlayXYhO99ZsT_tZFgZrN2NeirrNQlenjOhJyuZxc 10-2-2 20-44 10-2-2 10-2-2 Scale=1 32 4 4x4 = 4 18 375 12 17 3 5 16 19 15 20 2 6 14 21 1 7 0 0 4x4 % 22 13 23 12 11 24 10 25 9 26 8 27 4x4 4x4 = 0-013 20-44 0-0913 20-3-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 027 Vert(LL) n/a We 999 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 030 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress Incr YES WB 0 04 Horz(CT) 000 7 n/a n/a BCLL 0 0 ' Code IBC2015ITP12014 Matnx-S Weight.54 Ib FT=20% BCDL 180 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x4 SPF No 2 REACTIONS. All bearings 20-2-10. (lb)- Max Horz 1=-30(LC 14) Max Uplift All uplift 100 Ib or less at joint(s)1,7,10,8,9,13,11 Max Grav All reactions 250 Ib or less at loint(s)except 1=310(LC 41),7=310(LC 47),10=319(LC 56),8=474(LC 58),9=445(LC 57),13=474(LC 54),11=445(LC 55) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown WEBS 4-10=-264/31,6-8=-331/106,5-9=-318/106,2-13=-331/106,3-11=-318/106 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf;h=25ft;B=45ft;L=24ft,eave=4ft,Cat II;Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)1-0-1 to 4-0-0,Interior(l)4-0-0 to 10-2-2,Exterior(2)10-2-2 to 13-2-2 zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL:ASCE 7-10;Pr--30.0 psf(roof live load Lumber DOL=1.15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1 15),Category II;Exp B,Partially Exp.,Ct=1 1 4)Unbalanced snow loads have been considered for this design 5)All plates are 1x4 MT20 unless otherwise indicated 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8).This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide QF NE�/ will fit between the bottom chord and any other members Y 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,7,10,8,9,13, ��Q+'� J0 11 i9 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along * 2 the Top Chord and Bottom Chord,nonconcurrent with any other live loads I- m � 2 NCO ti° 099A3g� v R°FESS10 July 25,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE �• Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MireW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrfP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926526 3597OR4_Buddmg_A_Roof V03 Valley 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Thu Jul 25 09.03 05 2019 Page 1 ID-CJfzL5ltdIA3UBTh_TBsZKzFcuX-OdO2?eZpDdPto9dN?_H IeGSOgSJBJHYK55CVIByuZxa 3-9-5 7-6-10 3-9-5 3-9-5 Scale=1 13 8 4x4 = 3 75 12 2 5 4 3 1 o •q d o 6 2x4 2x4 Zz O-Q-a 3 7-6-10 0-0i 7-5-14 Plate Offsets(X,Y)-- [2,0-2-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defi L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 028 Vert(LL) We - We 999 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 082 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 3 n/a We BCLL 0 0 Cade IBC2015/TPI2014 Matrix-S Weight 15 Ib FT=20% BCDL 180 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 7-3-12 oc bracing REACTIONS. (Ib/size) 1=262/7-5-1,3=262/7-5-1 Max Horz 1=-9(LC 14) Max Uplift 1=-13(LC 16),3=-13(LC 16) Max Grav 1=405(LC 37),3=405(LC 39) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-511/197,2-3=-511/197 BOT CHORD 1-3=-160/481 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft,Cat II;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber D0L=1 60 plate grip D0L=1 60 3)TCLL ASCE 7-10,Pr--30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow);Pf=19 3 psf(flat roof snow*Lumber DOL=1.15 Plate DOL=1.15);Category II,Exp B,Partially Exp,Ct=1 1 4)Unbalanced snow loads have been considered for this design 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. OF NE�/ 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along y the Top Chord and Bottom Chord,nonconcurrent with any other live loads JOh,� s ur 2 c� cP�O �O 099433,P, v 9°FEss►oN� July 25,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE • Design valid for use only with M,Tek®connectors This design,s based only upon parameters shown,and,s for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated,s to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• ,s always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Sw,ngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926527 3597OR4_Building_A_Roof VO4 Valley 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Thu Jul 25 09 03 07 2019 Page 1 ID CJf7L5ltdIA3UBTh_T8sZKzFcuX-KOWoQJa3lEfb2Tnm6PJmlhXltFBfnAtdYPhcg4yuZxY 3-4-6 5-4-6 7-4-6 10-8-12 3 4-6 2-0-0 2-0-0 3-4-6 44 = Scale=1 34 5 3 /AF'-2lx4 1241x4 I 13145 o vLi o 0 0 4x4 // 15 8 16 7 17 6 18 44 1x4 it 1x4 II 1x4 II 0-Q4 34-6 74-6 10-8-12 0-0 4 34-2 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 024 Vert(LL) n/a - n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 024 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress Incr YES WB 008 Horz(CT) 000 5 n/a n/a BCLL 0 0 * Code IBC2015/TP12014 Matrix-S Weight:40 Ib FT=20% BCDL 180 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEBS 2x4 SPF No 2 OTHERS 2x4 SPF No 2 REACTIONS. All bearings 10-84. (lb)- Max Horz 1=113(LC 13) Max Uplift All uplift 100 Ib or less atlolnt(s)7 except 8=-106(LC 14),6=-106(LC 14) Max Grav All reactions 250 Ib or less atlolnt(s)except 1=323(LC 35),5=323(LC 39),7=309(LC 45),8=429(LC 44),6=429(LC 46) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown WEBS 2-8=-312/184,4-6=-312/184 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft;L=24ft,eave=4ft,Cat Il,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)044 to 3-4-6,Intenor(1)3-4-6 to 54-6,Extenor(2)5-4-6 to 84-6 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL ASCE 7-10,Pr-30 0 psf(roof live load.Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category II,Exp B;Partially Exp;Ct=1.1 4)Gable requires continuous bottom chord beanng. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members of NE 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atfoint(s)7 except Ot=1b) 8=106,6=106. O��W JO/y� D,p� 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along S the Top Chord and Bottom Chord,nonconcurrent with any other live loads * Q= 02 r- m 2 - 0-0994 AR�FEss►oNP� July 25,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev 10/03/2015 BEFORE USE �s Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926528 35970R4_Building_A_Roof V05 Valley 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8.010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 09:03 09 2019 Page 1 ID CJfzL51tdIA3UBTh_T8sZKzFcuX-HOeZr7cJHswlHnx8EgMEo6d313ooF5lvOjAtuyyuZxW 3-4-6 6-8-12 3-4-6 3-4-6 4x4 = Scale=1 23 6 2 12 00 12 6 5 3 1 q Y o -o 6 0 7 4 8 2x4 // 1x4 II 2x4 \\ 0-(t 4 6-8-12 0- 4 6-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 033 Vert(LL) n/a - n/a 999 MT20 1971144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 026 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress Incr YES WB 003 Horz(CT) 000 3 n/a n/a BCDL 180 Code IBC2015/TPI2014 Matrix-S Weight-21 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins" BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=159/6-8-4,3=159/6-8-4,4=251/6-8-4 Max Horz 1=-68(LC 12) Max Uplift 1=-28(LC 14),3=-28(LC 14) Max Grav 1=331(LC 33),3=331(LC 35),4=425(LC 38) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been Considered for this design 2)Wind.ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,B=45ft,L=24ft,eave=4ft,Cat ll;Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1 60 3)TCLL ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow-Lumber DOL=1.15 Plate DOL=1.15);Category Il,Exp B,Partially Exp,Ct=1.1 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3 8)This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads OF NEW y �'��QQ•�W J0y�s O'A � I W 2 � 6,10 ti0-099435• v SS10 July 25,2019 ®WARNING-venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev f010312015 BEFORE USE �� Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply VINEYARD VIEW BUILDING A ROOF 137926529 3597OR4_Building_A_Roof V06 Valley 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 09.03 11 2019 Page 1 ID CJfzL5ltdIA3UBTh_T8sZKzFcuX-DnmJGheZpTAOW45XLFOitXITLtVB1?1CTlfpzryuZxU 1-4-6 2-8-12 1-4-6 r 1-4-6 4x4 = Scale=1 9 6 2 12 00 12 5 4 3 1 v q c7 ro 0 0 6 2x4 // 2x4 \\ 2-8-8 2-8r12 2-8-8 Plate Offsets(X,Y)-- [2 0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 008 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 0 21 Vert(CT) n/a n/a 999 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 3 n/a n/a BCLL 0 0 ' BCDL 180 Code IBC2015/TP12014 Matrix-S Weight 6 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 1=96/2-8-4,3=96/2-8-4 Max Horz 1=-23(LC 12) Max Uplift 1=-5(LC 14),3=-5(LC 14) Max Grav 1=307(LC 33),3=307(LC 35) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind*ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat II;Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL:ASCE 7-10,Pr-30.0 psf(roof live load*Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1 15),Category Il,Exp B;Partially Exp,Ct=1.1 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcun-ent with any other live loads 6).This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)1,3. 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads OF NE�,y ��P QQ•�w J0yNs 1— e I W 2 0•099433 v 9�FESS1 July 25,2019 ®WARNING-Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE � Design valid for use only with MTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall n building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-In-sixteenths. Apply plates to both sides of truss 1 2 3 1 Additional stability bracing for truss system,e.g and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. c1-2 C2-3 2. Truss bracing must be designed by an engineer For 16 4 wide truss spacing,individual lateral braces themselves 0 WEBS 0"' may require bracing,or alternative Tor I p bracing should be considered 2 6 O 3 Never exceed the design loading shown and never Ustack materials on inadequately braced trusses 00 QO 4 Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-s csa ca-s h designer,erection supervisor,property owner and plates 0- 'he"from outside BOTTOM CHORDS all other interested parties. edge Of truss. 8 7 6 5 5 Cut members to bear tightly against each other 6 Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1 connector plates. THE LEFT. 7 Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIfrPI 1. "Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8 Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9 Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber The first dimension Is the plate 10 Camber is a non-structural consideration and is the width measured perpendicular ESR-1311,ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11 Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12 Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified by text in the bracing section of the truss unless otherwise shown. 13 Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing at 10 ft spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16 Do not cut or alter truss member or plate without prior (supports)occur Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer reaction section indicates joint number where bearings occur. 17 Install and toad vertically unless indicated otherwise. Min size shown is for crushing only. _8, 18 Use of green or treated lumber may pose unacceptable environmental,health or performance risks Consult with Industry Standards' project engineer before use ANSI/TPI1: National Design Specification for Metal 19 Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use Reviewing pictures alone is not sufficient DSB-89. Design Standard for Bracing. BCSI. Building Component Safety Information, MiTek 20 Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIITPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. IMITek Engineering Reference Sheet-Mll-7473 rev 10/03/2015 62-00-12 _ 14-05-12 6-08-00 15-09-04 6-08-00 14-05-12 4 N N 1 I 2-00-00 2 - 1-11-04 1-0 -00 2 2 F09 1_-OT-04 _. _ _ j cc 1 1-0 -00 C t., 1 1-0 00 n a _ — =r 1-0 00 I 1-0 1-08 00 p I 1-0 00 t 1-0 -00 - I Wm 1-0 0 1-0100 1 0 I m r 1 1-0 -00 T 1-0 00 1-08-00 a N 1-0 -00 j ��� [ 1-08-00 1-08-00 1-08-00 1 a a 1 1 0 -00 _ 1-01-00 -_ t2 °ox 6 1 0 -00 1-08-00 I 1-0 "00 1 o o � aWw 1-08-00 ^u Z 1-0 00 1-08-00 1-0�-00 -------- 1-0 -00 I 1-08-00i 1 0 - o `a 1-0 --- ---===--- == = - - -- 1_ oo a s --- -1� _�--- m Y 1 - Y LLoa 1 0 Y o x q- 11 i I v z I 1-0 -00o QQ a1-0 -00 1-0 •- 1-0 -00 1-0" 1-0 -00I - .. -- - - --- ----- ----------- ------ o u 1-0 08 I ---- I - -- 1-02-08 N o o G v v 8 rn - = N 1-0 -N 1 i 1-0$-00 B vR o 1 i -1 I' 1 -- 1 0 1-00-00 v m 1-0 -00 I I 1-0s-oo ° 3 F03 I I 4 1 I F03 c 1-0 -00 1 I 1-0 -00 I I 1-0 -00 Fn-� 1 a v 1 1-0 -00 I 1-0zLLo --- _ _ ( 4 V "c 0. 1-0 -00 I -� 1- I ; 1 0 -00 I o --- _ ___ 1-0 00 1 1-0 1 1-4-00 E 'o s�^ a a a 1 v « 1-0 0 1-0 00 i 1-0 00 a O y O O C C L _- 1 oa I 1-os-00 0' I M cc CM 8-00 I 1-06-08 Q L W C — -1 1 00 1111 1 1-06-00 2- -00 O cw g m 2-00-00 IIII IIII — IIII IIII -- ga 8 "V I 508 IIII IIII - IIII a�� � O IIII IIII IIII IIII IIII IIII a A IUI 1111 IIII 1111 1111 IIII d � °ojA_ 1111 1111 1111 1111 1111 1111 a L L o A IIII IIII IIII IIII ��,�= z a � E 14-0512 29-01-04 14-05-12 E o s oN __ 62-00-12 - `" 5 v n is v m Architect/Builder shall review all truss engineering/layouts and verify all spans, depths, mechanical openings, loading etc. prior to truss fabrication. q e N r > v g 212 t Building A 2nd Floor Layout a 2 a 4 Nil a MiTek 0 MITek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Re: 35970F4_Building_A_Floor BUILDING A FLOORS VINEYARD VIEW The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Universal Component Corporation. Pages or sheets covered by this seal: 137912180 thru 137912200 My license renewal date for the state of New York is January 31,2020. .��oF NEW!- CO �JPN GARciq 0'p,� n W rn y' W s FSA No 0 v ROPE SI P July 24,2019 Garcia,Juan IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer,named is licensed in the jurisdiction(s)identified and that the designs comply with ANSIfrPI 1 These designs are based upon parameters shown(e.g,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the budding designer should verify applicability of design parameters and properly incorporate these designs into the overall budding design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty �Ply , BUILDING A FLOORS VINEYARD VIEW137912180 35970F4_Builchng_kFloor F01 FLOOR 4 ` Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 1042.04 2019 Page 1 ID c6kkkkDLGeWVHMtB3RuhQ5yuvIY-mF7T?EgRu_ALJI3P?EFv6gV7r7B_fEHA6S_MCKyutan 2-6-0 1-2-0 i� Scale=1 24.3 1x3 II 3x6 = 1x3 II 3x3 = 1x3 II 3x6 = 1x3 II 1 17 2 18 3 19 4 20 5 21 6 22 7 0 m m I� 0 1 13 11 14 10 15 9 16 4x6 II 46 II 3x6 I 6x6 = 4x6 II r— 14-3-8 14-3-8 Plate Offsets(X Y)-- [10.0-3-0,0-0-0] [11.0-3-0,Edge] LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 050 Vert(LL) -0.15 11-12 >999 480 MT20 197/144 TCDL 120 Lumber DOL 100 BC 044 Vert(TL) -0.21 11-12 >802 240 BCLL 00 Rep Stress Incr YES WB 028 Horz(TL) 002 8 n/a n/a BCDL 100 Code IBC2012frP12007 Matrix-S Weight,71 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 12=732/04-6,8=732/0-4-6 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-12=-270/0,7-8=-270/0,2-3=-1903/0,3-4=-1903/0,4-5=-1882/0,5-6=-1882/0 BOT CHORD 11-12=0/1199,10-11=0/1903,9-10=0/1903,8-9=0/1183 WEBS 2-12=-1347/0,2-11=0!791,3-11=-255/33,6-8=-1329/0,6-9=0/786,5-9=-307/0,4-9=-271/279 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. •��OF NEW Y ��P �JP�GA rn uJ N�oA 0.08000 �C? ROFESS% July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE mm m� Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss {q p ss web and/or chord members only Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BC81 Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty [lyUILDINGBA FLOORS VINEYARD VIEW 137912181 35970F4_Buildmg_A_Flocr F02 Floor 2 1 ` Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industnes,Inc Wed Jul 24 10 42.05 2019 Page 1 ID:c6kkkkDLGeW VHMtB3RuhQ5yuvIY-ERhrDag4fH ICxBecYynBet21XXUuOhGJL6kwknyutam 1-11-14 2-6-0 0-11-2 , i� Scale=1 27 7 I 1.5x3 II 3x6 = 3x6 = 1 5x3 II 4x4 = 3x6 FP= 1 5x3 II 44 = 1 5x3 II 1 22 2 23 3 24 4 25 5 6 7 26 8 27 28 9 0 1 18 14 13 19 12 20 11 21 44 = 3x6 = 3x6 FP= 4x4 = 1x4 II 3x6 = 4x4 = 2-2-14 2 6 16-3-8 2-2-14 0- -8 13-11-2 Plate Offsets(X,Y)-- [5:0-1-8,Edgel,[10•Edge,0-1-81,[13.0-1-8,Edge],[16:Edge,0-1-81 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 050 Vert(LL) -034 10-11 >500 460 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 052 Vert(TL) -0.45 10-11 >372 240 BCLL 00 Rep Stress Incr YES WB 029 Horz(TL) 001 10 n/a n/a BCDL 100 Code IBC2012/TP12007 Matrix-S Weight:71 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 285OF 2 3E(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing.15-16 REACTIONS. All bearings 2-4-6 except(jt=length)10=0-4-6 (lb)- Max Uplift All uplift 100 Ib or less at Joiri except 16=-439(LC 4) Max Grav All reactions 250 Ib or less at Joint(s)16 except 10=647(LC 1),15=1395(LC 1),15=1395(LC 1) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-16=-265/10,9-10=-271/0,2-3=0/713,3-4=-1336/0,4-5=-1336/0,5-7=-1502/0, 7-8=-1502/0 BOT CHORD 15-16=-713/0,13-15=0/530,12-13=0/1336,11-12=0/1336,10-11=0/977 WEBS 2-15=-689/0,2-16=0/843,3-15=-1402/0,3-13=0/923,4-13=-269/43,8-10=-1108/0, 8-11=0/597,7-11=-319/0,5-11=-77/394 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 439 Ib uplift at Joint 16 3)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 5)CAUTION,Do not erect truss backwards •��OF NEW Y CD N GA9Ci9 0 C7 li W LJJ A, C? VQ-OB009� v 9OFEss�oNP July 24,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual buss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swmgley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty [lyILDINGBUA FLOORS VINEYARD VIEW 137912182 35970F4_Bulldmg_A_Floor F03 FLOOR 16 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 10.42 06 2019 Page 1 I D:c6kkkkDLGeW VHMtB3RuhQ5yuvjY-ieFDQvnQbQ3YLDo6fl N B5aTNxmk77GTamTTHDyutal 2-6-0 1-3-7 1-4- 2-3-15 Scale=1 31 6 1 5x3 II 300 = 1 5x3 II 3x6 FP= 4x4 = 1 5x3 II 4x4 = 1 5x3 II 4xB = 1 5x3 II 1 24 2 25 3 4 5 26 6 27 7 28 8 29 9 30 10 0 yr m I� 0 1 19 17, 16 20 15 21 14 13 22 12 23 11 5x6 11 6x8 = 3x6 FP= 6x6 = 3x6 FP= 6x6 = 5x6 11 3x6 11 18-2-14 18-2-14 Plate Offsets(X,Y)-- [7 0-1-8,Edge),[12.0-1-8,Edge) LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Gnp DOL 1 00 TC 049 Vert(LL) -0.19 14-15 >999 480 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 080 Vert(TL) -035 15 >629 240 BCLL 00 Rep Stress Incr YES WB 037 Horz(TL) 004 11 n/a n/a BCDL 100 Code IBC2012/rP12007 Matnx-S Weight:91 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 18=936/0-4-6,11=936/Mechanical FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-18=-270/0,10-11=-272/0,2-3=-2660/0,3-5=-2660/0,5-6=-3218/0,6-7=-3218/0,7-8=-2719/0,8-9=-2719/0 BOT CHORD 17-18=0/1578,15-17=0/3165,14-15=0/2719,12-14=0/2719,11-12=0/1618 WEBS 2-18=-1773/0,2-17=0/1215,3-17=-294/0,5-17=-567/2,5-15=-1 901291,6-15=-324/0,9-11=-1818/0,9-12=0/1256, 7-15=0/805,7-14=-528/0,8-12=-291/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections 3)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means OF NEW Y �JP�4 GARc�9 OST^ (� I W C? oR0-0800 P tv= °Fes StioN July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE. �� Design valid for use only with MiTekO connectars This design is based only upon parameters shown,and is for an Individual building component,not a Wss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swmgley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Nexandna,VA 22314 Chesterfield,MO 63017 JobTruss Truss Type Qty Ply BUILDING A FLOORS VINEYARD VIEW 137912183 35970F4_Building_A_Floor F04 Floor 4 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 24 10.42.07 2019 Page 1 ID c6kkkkDLGeWVHMtB3RuhQ5yuvjY-AgpcdFsKBvYwAUo_gNpg17iuLE6semcpQDOpfyutak 1-3-0 0-114 1 1x3 II 12 2 13 3 3x3 = 14 4 1x3 II Scale=1 10 2 0 m 1x3 II 1x3 II 8 9 7 10 6 11 5 3x3 = 30 = 3-11-4 3-11-4 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 025 Vert(LL) -002 7-8 >999 480 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 028 Vert(TL) -002 7-8 >999 240 BCLL 00 Rep Stress Incr YES WB 004 Horz(TL) 000 5 n/a n/a BCDL 100 Code IBC2012frP12007 Matrix-S Weight 19 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=197/Mechanical,5=197/0-2-0 Max Grav 8=320(LC 7),5=320(LC 11) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-8=-261/5,4-5=-261/5 WEBS 2-8=-262/0,3-5=-262/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Refer to girder(s)for truss to truss connections 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 01F NEW Y �P �JPN GgRciq O CO 9� i r 0 * ' Iii m 2 - �Q0.080091 ki= v R�FESSI�NP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev 1010312015 BEFORE USE Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the budding designer must verify the applicability,of design parameters and properly'moorporate this design Into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,100 63017 Job Truss Truss Type Qty [lyILDINGBUA FLOORS VINEYARD VIEW 137912184 3597OF4_Bullding_A_Floor F05 FLOOR 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 10.42 08 2019 Page 1 I D.c6kkkkDLGeW VHMtB3RuhQ5yuvIY-eON_rbtyyCgnoeNBE4KrGWgp7lUmbOW114yaL5yuta) 2-6-0 1-3-01-8-14 F Scale=1.281 1 5x3 11 3x6 = 1 5x3 II 3x6 FP= 3x6 = 1 5x3 II 1 5x3 II 4x6 = 1 5x3 11 1 21 2 22 3 4 5 23 6 24 7 25 8 26 9 Ci 4 - m 6 1 18 16 15 14 19 13 12 11 20 10 4x6 11 6x8 = 3x6 FP= 3x6 11 3x6 113x6 FP= 5x6 11 4x6 II 16-2-14 16-2-14 Plate Offsets(X,Y)-- 111 0-3-0,Edge] LOADING (psf) SPACING- 1-8-0 CSI DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 048 Vert(LL) -016 10-11 >999 480 MT20 197/144 TCDL 120 Lumber DOL 100 BC 070 Vert(TL) -024 13-14 >805 240 BCLL 0.0 Rep Stress Incr YES WB 032 Horz(TL) 003 10 fila n/a BCDL 100 Code IBC2012ITP12007 Matnx-S Weight:81 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (Ib/size) 17=833/04-6,10=833/Mechanical FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-17=-270/0,9-10=-271/0,2-3=-2254/0,3-5=-2254/0,5-6=-2341/0,6-7=-2341/0,7-8=-2341/0 BOT CHORD 16-17=0/1373,14-16=0/2595,13-14=0/2595,11-13=0/2341,10-11=0/1405 WEBS 2-17=-1543/0,2-16=0/990,3-16=-294/0,5-16=-423/146,5-14=-28/413,8-10=-1578/0,8-11=0/1053,5-13=-515/126, 7-11=-282/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Refer to girder(s)for truss to truss connections 3)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means or- NEW Y GgRci9 0 �7' m { y LU ° F� �O.08009 v ROF�SS1°NP July 24,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev 1010312015 BEFORE USE �- Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTP11 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty �Ply �BUILDING A FLOORS VINEYARD VIEW 137912185 35970F4_Building_A_Floor F06 FLOOR 8 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 10.42.09 2019 Page 1 ID c6kkkkDLGeWVHMtB3RuhQ5yuv1Y-6DxM2xtalWoeQoxNnnr4p1CxY8gZKS6vGkt7uYyutat 2-6-0 1-3-0 � 1�- Scale=1 36 3 4x4 = 1 5x3 II 4x8 = 1 5x3 II 4x4 = 1 5x3 II 1 5x3 II 3x6 FP= 1 5x3 II 48 = 1 5x3 II 1 24 2 25 3 26 4 27 5 28 6 29 7 8 30 9 31 10 32 11 0 ui I� 0 19 20 18 17 16 21 15 22 14 13 23 2 5x6 II 6x10 = 3x6 FP= 3x6 I 4x6 11 3x6 FP= 6x10 = 5x6 11 11-1-15 i 9-7-15 104-15 20-11-8 9-7-15 0-9-o 0-9-0 9-9-9 Plate Offsets(X Y)-- [15 0-3-0 Edge) LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 069 Vert(LL) -028 13-15 >890 480 MT20 197/144 TCDL 120 Lumber DOL 100 BC 067 Vert(TL) -0.52 13-15 >477 240 BCLL 00 Rep Stress Incr YES WB 043 Horz(TL) 006 12 n/a n/a BCDL 100 Code IBC2012/TPI2007 Matrix-S Weight 103 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 19=1076/04-6,12=1076/0-4-6 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-19=-270/0,11-12=-270/0,2-3=-3197/0,34=-3197/0,4-5=4232/0,5-6=-4232/0,6-7=4232/0,7-9=-3216/0, 9-10=-3216/0 BOT CHORD 18-19=0/1845,16-18=0/3995,15-16=0/4232,13-15=0/3967,12-13=0/1858 WEBS 2-19=-2073/0,2-18=0/1519,3-18=-294/0,4-18=897/0,10-12=-2088/0,10-13=0/1526,9-13=-290/0,7-13=-843/0, 4-16=-99/565,7-15=-129/586 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 3)Recommend 2x6 strongbacks,on edge,spaced at.10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means OF NEw y ��P BJP 4 GARC/,9 O'p't r I b (L m b W F� X0.08009 7li� ROFESS1ONP July 24,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not Fa truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty PlyBUILDING A FLOORS VINEYARD VIEW 137912186 35970F4_Building_A_Floor F07 FLOOR 28 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 10.42.10 2019 Page 1 ID c6kkkkDLGeWVHMtB3RuhQ5yuvIY-aPUkGHuCUgwV1yWZLVMJLxl6fYA03vS2VORhQ-rutah 2-6-0 1-3-0 i 1-3-2 Scale=135 9 3x6 FP= 1 5x3 II 4xB = 1 5x3 II 4x4 = 1 5x3 II 1 5x3 II 4x4 = 1 5x3 II 4x8 = 1 5x3 II 1 24 2 25 3 264 5 27 6 28 7 29 8 30 9 31 10 32 11 0 IT m 0 1 20 18 17 16 21 15 22 14 13 23 1 5x6 II 6x10 = 3x6 FP= 3x6 II 4x6 II 3x6 FP= 6x10 = 5x6 I I 20-9-2 20-9-2 Plate Offsets(X,Y)— [15 0-3-0,Edgel LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 067 Vert(LL) -027 13-15 >918 480 MT20 197/144 TCDL 120 Lumber DOL 100 BC 065 Vert(TL) -0.50 13-15 >492 240 BCLL 00 Rep Stress Incr YES WB 042 Horz(TL) 006 12 n/a n/a BCDL 100 Code IBC2012/TP12007 Matrix-S Weight-103 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 19=1066/0-4-6,12=1066/0-2-0 FORCES. (Ib)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-19=-270/0,11-12=-270/0,2-3=-3158/0,3-5=-3158/0,5-6=-4156/0,6-7=-4156/0,7-8=-4156/0,8-9=-3176/0, 9-10=-3176/0 BOT CHORD 18-19=0/1825,16-18=0/3935,15-16=0/4156,13-15=0/3909,12-13=0/1838 WEBS 2-19=-2051/0,2-18=0/1497,3-18=-294/0,5-18=873/0,10-12=-2065/0,10-13=0/1503,9-13=-290/0,B-13=-823/0, 5-16=-103/537,8-15=-133/558 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12 3)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means or- NE►N y CSP GA c�9 0 n LU m z 2 - - N�O 0-08 v R�FESSI�tJP July 24,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall IM F building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrioll Quality Criteria,DSB-89 and BCSI Building Component 16023 Svnngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty PlyBA FLOORS VINEYARD VIEW ' 137912187 3597OF4_Building_A_Fioor F08 Floor Supported Gable 2 1 [WILDING ob Reference o tional Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 10 42 112019 Page 1 ID c6kkkkDLGeWVHMtB3RuhQ5yuvjY-3b26TdvgF72Mf65mvCtYu8lPuycAoSvCjl BEyQyutag Scale=1 20 5 1 5x3 I I 1 31 2 32 3 33 4 34 5 35 6 36 7 37 8 38 9 39 1011 0 u? 11 F1 17 r- ig I I 21 22 20 23 19 24 18 25 17 26 16 27 15 28 14 29 13 30 12 1x4 II 3x3 = 12-2-12 12-2-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 019 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 021 Vert(TL) n/a - n/a 999 BCLL 00 Rep Stress Incr YES WB 003 Horz(TL) 000 12 n/a n/a BCDL 100 Code IBC2012ITP12007 Matrix-S Weight 44 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. All bearings 12-2-12 (lb)- Max Grav All reactions 250 Ib or less at joint(s)except 21=276(LC 34),12=281(LC 43),20=309(LC 35),19=309(LC 36),18=309(LC 37),17=309(LC 38),16=309(LC 39),15=309(LC 40),14=307(LC 41),13=314(LC 42) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-21=-264/10 WEBS 2-20=-280/0,3-19=-279/0,4-18=-279/0,5-17=-279/0,6-16=-279/0,7-15=-280/0, 8-14=-279/2,9-13=-282/0 NOTES- 1)All plates are 1x3 MT20 unless otherwise indicated 2)Gable requires continuous bottom chord bearing 3)Truss to be fully sheathed from one face or securely braced against lateral movement(I a diagonal web) 4)Gable studs spaced at 1-4-0 oc 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel paints along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means OF NE►N Y ��Q' JJpN GAC/ O9y'` t r- 6• CL n W m z 0.08009N v R�FESS1 July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE MW Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not �• a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty [1, ILDINGBUA FLOORS VINEYARD VIEW 137912188 35970F4_Building_A_Floor F09 Floor Supported Gable 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8.010 s Aug 112017 MITek Industries,Inc Wed Jul 24 10.42.12 2019 Page 1 ID c6kkkkDLGeWVHMtB3RuhQ5yuvjY-XocUhzwTORBDHGgyTwPnQMgamMzkXv9LyhwnUtyutaf Scale=1 13 1 1 5x3 11 1 20 2 21 3 22 4 23 5 24 6 7 0 `Q 14 15 13 16 12 17 11 18 10 19 9 8 1x4 II 7-0-6 7-0-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 018 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 019 Vert(TL) n/a - n/a 999 BCLL 00 Rep Stress Incr YES WB 003 Horz(TL) 0.00 8 n/a n/a BCDL 100 Code IBC20121TPI2007 Matrix-S Weight,26 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x4 SPF No.2(flat) REACTIONS. All bearings 7-0-6 (lb)- Max Uplift All uplift 100 Ib or less at toint(s)14,9 except 8=-148(LC 20) Max Grav All reactions 250 Ib or less at joint(s)8 except 14=274(LC 22),13=312(LC 23),12=308(LC 24), 11=308(LC 25),10=311(LC 26),9=329(LC 20) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-14=-262/11 WEBS 2-13=-281/0,3-12=-279/0,4-11=-279/0,5-1 0=-28010,6-9=-279/35 NOTES- 1)All plates are 1x3 MT20 unless otherwise Indicated 2)Gable requires continuous bottom chord beanng. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(I a diagonal web) 4)Gable studs spaced at 1-4-0 Co. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)14,9 except Ot=1b)8=148 6)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. of- NE 60 JPN GARciq 0 r- CC n i W Lu F� X0.080091 �!i= lei 0. July 24,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty PlyBUILDING A FLOORS VINEYARD VIEW 137912189 3597OF4_Bullding_A_Floor F10 Floor 13 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 10 42 13 2019 Page 1 ID c6kkkkDLGeWVHMtB3RuhQ5yuv1Y-'?_AtuJx5nlJ4uQF80dwOzZNgzmDHGI_VBLgLIJyutae 2-6-0 1-11-2 116-0 1-11-2 Scale=1 27 4 1 5x3 11 3x6 = 1 50 11 4x4 = 4x4 = 1 5x3 11 3x6 FP= 3x6 = 1 5x3 I I 1 22 2 23 3 24 4 25 5 26 6 7 8 27 9 4 ZLI T 1 17 15 14 18 13 19 12 20 11 21 1 4x4 = 3x6 FP= 3x8 = 1x4 II 1x4 II 3x8 = 4x4 = 7-3-10 8-0-10 ,8-9-10 16-1-4 7-3-10 0-9-0 0-9-0 7-3-10 Plate Offsets(X Y)— [4 0-1-8,Edgel,[5 0-1-8,Edgel,[10 Edge,0-1-81,[16 Edge 0-1-81 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 047 Vert(LL) -034 14-16 >563 480 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 055 Vert(TL) -0.48 14-16 >401 240 BCLL 0.0 Rep Stress Incr YES WB 031 Horz(TL) 0.03 10 n/a n/a BCDL 100 Code IBC2012/TPI2007 Matnx-S Weight 69 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 270OF 2 2E(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 10=826/0-2-0,16=826/0-2-0 FORCES. (Ib)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-16=-270/0,9-10=-270/0,2-3=-2137/0,3-4=-2137/0,4-5=-2382/0,5-6=-2137/0,6-8=-2137/0 BOT CHORD 14-16=0/1308,13-14=0/2382,12-13=0/2382,11-12=0/2382,10-11=0/1308 WEBS 2-16=-1484/0,2-14=0/941,3-14=-310/0,8-10=-1484/0,8-11=0/941,6-11=-310/0,4-14=-474/190,5-11=-474/190 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,16 3)This truss has been designed for a moving concentrated load of 250 OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. .��or- NS GARci,�0 CO n S W m2 d" LU —� A, r� NCO 0.080 AROFFSS1oNP� July 24,2019 ®WARNING-Ven1y,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev 1010312015 BEFORE USE. �� Design valid for use only with M,Tek®connectors This design,s based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated,s to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek• ,s always required for stability and to prevent collapse wrath possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSO-89 and BCSI Building Component 16023 Sw,ngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty PlyBUILDING A FLOORS VINEYARD VIEW 137912190 3597OF4_Building_A_Floor F11 Floor 4 1 ' Job Reference c I ptional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 10 42 14 2019 Page 1 ID c6kkkkDLGeWVHMtB3RuhQ5yuv1Y-TAkF5ex1Y2RxWZgKaLRFWnwn9ZR?14eQ?PuZlyutad 2-6-0 2-1-8 1-6-0 2-1-8 r � Scale=1 28 0 1 5x3 11 1 5x3 11 3x6 = 1 5x3 II 4x4 = 4x4 = 3x6 FP= 3x6 = 1 5x3 I I 1 22 2 23 3 24 4 25 5 26 6 7 27 8 28 9 ci 0 r4 1-91 17 15 14 18 13 19 12 20 11 21 4x4 = 3x6 FP= 1x4 I 1x4 11 3x8 = 4x4 = 3x8 = 7-6-08-3 0 9-0-0 16-6-0 7-6-0 0-9-0 0-9-0 7-6-0 Plate Offsets(X Y)-- [4.0-1-8,Edgel,[5:0-1-8,Edgel,[10 Edge,0-1-81,[16 Edge,0-1-81 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 047 Vert(LL) -035 10-11 >568 480 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 056 Vert(TL) -049 10-11 >403 240 BCLL 00 Rep Stress Incr YES WB 032 Horz(TL) 004 10 n/a n/a BCDL 100 Code IBC20121TP12007 Matnx-S Weight 70 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP 270OF 2.2E(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=846/0-4-6,16=846/04-6 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-16=-270/0,9-10=-270/0,2-3=-2216/0,3-4=-2216/0,4-5=-2505/0,5-6=-2216/0,6-B=-2216/0 BOT CHORD 14-16=0/1345,13-14=0/2505,12-13=0/2505.11-12=0/2505,10-11=0/1345 WEBS 2-16=-1527/0,2-14=0/988,3-14=-311/0,8-10=-1527/0,8-11=0/988,6-11=-311/0,4-14=-519/167,5-11=-519/167 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 0F NEW Y �JPN GARciy 0 CO r n j lL 2 - C? F� �0.0800g", v FESS1°tJP July 24,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty [ly �IIUILDING A FLOORS VINEYARD VIEW 137912191 35970F4_Butldmg_A_Floor F12 FLOOR 3 1 Job Reference(optional) Universal Component Corp., EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 10.42 15 2019 Page 1 I D:c6kkkkDLGeVvVHMtB3RuhQ5yuvjY-xNldJyLJMZo81PX82yU2_SOWZxVkDynef9S5Cyutac 2-6-0 1-3-10 i� Scale=1 20 1 1x3 II 4x4 = 1x3 II 1x3 II 4x4 = 1x3 II 1 14 2 15 3 16 4 17 5 18 6 ci 0 19 m 1^ 0 10 11 9 12 8 4x6 11 13 4x6 11 4x6 11 46 11 11-9-10 11-9-10 Plate Offsets(X Y)-- [8.0-3-0,Edge),[9.0-3-0,Edge) LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 047 Vert(LL) -017 7-8 >826 480 MT20 1971144 TCDL 120 Lumber DOL 1 00 BC 044 Vert(TL) -0.22 7-8 >632 240 BCLL 00 Rep Stress Incr YES WB 022 Horz(TL) 001 7 n/a n/a BCDL 100 Code IBC2012/TPI2007 _ Matnx-S Weight 58 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=603/Mechanical,7=603/0-4-6 FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-10=-270/0,6-7=-270/0,2-3=-1357/0,3-4=-1357/0,4-5=-1357/0 BOT CHORD 9-10=0/934,8-9=011357,7-8=0/934 WEBS 2-10=-1049/0,2-9=0/520,5-7=-1049/0,5-8=0/520 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Refer to girder(s)for truss to truss connections 3)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means or- NEW y ro �JPN GgRO ciy W s No 0� 0800 ROFEs sl July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual budding component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing iVliTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ndge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING A FLOORS VINEYARD VIEW 137912192 35970F4_Building_A_Floor F13 FLOOR 5 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industnes,Inc Wed Jul 24 10 42 16 2019 Page 1 ID c6kkkkDLGeWVHMtB3RuhQ5yuv1Y-PZs?WKzz4gheltJllTlbC?BHzHgTgGxtJu?deyutab 2-6-0 1-1-4 r � Scale=1 19 7 1x3 II 4x4 = 1x3 II 1x3 11 4x4 = 1x3 II 1 14 2 15 3 16 4 17 5 18 6 0 T I� 0 10 11 9 12 8 4x6 II 13 7 46 11 46 11 46 I I 4-11-10 5-8-10 6-5-10 11-7-4 4-11-10 0-9-0 0-9-0 5-1-10 Plate Offsets(X Y)-- [8.0-3-0 Edge] [9'0-3-0 Edge] LOADING (psf) SPACING- 1-8-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 047 Vert(LL) -016 7-8 >843 480 MT20 197/144 TCDL 120 Lumber DOL 100 BC 044 Vert(TL) -021 7-8 >644 240 BCLL 00 Rep Stress Incr YES WB 021 Horz(TL) 0.01 7 n/a n/a BCDL 100 Code IBC2012/TP12007 Matnx-S Weight,57 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 10=593/Mechanical,7=593/0-2-0 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-10=-270/0,6-7=-270/0,2-3=-1318/0,3-4=-1318/0,4-5=-1318/0 BOT CHORD 9-10=0/915,8-9=0/1318,7-8=0/915 WEBS 2-10=-1028/0,2-9=0/495,5-7=-1028/0,5-8=0/495 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Refer to girder(s)for truss to truss connections 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. OF NS �A GA r- �► Cr n w Z N�6AJ 0.08 0 PESS1 ON July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE �' Design valid for use only wth MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty �Ply �BUILDING A FLOORS VINEYARD VIEW 137912193 35970174_Building_A_Floor F14 Floor Supported Gable 2 1 Job Reference(6phonal) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 10 42 17 2019 Page 1 ID c6kkkkDLGeWVHMtB3RuhQ5yuvjY-tlQNkg_bgzpVNIZvFTy7PYRSNhtCAP46zeYA4yutaa 1 1x3 II 9 2 1x3 II 10 3 1x3 II Scale=1104 Ll 0 'Q 6 7 5 8 4 1x3 11 1x3 11 1x3 I I 24-6 2-4-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 018 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 120 Lumber DOL 100 BC 019 Vert(TL) n/a We 999 BCLL 00 Rep Stress Incr YES WB 003 Horz(TL) 000 4 n/a n/a BCDL 100 Code IBC2012/TP12007 Matnx-S Weight:10 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. (Ib/size) 6=72/2-4-6,4=51/2-4-6,5=154/24-6 Max Grav 6=276(LC 10),4=268(LC 12),5=305(LC 11) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD 1-6=-263/0,34=258/15 WEBS 2-5=-276/0 NOTES- 1)Gable requires continuous bottom chord bearing 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web) 3)Gable studs spaced at 14-0 oc 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means ��of NEW Y �P GA CO W 2 4 s 2 "Zi4"0.08009'\ �lr= v R�FESSI�NA July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE. � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANS1rrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty [lyILDINGBUA FLOORS VINEYARD VIEW 137912194 3597OF4_Bullding_A_Floor F15 Floor Supported Gable 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 24 10 42 18 2019 Page 1 ID.c6kkkkDLGeW VH MtB3RuhQ5yuvlY-LyzmxO_DbHxM'?B76pAVBgd4azn'?sxdeEKdN61WyutaZ Scale=1 25 8 3x6 FP= 1 41 2 42 3 43 4 44 5 45 6 46 7 47 8 48 9 49 10 11 50 12 51 13 52 14 4 m 28 29 27 30 26 31 25 24 32 23 33 22 34 21 35 20 36 19 37 18 38 17 39 16 40 15 3x6 FP= 16-1-4 16-1-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loo) I/deft Ud PLATES GRIP TCLL 400 Plate Gnp DOL 1 00 TC 020 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 120 Lumber DOL 100 BC 021 Vert(TL) n/a - n/a 999 BCLL 00 Rep Stress Incr YES WB 003 Horz(TL) 000 15 n/a n/a BCDL 100 Code IBC20127iP12007 Matnx-S Weight:55 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. All bearings 16-1-4 (lb)- Max Grav All reactions 250 Ib or less at lolnt(s)except 28=276(LC 40),15=278(LC 52),27=310(LC 41),26=308(LC 42),25=309(LC 43),23=309(LC 44),22=309(LC 45),21=309(LC 46),20=308(LC 47),19=310(LC 48), 18=31 O(LC 49),17=307(LC 50),16=313(LC 51) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 1-28=-263/10,14-15=-264!7 WEBS 2-27=-280/0,3-26=-279/0,4-25=-279/0,5-23=-279/0,6-22=-279/0,7-21=-279/0, 8-20=-279/3,9-19=-281/0,11-18=-276/0,12-17=-278/4,13-16=-282/0 NOTES- 1)All plates are 1 5x3 MT20 unless otherwise Indicated 2)Gable requires continuous bottom chord beanng. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web) 4)Gable studs spaced at 1-4-0 oc 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. OF NS �JPN GAAciy 0 IL n W tp FQ �0.08009N AROFES S1 oNP� July 24,2019 ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 10/03/2015 BEFORE USE. Design valid for use only with MiTeM connectors This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss TypeQty Piy BUILDING A FLOORS VINEYARD VIEW 137912195 35970F4_Building_A_Floor F16 FLOOR GIRDER 2 2 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 24 10 42 19 2019 Page 1 ID c6kkkkDLGeWVHMtB3RuhQ5yuvjY-g8X89M9sMb3DcLi1NulQDgddIAGTgryNZH7fEzyutaY 2-6-0 Scale=1 27 2 Special Special Special Special Special Special 3x6 11 Special 8x14 MT18H = Special 3x6 11 Special 6x8 = Special 3x6 11 Special 8x14 MT1BH = Special 3x6 11 1 17 2 18 19 20 21 3 22 4 23 24 5 25 26 6 27 7 0 ui I� 0 12 13 11 14 10 15 9 16 8 6x12 MT18H = 6x12 = 3x6 II 6x12 = 6x12 MT18H = 15-9=0 15-9-0 Plate Offsets(X,Y)-- [9:0-3-4,Edge],[11 0-4-12,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 074 Vert(LL) -021 10 >903 480 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 057 Vert(TL) -039 10 >482 240 MT18H 197/144 BCLL 00 Rep Stress Incr NO WB 0.98 Horz(TL) 007 8 n/a n/a BCDL 100 Code IBC2012/TPI2007 Matrix-S Weight 194 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 2100F 1 8E(flat) except end verticals WEBS 2x4 SPF No 2(flat)*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-12 2x4 SPF 2100F 1 8E(flat) REACTIONS. (Ib/size) 12=5002/Mechanical,8=4828/Mechanical FORCES. (lb)-Max Comp/Max Ten -All farces 250(lb)or less except when shown TOP CHORD 1-12=-433/0,7-8=-491/0,2-3=-14315/0,3-4=-14315/0,4-5=-13880/0,5-6=-13880/0 BOT CHORD 11-12=0/9228,10-11=0/15998,9-10=0/15998,8-9=0/8753 WEBS 2-12=-10268/0,2-11=0/5659,3-11=-1628/0,6-8=-9739/0,6-9=0/5705,5-9=-144610, 4-9=-2336/0,4-10=-68/264,4-11=-1857/0 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies 2)All plates are MT20 plates unless otherwise Indicated 3)Refer to girder(s)for truss to truss connections 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)110 Ib down at 1-4-4,849 Ib down at 1-4-4,110 Ib down at 3-0-4,849 Ib down at 3-0-4,132 Ib down at 4-3-0,849 Ib down at 4-8-4,B49 Ib down at 6-4-4,849 Ib down at 8-0-4,849 Ib down at 9-84,849 Ib down at 1144,and 849 Ib down at 13-04,and 746 Ib down at 14-84 on top chord The design/selection of such connection device(s)is the responsibility of others 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B)- �! OF NEW LOAD CASE(S) Standard '�P JPN GAR C/ 0 1)Dead+Floor Live(balanced)-Lumber Increase=l 00,Plate Increase=1 00 C9 71 Uniform Loads(plf) Vert 8-12=-20,1-7=-104 Concentrated Loads(Ib) Vert:6=-849(F)4=-849(F)17=-960(F=-849,B=-110)18=-960(F=-849,B=110)20=-132(B)21=-849(F)22=-849(F) m 1 Lu W 24=-849(F)25=-849(F)27=-746(F) 2 Z 41 .08009� �!i= V RCFES S1 CNP July 24,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Bet p p building design Braung indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MITOW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING A FLOORS VINEYARD VIEW 137912196 3597OF4_Building_A_Floor F17 FLOOR GIRDER 2 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 10.42.21 2019 Page 1 ID.c6kkkkDLGeWVHMtB3RuhQ5yuv1Y-mWfua216uCJxseshUJ3uIFiOp zgBpzglbcmJryutaW 2-6-0 PAM-] 1-2-10 Scale=1 361 5x10 = 3x6 FP= 3x6 FP= 5x6 = 6x12 = Special 8x18 MT18H = 1 28 2 29 3 30 4 5 31 6 32 7 33 8 34 9 35 10 36 11 0 vi m I� 0 2 22 20 23 19 18 24 17 25 16 15 14 26 13 27 2 6x6 = 6x12 = 3x8 MT18H FP = 6x6 = 4x6 11 3x8 MT18H FP = 10x10 = 5x6 11 7x10 MT18H = 5-1-8 7-9-0 16-7-6 17-11-14 14- 20-11-8 5-1-8 2-7-8 8-10-6 1-4-6 0-4- 2-7-8 Plate Offsets(X,Y)-- [5,0-3-8,Edgel,[7 0-3-0,0-0-01,[10.0-6-8,Edgel,[12•Edge,0-3-01,[16 0-3-0,Edg_el,[17 0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 400 Plate Grip DOL 100 TC 054 Vert(LL) -028 14-16 >883 480 MT20 197/144 TCDL 120 Lumber DOL 100 BC 046 Vert(TL) -053 14-16 >469 240 MT18H 197/144 BCLL 00 Rep Stress Incr NO WB 076 Horz(TL) 007 12 n/a n/a BCDL 100 Code IBC2012/TPI2007 Matrix-S Weight 291 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 285OF 2 3E(flat)*Except* except end verticals 19-21:2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 SPF No 2(flat)*Except* 10-12*2x4 SPF 2100F 1.8E(flat) REACTIONS. (Ib/size) 21=2262/0-4-6,12=5045/0-4-6 FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-21=-276/0,11-12=-288/0,2-3=-7972/0,3-5=-7972/0,5-6=-13732/0,6-7=-13732/0, 7-8=-13732/0,8-9=-16227/0,9-10=-16172/0 BOT CHORD 20-21=0/4300,18-20=0/10951,17-18=0/10951,16-17=0/13732,14-16=0/15468, 13-14=0/10623,12-13=0/10622 WEBS 2-21=-4785/0,2-20=0/4085,8-14=-17/1337,8-16=-2479/0,7-16=0/519,9-14=-4766/0, 3-20=-297/0,5-20=-3300/0,5-17=0/3478,6-17=704/0,10-12=-11658/0,10-14=0/7218 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies 2)Unbalanced floor live loads have been considered for this design 3)All plates are MT20 plates unless otherwise indicated. 4)All plates are 3x6 MT20 unless otherwise Indicated. 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)4804 Ib down at 16-6-6 on top ! OF NE�/Y chord. The design/selection of such connection device(s)is the responsibility of others 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��P �JPN C''4RCj�O9� LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=l 00,Plate Increase=1 00 Uniform Loads(pif) W L Vert 12-21=-20,1-11=-104 m 1 1 ,i W Concentrated Loads(Ib) 2 Vert,9=-4724(F) F� 0.0800 1% AR1FESSIotJP�' July 24,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 1 010 312 0 1 5 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nit building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty [ly �BUILDING A FLOORS VINEYARD VIEW 137912197 35970F4_Building_A_Floor F18 Floor 2 1 ` Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 24 10 42.22 2019 Page 1 ID c6kkkkDLGeWVHMtB3RuhQ5yuvjY-EjDGnO2kfWRoToRt2Oa7gTFG4OMatRTpFFLJrlyutaV 1-3-0 0-114 1 1x3 II 12 2 ' 13 3 3x3 = 14 4 1x3 II Scale=1 10 2 Ll Ll 0 9 1x3 II 1x3 8 9 7 10 6 11 5 3x3 = 3x3 = i 3-11-4 3-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 025 Vert(LL) -002 7-8 >999 480 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 029 Vert(TL) -0.02 7-8 >999 240 BCLL 00 Rep Stress Incr YES WB 004 Horz(TL) 000 5 n/a n/a BCDL 100 Code IBC2012/TPI2007 Matrix-S Weight-19 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 3-114 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=236/Mechanical,5=236/0-2-0 Max Grav 8=334(LC 7),5=334(LC 11) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-8=-264/3,4-5=-264/3 WEBS 2-8=-276/0,3-5=-276/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •��OF NEW Y �JPN GARCi9 0 r_— T a � LU W 0-0800 �C? R�FESSIDNP July 24,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 1010312015 BEFORE USE ` Design valid for use only with MiTekO connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTPII Quality Criteria,DSB•89 and BCSI Building Component 16023 Sw mgley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss TypeQty Ply BUILDING A FLOORS VINEYARD VIEW 137912198 35970F4_Building_kFloor F19 FLOOR GIRDER 1 ` Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 10 42 23 2019 Page 1 ID c6kkkkDLGeWVHMtB3RuhQ5yuv1Y-ivnfj2MQpZf5yD3ck5MNgoPgoamckCzUvStNkyutaU 2-6-0 1-4-0� 1i 3-4 i Scale=1 26 9 5x6 11 3x6 FP= 3x6 FP= 12x12 = Special 4x6 II 6x8 = 1 26 2 27 3 28 4 5 29 6 30 7 8 31 9 32 10 0 m I.= 0 1 20 18 21 17 22 16 15 23 14 24 13 12 25 1 6x8 = 10x10 = 3x6 FP= 3x6 FP= 6x10 = 5x6 II 2-7-8 4-2-8 10-11-12 16-1-4 2-7-8 1-7-0 6-9-4 5-1-8 Plate Offsets(X,Y)-- [5.0-3-0,Edge],[6 0-3-0,Edge],[14 0-3-0,0-0-01,[17.0-4-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 0.38 Vert(LL) -013 15-17 >999 480 MT20 197/144 TCDL 120 Lumber DOL 100 BC 0 80 Vert(TL) -025 15-17 >766 240 BCLL 00 Rep Stress Incr NO WB 065 Horz(TL) 004 11 n/a n/a BCDL 100 Code IBC2012/TPI2007 Matrix-S Weight*200 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 19=2944/0-2-0,11=1675/0-2-0 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-19=-286/0,10-11=-275/0,2-3=-8973/0,3-5=-8898/0,5-6=-7732/0,6-8=-5525/0,8-9=-5525/0 BOT CHORD 18-19=0/5783,17-18=0/5783,15-17=0/7732,14-15=0/7732,12-14=0/7732,11-12=0/3098 WEBS 9-11=-3447/0,2-19=-6405/0,9-12=0/2699,5-15=-471/69,6-14=0/533,3-17=-2989/0,2-18=-37/261,2-17=0/4096, 5-17=0/1765,8-12=-266/111,6-12=-2684/0 NOTES- 1)Fasten trusses together to act as a single unit as per standard Industry detail,or loads are to be evenly applied to all plies 2)Unbalanced floor live loads have been considered for this design 3)All plates are 3x6 MT20 unless otherwise Indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at Joint(s)19,11. 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2717 Ib down at 4-2-8 on top chord The design/selection of such connection device(s)is the responsibility of others 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) LOAD CASE(S) Standard QF NE�/Y 1)Dead+Floor Live(balanced):Lumber Increase=1 00,Plate Increase=1 00 Uniform Loads(pIf) �P JPN GARC� 0 15� Vert 11-19=-20,1-10=-104 CO 'J Concentrated Loads(lb) Vert-3=-2637(F) r— T_ 0 u W M LU NCO N0.08009N ��C? v R�FESSIONP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swmgley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss TypeQty Ply BUILDING A FLOORS VINEYARD VIEW 137912199 35970F4_Building_A Floor F20 FLOOR GIRDER 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 24 10 42 24 2019 Page 1 ID:c6kkkkDLGeW VHMtB3RuhQ5yuvjY-A5L7 C33_B7hW16bFARcbwuKWKBz6LDQ6jZgQvAyutaT 2-6-0 2-5-12 i Scale=1 221 Special Special Special Special 1x3 II Special 3x10 = Special 1x3 II Special 1x3 II Special 3x10 = 1x3 II 1 14 15 2 16 17 3 18 19 4 20 5 21 22 23 6 9 m I� 0 10 11 9 12 8 6x6 = 13 7 6x6 II 6x6 = 6x6 II 12-11-12 12-11-12 Plate Offsets(X,Y)-- (8.0-1-8,Edgel,f9.0-1-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 059 Vert(LL) -010 7-8 >999 480 MT20 197/144 TCDL 120 Lumber DOL 100 BC 054 Vert(TL) -018 7-8 >879 240 BCLL 00 Rep Stress Incr NO WB 052 Horz(TL) 003 7 We n/a BCDL 100 Code IBC2012/TP12007 Matnx-S Weight-124 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1 SE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 10=2741/Mechanical,7=2960/Mechanical FORCES. (lb)-Max.Comp/Max Ten -All forces 250(Ib)or less except when shown TOP CHORD 1-10=-391/0,6-7=-587/0,2-3=-6617/0,3-4=-6617/0,4-5=-6617/0 BOT CHORD 9-10=0/4487,8-9=0/6617,7-8=0/4515 WEBS 5-7=-5072/0,2-10=-5041/0,5-8=0/2399,2-9=0/2423,3-9=-997/0,4-8=-1026/0 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies 2)Unbalanced floor live loads have been considered for this design. 3)Refer to girder(s)for truss to truss connections 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)573 Ib down at 0-10-12,573 Ib down at 2-6-12,573 Ib down at 4-2-12,511 Ib dawn at 5-10-12,531 Ib down at 7-6-12,583 Ib down at 9-2-12,and 583 Ib down at 10-10-12,and 589 Ib down at 12-6-12 on top chord. The design/selection Of such connection device(s)is the responsibility of others 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard OF NES/Y 1)Dead+Floor Live(balanced) Lumber Increase=1 00,Plate Increase=l 00 Uniform Loads(plf) �Q' �JPN GA C/ 0 Vert 7-10=-20,1-6=-104 CO Concentrated Loads(lb) Vert 2=-506(B)4=-506(B)14=-506(B)17=-506(B)18=-506(B)20=-517(B)21=-517(6)23=-542(B) n LU LIJZ 0. 8 Aq�Pessli NP July 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10/03/2015 BEFORE USE. �° Design valid for use only with MiTeM connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Svnngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss TypeQty Ply BUILDING A FLOORS VINEYARD VIEW 137912200 35970F4_Building_A_Floor F21 FLOOR GIRDER 1 2 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 24 10 42.25 2019 Page 1 ID.c6kkkkDLGeW VHMtB3RuhQ5yuvjY-eIuPPP4cyRpNKGASI88gS5tlBbDP4chGxDazScyutaS 2-6-0 OF14 1-3-0 1-5-10 Scale=1 27 5 5x6 11 = 6x6 = 8x6 = Special 3x6 FP= 4x6 3x6 FP 6x8 = 1 27 2 3 28 4 29 5 6 30 7 8 9 31 10 32 11 0 `4 m I� o 2 22 20 19 23 18 24 17 16 25 15 14 13 26 6x8 = 10x16 = 3x6 FP= 3x6 FP= 6x10 = 5x6 II 2-7-8 3-0 6, 44-14 11-4-8 _ 16-6-0 2-7-8 0-4-1 1-4-8 6-11-10 5-1-8 Plate Offsets(X,Y)-- [2.0-1-8,Edge),[3.0-1-8 Edge],[6 0-3-0,Edge) [7 0-3-0,Edge),[15.0-3-0,0-0-01,[19 0-3-0,0-0-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 046 Vert(LL) -0.16 16-18 >999 480 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 092 Vert(TL) -0.30 16-18 >658 240 BCLL 00 Rep Stress Incr NO WB 071 Horz(TL) 005 12 n/a n/a BCDL 100 Code IBC2012/TPI2007 Matnx-S Weight 205 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 21=3113/04-6,12=1773/0-4-6 FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 1-21=-261/17,11-12=-274/0,2-3=-6361/0,3-4=-10035/0,4-6=-9939/0,6-7=-8431/0,7-9=-5904/0,9-10=-5904/0 BOT CHORD 20-21=0/6361,19-20=0/6361,18-19=0/6361,16-18=0/8431,15-16=0/8431,13-15=0/8431,12-13=0/3297 WEBS 10-12=-3668/0,2-21=-7045/0,10-13=012901,6-16=430/39,7-15=0/489,4-18=-3513/0,2-20=0/1089,3-19=-1197/0, 3-18=0/4884,6-18=0/1668,9-13=-255/37,7-13=-2799/0 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies 2)Unbalanced floor live loads have been considered for this design 3)All plates are 3x6 MT20 unless otherwise Indicated 4)This truss has been designed for a moving concentrated load of 250 Oib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2936 Ib down at 4-4-14 on top chord. The design/selection of such connection device(s)Is the responsibility of others 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) LOAD CASE(S) Standard 1)Dead+Floor Live(balanced)-Lumber Increase=1 00,Plate Increase=1.00 ! OF NE y Uniform Loads(plf) Vert 12-21=-20,1-11=-104 �Q. ,JP,t`1 GqC/ O,A Concentrated Loads(lb) Vert*4=-2856(B) f 0 LU r = �0.0800g� v ROFEsstioNP July 24,2019 ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MiTekO connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall p building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 1 V IiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1 Additional stability bracing for truss system,e g and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves WEBS Q�y may require bracing,or alternative Tor I T p bracing should be considered I O '� 3 �y1 3 Z O 3. Never exceed the design loading shown and never 0 y� °� U stack materials on inadequately braced trusses O0 04. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-e c6-7 c5-6 designer,erection supervisor,property owner and plates 0- 'lift'from outside BOTTOM CHORDS all other interested parties edge of truss. 8 7 6 5 5 Cut members to bear tightly against each other 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1 Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8 Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10 Camber is a non-structural consideration and is the width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots 11 Plate type,size,orientation and location dimensions indicated are minimum plating requirements LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified by text in the bracing section of the truss unless Otherwise Shown. 13,Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rel on lumber values 14 Bottom chords require lateral bracing at h ft spacing, BEARING g y or less,if no ceding is installed,unless otherwise noted established by others. 15.Connections not shown are the responsibility of others Indicates location where bearings 16 Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. _8 18 Use of green or treated lumber may pose unacceptable environmental,health or performance risks Consult with Industry Standards: project engineer before use ANSI/TPI1: National Design Specification for Metal 19 Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89. Design Standard for Bracing. W1� is not sufficient BCSI: Building Component Safety Information, M i Tek 20 Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIrrPl 1 Quality Cntena. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet MII-7473 rev.10/03/2015 62-00-12 0 14-05-12 6-08-00 15-09-04 6-08-00 14-05-12 N N FO iF08 1-0 00 2 2-0 -00 1-1 -04 F08 F01 F06 1-0 00. F09 2 2-0 o F09 1-0 -04 F06 F07 1-0 -00 F I 1-0 -00 F07 I i F07 1-01,11-00 F10 1-0 -00 1-0 -oo F07 F07 1-0 00 F10 1- 1-0 -00 F07 F07 1-0 -00 1-00 -o0-00 1-0 -00 F07_ F07 1-0 -oo F10 1-0 -o0 1-0 -oo F07 1707mmml�1-0 -00 F10 1-01-00 - 1-0 0 F0 F07 1-0 00 _- 1-0 -o0 1-0 00 F07 -- - - co 6 F07 1-0 -00 1-0 -00 1-0 00 �F07 N - 1-0 ;00 CO 1-0 -00 1-0 1-0 0o 1-0 00 - 1-0 -00 1-0$-00 1-0r- F19 1-08-00 1-0 -08 1-0 00 1-0 -00 - 11-10 1-0 -00 1-0 -00 1-08-00 1-0 -00 1-0 -00 1-0 -00 1-0 -00 F05 1-0 -08 -- _._.._._ GF17 - _- �� 10 08 FO F14 _- _ - -- F03 1-0 '00 II II - 1-0 -00 - F14 1-a oo F03 F03 1-0 00 VII 1-0 -00 1-0 00 F03 F03 1'0 00F11 q 1-0 0o F03 F03 1-0 00 F11 1-0 -00 1-0 -00 F03 I N N_ 4 I F03 1-01-00 I F11 1-0 -00 t-0 -00 F03 e F03 - _- F18 F11 1-01-00 F18 1-0 -00 F03_ 1703 1-08-00 F04 F10 1-0 -00 F04 _ t-0 -00 F03 F03 1-0 00 F04 F10 1-01-00 F04 1-0 -00 F03 F02 1-0 8 U- 1-0 -00 ti 1-0 -08 F02 2-0 -00 I F01 1-0 00 -_ I IIII IIII 1-0 -oo F01 I 2 __ - IIII IIII IIII 5-08 IIII IIII IIII III IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII III) IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII MiTek® MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Re: 35970R3 BUILDING D ROOF VINEYARD VIEW The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Universal Component Corporation. Pages or sheets covered by this seal: 137938909 thru I37938960 My license renewal date for the state of New York is May 31,2021. 0- NE�yy �'�Q'oP�w JO0 yNs 9 r— tY m i W 2 0.09g4Z'5 9�F�S July 26,2019 Johnson,Andrew IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular budding. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. 7 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938909 3597OR3 G01 Common Girder 2 L e� Jab Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23.14.57 2019 Page 1 ID uH81G91AM9_WQEtKnavHVNyuWBg-ydXYO/oEFtg_FPtvMZlafFM48OgLxWIZH6T7hfyuNSy 10- 3-7-11 7-2-14 10-10-1 14-5-12 5 4 10- 3-7-11 3-7-3 3-7-3 3-7-11 10- 4x6 11 Scale=1 50 6 4 12 13 1200 12 3x6 // 3x6 3 5 11 14 2 6 17 Io 16 17 10 18 19 20 9 21 22 8 23 15 46 = 4x6 = HUS26 2x4 II 5x8 = 2x4 11 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 3-7-11 7-2-14 10-10-1 14-5-12 3-7-11 3-7-3 3-7-3 3-7-11 Plate Offsets(X,Y)- [2 0-0-0,0-0-41,[6 0-0-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 020 Vert(LL) -0.05 9-10 >999 240 MT20 197/144 Snow(Pf/Pg) 38 5150.0 Lumber DOL 1 15 BC 054 Vert(CT) -0.07 9-10 >999 180 TCDL 100 Rep Stress[nor NO WB 055 Horz(CT) 002 6 n/a n/a BCLL 00 Code IBC2015/TP12014 Matrix-S Weight,145 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x6 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing WEBS 2x3 SPF No 2 REACTIONS. (Ib/size) 2=4062/0-5-8,6=3521/0-5-8 Max Horz 2=182(LC 47) Max Uplift 2=-233(LC 10),6=-214(LC 10) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-3896/215,3-4=-2627/227,4-5=-2627/227,5-6=-3898/219 BOT CHORD 2-10=-107/2521,9-10=-107/2521,B-9=-53/2522,6-8=-53/2522 WEBS 4-9=-246/3192,5-9=-1104/145,5-8=-48/1538,3-9=-1102/141,3-10=-42/1535 NOTES- 1)2-ply truss to be connected together with 1 Od(0 131"x3")nails as follows- Top chords connected as follows 2x4-1 row at 0-9-0 cc Bottom chords connected as follows 2x6-2 rows staggered at 0-6-0 oc Webs connected as follows 2x3-1 row at 0-9-0 cc 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Unbalanced roof live loads have been considered for this design 4)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat 11,Exp B;enclosed;MWFRS(directional);cantilever left and right exposed,end vertical left and right exposed,Lumber DOL=1 60 plate gnp DOL=1 60 5)TCLL ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat F NE roof snow,Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp B,Parbally Exp.,Ct=1 1 vV y 6)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38 5 psf on overhangs P� �(GW J0 0. non-concurrent with other live loads s 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads * Q O2 8)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at/t(s)2 and 6 This connection is for uplift only and does not consider lateral forces (n LU 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 'LS the Top Chord and Bottom Chord,nonconcurrent with any other live loads 11) Use Simpson Strong-Tie HUS26(14-1 Od Girder,4-1 Od Truss,Single Ply Girder)or equivalent spaced at 2-0-0 cc max.starting at �A 099433 0-6-8 from the left end to 12-6-8 to connect truss(es)to back face of bottom chord. R Q� 12) Fill all nail holes where hanger is in contact with lumber �FE$SI�N LOAD CASE(S) Standard July 26,2019 ge ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not �• a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 1 VI iTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938909 35970R3 G01 Common Girder 2 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23.14:57 2019 Page 2 ID uH8IG91AM9_WQEtKnavHVNyuWBg-ydXYOIoEFtg_FPtvMZIafFM48OgLxWIZH6T7hfyuNSy LOAD CASE(S) Standard 1)Dead+Snow(balanced) Lumber Increase=1 15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-97,4-7=-97,2-6=-20 Concentrated Loads(lb) Vert,8=-817(B)15=-824(B)17=-817(8)18=-817(B)20=-817(B)21=-817(B)23=-817(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ulf-7473 rev.10/03/2015 BEFORE USE �� Design valid for use only with MiTekO connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938910 35970R3 G02 Common Girder 1 q J Job Reference o hor l Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23.15.02 2019 Page 1 ID uH81G9iAM9_WQEtKnavHVNyuWBg-JbKR3QsN4PlHLAlt96dIMJ3rZOT6cg[ROBuMtyuNSt 4-3-10 8-4-12 12-5-14 16-7-0 20-8-2 25-2-1 29-8-0 34-1-14 38-7-13 43 4 4 4-3-10 4-1-2 4-1-2 4-1-2 4-1-2 4-5-15 4-5 15 4-5-15 4-5-15 4-8-7 Scale=1 72 6 3 75 12 5x8 11 30 7 31 4x6 5x6 4x4 6 8 48 % 29 32 4x6 10x10 4428 5 9 33 4x8 3 27 10 44 4x8 26 11 4x8 2 34 44ZZZ 25 12 1 35 13 To 1111 1111 Lo I I P-rj HH 1111 - Ill 36 37 38 24 39 40 41 23 42 43 44 22 45 46 21 20 47 48 49 9 50 51,92 18 17 16 54 5556 16 57 58 59 14 60 61 62 0 10x10 12x4 11 44 = 44 = 8x14 MT18H WB = Bx8 = HUS26 5x6 =HUS26 4x6 = 4x4 = 2x4 I 6x14 = HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 7x10 MT18H = HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS25 4-3-10 8-4-12 12-5-14 16-7-0 20-8-2 25-2-1 29-8-0 34-1-14 38-7-13 L3-4-4 4-3-10 4-1-2 4-1-2 4-1-2 4-1-2 4-5-15 4-5-15 4-5-15 4-5-15 4-8-7 Plate Offsets(X,Y)-- [1 3-4-2,0-2-01,[2.0-4-3,0-5-01,[21.0-2-12,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0 61 Vert(LL) -0.58 16-18 >900 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1.15 BC 0 82 Vert(CT) -0.86 16-18 >603 180 MT1 BH 197/144 BCDL 100 Rep Stress Incr NO WB 079 Hol 0 26 13 n/a fill 0 0 ' BCDL 10.0 Code IBC2015/TPI2014 Matrix-S Weight 7731b FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No 2*Except* TOP CHORD Structural wood sheathing directly applied or 4-10-14 cc pudtns 1-4,10-13.2x6 SPF 2100F 1 BE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF No 2 OTHERS 2x4 SPF No 2 SLIDER Left 2x6 SPF No 2 4-5-6 REACTIONS. (Ib/size) 1=10421/Mechanical,13=10895/0-5-8 Max Horz 1=76(LC 74) Max Uplift 1=-794(LC 12),13=-816(LC 12) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-21388/1668,2-3=-22419/1835,3-5=-21726/1860,5-6=-19738/1785, 6-7=-17353/1640,7-8=-17365/1640,8-9=-20880/1900,9-11=-24376/2088, 11-12=-27431/2214,12-13=-28272/2169 BOT CHORD 1-24=-1454/19064,23-24=-1454/19064,22-23=-1667/21392,20-22=-1652/20696, 19-20=-1544/18783,18-19=-1659/19873,16-18=-1878/23220,15-16=-2042/26182, 14-15=-2003/26436,13-14=-2003/26436 WEBS 2-24=-26/1375,2-23=-240/2626,3-23=-95/332,3-22=-923/24,5-22=-75/2352, 5-20=-3035/165,6-20=-240/3817,6-19=-4251/305,7-19=-885/9689,8-19=-5721/472, 8-18=-386/5098,9-18=-4775/308,9-16=-194/3887,11-16=-3577/199,11-15=-62/2302, 12-15=-374/23,12-14=-37/1568 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows of NEW Top chords connected as follows 2x6-2 rows staggered at 0-4-0 cc vY y Bottom chords connected as follows 2x6-2 rows staggered at 0-7-0 cc �� ��W J0 0,,p Webs connected as follows,2x4-1 row at 0-9-0 oc is 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face to the LOAD CASE(S)section Ply to * QZ 02 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise Indicated 3)Unbalanced roof live loads have been considered for this design r... 4)Wind-ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=5ft,Cat 11;Exp B,enclosed;MWFRS(directional),cantilever left and right exposed,end vertical left and right exposed;Lumber D0L=1 60 m plate gnp D0L=1 60 5)TCLL ASCE 7-10,Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15);Pg=50 0 psf(ground snow);Pf=38 5 psf(flatO r� roof snow Lumber DOL=1.15 Plate DOL=1 15);Category Il,Exp B,Partially Exp.;Ct=1.1 �A •099433' 6)Unbalanced snow loads have been considered for this design 7)All plates are MT20 plates unless otherwise Indicated OFESS10 8)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide July 26,2019 o J o411,1111111''1111:1 1:11 I'll 111,in pilprizi ind-any ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent budding of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Budding Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938910 35970R3 G02 Common Girder 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Thu Jul 25 23.15.02 2019 Page 2 ID uH81G91AM9_WQEtKnavHVNyuWBg-JbKR3QsN4PIHLAltg6dlMJ3rZOT6cpIR0BuMtyuNSt NOTES- 10)Refer to girder(s)for truss to truss connections 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 794 Ib uplift at Joint 1 12)Two RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT atlt(s)13 This connection is for uplift only and does not Consider lateral forces. 13)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chard and Bottom Chord, nonconcurrent with any other live loads 14)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max starting at 1-5-0 from the left end to 41-5-0 to connect truss(es)to back face of bottom chord 15) FIII all nail holes where hanger is in contact with lumber LOAD CASE(S) Standard 1)Dead+Snow(balanced)-Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 1-7=-97,7-13=-97,1-13=-20 Concentrated Loads(Ib) Vert 18=-803(B)16=-817(B)17=-803(B)36=-662(B)38=-662(B)39=-662(B)41=-662(B)42=-662(6)44=-811(B)45=-803(B)47=-803(8)48=-803(8)50=-803(8) 51=-803(B)53=-803(B)54=-817(B)56=-817(B)57=-817(B)59=-817(B)60=-817(B)62=-817(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing �V�iTek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Mexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938911 3597OR3 G03 Common Girder 1 q J Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Thu Jul 25 23 15 04 2019 Page 1 ID uH81G9iAM9_WQEtKnavHVNyuWBg-FzSCU6tdcOY?aUvFGXfDRkBEQgAN4eLbuig'?RlyuNSr p-10-$ 2-2-8 3-8-11 7-2-14 10-9-1 14-5-12 15 4 4 (f-10-8' 2-2-8 1-6-3 3-6 3 3-6-3 3-8-11 10-8 4x4 11 Scale=1.49 9 4 12 12 00 12 11 1x4 5 5x6 3 13 10 6 2 7 to 14 9 15 8 16 4x8 /i 4x8 = 4x14 11 4x8 = Special 2-2-8 , 4-10-12 , 7-2-14 9-7-0 14-5-12 2-2-8 2-8 4 2-4-2 2-4-2 4-10-12 Plate Offsets(X,Y)-- [2.0-1-9,0-1-91,[3.0-0-12,0-2-81,[6.0-5-14,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 039 Vert(LL) -005 8-9 >999 240 MT20 197/144 Snow(Pf(Pg) 38 5/50 0 Lumber DOL 1 15 BC 071 Vert(CT) -008 8-9 >999 180 TCDL 100 Rep Stress Incr NO WB 072 Horz(CT) 001 6 n/a n/a BCLL 00 Code IBC2015/TPI2014 Matnx-S Weight 268 Ib FT=20% BCDL 100 LUMBER- BRACING. TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins BOT CHORD 2x8 DF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEBS 2X4 SPF No 2 PLV-TO-PLY CONNECTION REQUIRES THAT AN APPROVED WEDGE FACE MOUNT HANGER(SPECIFIED BY OTHERS)IS REQUIRED AT Left.2X4 SP No 3 JOINT 9 FOR LOAD REPORTED IN NOTES FACE MOUNT HANGER SHALL BE ATTACHED WITH A MINIMUM OF 0 25'x 4 5"SCREWS OR OTHER FASTENERS THAT PENETRATES ALL PLIES,PER HANGER REACTIONS. (Ib/size) 2=9860/0-5-8,6=2396/0-5-8 MANUFACTURER SPECIFICATIONS. Max Harz 2=182(LC 9) Max Uplift 2=-761(LC 10),6=-182(LC 10) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-11203/828,3-4=-2782/249,4-5=-2721/266,5-6=-2963/230 BOT CHORD 2-9=-539/7227,8-9=-539/7227,6-8=-57/1891 WEBS 3-9=-684/8810,4-8=-270/3256,3-8=-5949/558 NOTES- 1)n/a 2)3-ply truss to be connected together with 10d(0 131"x3")nails as follows- Top chords connected as follows 2x4-1 row at 0-7-0 cc Bottom chords connected as follows 2x8-4 rows staggered at 0-4-0 cc Webs connected as follows,2x4-1 row at 0-9-0 cc 3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 4)Unbalanced roof live loads have been considered for this design 5)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft;Cat OF NEIw. 11;Exp B;enclosed,MWFRS(directional),cantilever left and right exposed,end vertical left and right exposed,Lumber DOL=1 60 �V y plate 9ASCE JoyN� O 7-10,Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat Q'��EW , 6)TCLL ,Q roof snow.Lumber DOL=1.15 Plate DOL=1 15);Category 11;Exp B;Partially Exp,Ct=1 1 7)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads _ 8)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 9)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide LU will fit between the bottom chord and any other members 2 10)Two RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at)t(s)2 This connection is for uplift only N� +0 and does not consider lateral forces �A •0994r3�'� 11) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at)t(s)6 This connection is for uplift only and does not consider lateral forces �FESS1�N 12)This truss has been designed for a moving concentrated load of 250 OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads July 26,2019 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE �" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938911 35970R3 G03 Common Girder 1 q J Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23.15 04 2019 Page 2 ID uH81G9iAM9_WQEtKnavHVNyuWBg-FzSCU6tdc0Y7aUvFGXfDRk8EQgAN4eLbuig7RiyuNSr NOTES- 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)10401 Ib down and 814 Ib up at 2-2-8 on bottom chord The design/selection of such connection device(s)is the responsibility of others LOAD CASE(S) Standard 1)Dead+Snow(balanced) Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert,1-4=-97,4-7=-97,2-6=-20 Concentrated Loads(lb) Vert 9=-10401(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Svnngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Mexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type qty Ply BUILDING D ROOF VINEYARD VIEW 137938912 35970R3 G04 COMMON GIRDER 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Thu Jul 25 23 15 09 2019 Page 1 I D:uH 81 G91AM9_WQEtKnavH VNyu W Bg-cxGSXpxmQZB H h FoD34 F0BnszkrmisBK2-N m 6zyuNS m 4-8-7 9-2-6 13-8 4 18-2-3 22-8-2 27-2-1 3151-0 36-1-14 40-7-13 45-4-4 4-8-7 4-5-15 4-5 15 4-5-15 4-5-15 4-5-15 4--15 4-5-15 4-5 15 4-8-7 Scale=1 79 8 3 75 12 6x8 I I 28 7 29 5x6 % 5x6 6 8 5x6 4x6 27 30 4x6 9 5x6 5 4x4 4 10 4x4 3 11 4x4 % 26 31 4x4 HUS26 25 2 12 32 1 13 0 0 L '11 1 Hill Hill 1111 lill Iff 11-- lill- lill 111i L:.Illll Hill i� llgl� I I rt- III III Hill Hill I� 033 34 35 36 37 38 39 21 40 41 42 43 `4 45 46 47 17 48 49 50 51 52 53 54 55 6 0 24 23 22 20 19 18 16 15 14 5x12 MT18H = 2x4 11 HUS26 4x4 =HUS26 7x10 MT18H = HUS26 8x8 = HUS26 5x6 =HUS26 4x6 = 4x4 = 2x4 11 7x10 MT18H = HUS26 HUS26 HUS26 4x6 = 5x6 = HUS26 HUS26 7x10 MT18H = HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 4-8-7 9-2-6 13-8 4 18-2-3 22-8 2 27-2-1 31-8-0 36-1-14 40-7-13 45-4-4 4-8-7 4-5.15 4-515 4-5-15 4-5-15 4-515 4-5-15 4-5-15 4-515 4-8-7 Plate Offsets(X,Y)- 11:0-5-5,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 0 93 Vert(LL) -069 20-22 >783 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1.15 BC 0 88 Vert(CT) -1 03 20-22 >525 180 MT18H 197/144 TCDL 100 Rep Stress Incr NO WB 0 87 Horz(CT) 0 31 13 n/a n/a BCLL 0 0 * BCDL 100 Code IBC2015frP12014 Matnx-S Weight 7771b FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins 1-4 2x6 DF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing BOT CHORD 2x6 SPF 2100F 1 8E WEBS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=11579/0-5-8,13=11443/0-5-8 Max Horz 1=-76(LC 73) Max Uplift 1=-885(LC 12),13=-882(LC 12) FORCES. (Ib)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-29717/2338,2-3=-28955/2401,3-5=-26045/2293,5-6=-22630/2111, 6-7=-19155/1856,7-8=-19155/1856,8-9=-22627/2111,9-11=-26109/2297, 11-12=-29113/2416,12-13=-2979312353 BOT CHORD 1-24=-2162/27797,23-24=-2162/27797,22-23=-2220/27637,20-22=-2073/24809, 19-20=-1859/21540,18-19=-1859/21537,16-18=-2077/24871,15-16=-2236/27788, 14-15=-2175/27861,13-14=-2175/27861 WEBS 7-19=-1004/10683,8-19=-5659/461,8-18=-381/5079,9-18=-4782/307,9-16=-191/3865, 11-16=-3521/192,11-15=-5612241,12-15=-310/108,12-14=-36/1544,6-19=-5665/461, 6-20=-382/5083,5-20=-4690/301,5-22=-187/3786,3-22=-3414/178,3-23=45/2164, 2-23=-342/48,2-24=-36/1562 NOTES- 1)3-ply truss to be connected together with 10d(0 131"x3")nails as follows Top chords connected as follows 2x6-2 rows staggered at 0-4-0 oc Bottom chords connected as follows 2x6-2 rows staggered at 0-5-0 oc of NE Webs connected as follows 2x4-1 row at 0-9-0 oc 2)All loads are considered equally applied to all plies,except If noted as front(F)or back(B)face In the LOAD CASE(S)section Ply to ��0��v11 JO&�S 0,,A ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design * 07'2 4)Wind ASCE 7-10,Vuit=130mph(3-second gust)Vasd=103mph,TCDL=6.Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=6ft,Cat II,Exp B,enclosed,MWFRS(directional),Cantilever left and right exposed,end vertical left and right exposed,Lumber DOL=1 60 plate gnp DOL=1 60 Lu 5)TCLL ASCE 7-10,Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat �Sl roof snow-Lumber D0L=1 15 Plate DOL=1 15),Category II,Exp B;Partially Exp;Ct=1 1 'L 6)Unbalanced snow loads have been considered for this design. 7)All plates are MT20 plates unless otherwise Indicated. �A C's -099433, 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 9)*This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide �FESSIO will fit between the bottom chord and any other members 10)Two RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)1 and 13 This connection is for July 26,2019 0 moo. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev 101032015 BEFORE USE ` Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938912 35970R3 G04 COMMON GIRDER 1 q J Jab Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23.15 09 2019 Page 2 ID uH81G9iAM9_WQEtKnavHVNyuWBg-cxG5XpxmQZBHhFoD34FO8nszkrmisBK2_Nm6zyuNSm NOTES- 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Use Simpson Strong-Tie HUS26(14-1 Od Girder,4-1 Od Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max starting at 1-5-0 from the left end to 43-5-0 to connect truss(es)to front face of bottom chord. 13)FIII all nail holes where hanger is in contact with lumber LOAD CASE(S) Standard 1)Dead+Snow(balanced) Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-7=-97,7-13=-97,1-13=-20 Concentrated Loads(lb) Vert.18=-803(F)16=-817(F)22=-803(F)23=-803(F)17=-803(F)33=801(F)35=-803(F)36=-803(F)38=-803(F)39=-803(F)40=-803(F)41=-803(F)42=-803(F) 44=-803(F)45=-803(F)47=-803(F)48=-817(F)50=-817(F)51=-817(F)53=-817(F)54=-817(F)56=-817(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing IV I!Tek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate institute,218 N Lee Street,Suite 312,Alexandna,VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938913 3597OR3 J01 Jack-Closed 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23 15 10 2019 Page 1 ID uH81G91AM9_WQEtKnavHVNyuWBg-47pTk9yOBsJ81PMPdnmdh?OHbFNSUW4TGe7JePyuNSI -1-6-15 1-5-10 1-6-15 1-5-10 Scale=1 10 5 2x4 11 4 3 666 12 8 2 1 7 6 3x6 11 9 1x4 115 1-5-10 1-5-1 Plate Offsets(X,Y)-- [7 0-3-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 029 Vert(LL) -000 6-7 >999 240 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 1 15 BC 009 Vert(CT) -000 6-7 >999 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) -0 00 5 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matnx-S Weight 7 Ib FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 1-5-10 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals. WEBS 2x4 SPF No 2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing 3-6 2x3 SPF No 2 REACTIONS. (Ib/size) 7=354/0-8-13,5=-32/Mechanical Max Horz 7=59(LC 15) Max Uplift 7=-93(LC 16),5=-84(LC 20) Max Grav 7=356(LC 21),5=212(LC 34) FORCES. (Ib)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-7=-315/161 NOTES- 1)Wind-ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opt,BCDL=6 Opsf;h=25ft,B=45ft,L=24ft,eave=4ft,Cat II,Exp B,enclosed,MWFRS(directional)and C-C Corner(3)zone;cantilever left and fight exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50.0 psf(ground snow),Pf=38 5 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1 15),Category Il,Exp B,Partially Exp;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members ! OF NE�/ 7)Refer to girder(s)for truss to truss connections v y 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 Ib uplift at joint 7 �� ��W J0 Qpm 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at 1t(s)5 This connection Is for uplift only SD and does not consider lateral forces Q 2 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads cc 2 tio,09g433• RoFFSS1 v July 26,2019 ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not l, a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Da building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938914 35970R3 M01 Monopitch Supported Gable 4 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23.15 11 2019 Page 1 ID uH81G91AM9_WQEtKnavHVNyuWBg-YKNryVyOyAR?wYxbAVHsDCxPIffDDxJdVlstBryuNSk 5-6-12 5P8 5-6-12 0,1_8 Scale=1 12 3 3x6 II 10 31x4 4 300 12 2 9 8 7 rn LJ 0 1 11 6 12 5 44 = 3x6 II 1x4 II 5-6-12 5-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 045 Vert(LL) 000 3 n/r 120 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1.15 BC 037 Vert(CT) 000 3 n/r 120 TCDL 100 Rep Stress Incr YES WB 013 Horz(CT) 000 5 n/a n/a BCLL 00 Code ISC2015/TPI2014 Matrix-S Weight,15 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x3 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing OTHERS 2x3 SPF No 2 REACTIONS. (Ib/size) 1=221/5-2-4,5=-351/5-2-4,6=792/5-2-4 Max Horz 1=56(LC 13) Max Uplift 1=-9(LC 12),5=-416(LC 37),6=-66(LC 12) Max Grav 1=325(LC 35),5=124(LC 40),6=851(LC 21) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 3-5=-240/332 WEBS 2-6=-711/454 NOTES- 1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6.Opsf,BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=2ft,Cat Il,Exp B;enclosed;MWFRS(directional)and C-C Comer(3)0-0-0 to 3-0-0,Extenor(2)3-0-0 to 5-8-4 zone,Cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 2)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10,Pr-30.0 psf(roof live load Lumber D0L=1 15 Plate DOL=1.15),Pg=50.0 psf(ground snow),Pf=38 5 psf(flat roofsnow,Lumber DOL=1.15 Plate D0L=1 15);Category ll;Exp B,Partially Exp,Ct=1 1 4)Unbalanced snow loads have been considered for this design. 5)Gable studs spaced at 2-0-0 cc. 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. of NEby 7)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide }� will fit between the bottom chord and any other members - �P� (G� Jo O 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 9 Ib uplift at joint 1,416 Ib uplift at joint 5 and 66 Ib uplift at joint 6 �� 2 9)Non Standard bearing condition Review required 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along (r the Top Chord and Bottom Chord,nonconcurrent with any other live loads W 2 �0 099433, v 9°FEs s►oNP July 26,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Budding Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938915 3597OR3 M02 Monopitch 25 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23.15 12 2019 Page 1 ID uH81G9iAM9_WQEtKnavHVNyuWBg-OWxD9r4UZsYIWokCo5mQUV12wlyQZmkycQllyuNSj 5-6-12 5-6-12 Scale=1 12 6 2 3 1x4 3 00 12 7 6 5 rn 0 1 4x6 11 8 4 44 = 1x4 11 0- 5-6-12 0-4-8 5-2-4 Plate Offsets(X,Y)-- [1 0-0-7,0-1-61,[1 0-0-12,1-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL(roof) 300 Plate Gnp DOL 1 15 TC 080 Vert(LL) -018 1-4 >360 240 MT20 197/144 Snow(KPg) 38 5/50.0 Lumber DOL 1.15 BC 066 Vert(CT) -0.22 1-4 >285 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 4 n/a n/a BCLL 00 Code IBC2015ITP12014 Matrix-S Weight 15 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-6-12 Dc purlins, BOT CHORD 2x4 SPF No 2 except end verticals. WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left 2x4 SPF No.2 REACTIONS. (Ib/size) 4=331/Mechanical,1=308/0-4-8 Max Horz 1=56(LC 13) Max Uplift 4=-27(LC 12),1=-17(LC 12) Max Grav 4=361(LC 21),1=355(LC 34) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-4=-308/132 NOTES- 1)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft,Cat ll,Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)0-2-4 to 3-2-4,Interior(1)3-2-4 to 5-8-4 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1.60 2)TCLL ASCE 7-10,Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15);Pg=50 0 psf(ground snow),Pf=3B 5 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1 15),Category Il;Exp B;Partially Exp.;Ct=1 1 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OF NEvV 6)Refer to girder(s)for truss to truss connections �V y 7)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 27 Ib uplift at joint 4 P� ��W JO/Y 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 This connection is for uplift only s and does not consider lateral forces 9)This truss has been designed for a moving concentrated load of 250 Oib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. LU 2 09g4Z �Ci2 v 9°FESSI July 26,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE �• Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design Bracing Indicated is to prevent buckling of individual truss web and/or chord,members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938916 3597OR3 T01 Common 14 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23.15 14 2019 Page 1 ID uH81G91AM9_WQEtKnavHVNyuWBg-yu3_aX?vF5panOgAsdgZrrZorsbtQ5Q3BF5XnAyuNSh 0 10 7-0-6 13-10 4 20-8-2 28-2-0 35-7-14 43-4-4 44-2-12 0-10- 7-0-6 6-9-14 6-9-14 7-5 14 7-5-14 7-8-6 0-10- Scale=1 75 4 3.75 12 5x6 = 26 6 6x124x4 25 27 28 3x10 45 7 24 829 ' 4x4 � 29 30 4x4 Zz 3 6x8 MT18H% 9 22 3x8 21 10 3x8 1 2 31 12 11 0 I� 20 32 19 33 18 17 34 16 35 15 14 36 13 37 6x12 = o 5x8 MT18H 11 8x8 = 5x8 MT18H = 4x8 = 4x4 = 2x4 11 4x4 = 5x12 MT18H = 7-0-6 13-10-4 20-8-2 28-2-0 35-7-14 43-4-4 7-0-6 6-9-14 6-9-14 7-5 14 7-5-14 7-8-6 Plate Offsets(X,Y)-- [2 0-3-0,0-2-01,[5,0-2-4,0-3-01,[11:0-0-0,0-3-71,[19.0-3-8 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 097 Vert(LL) -050 13-14 >999 240 MT20 197/144 Snow(P1/Pg) 38 5/50.0 Lumber DOL 1 15 BC 070 Vert(CT) -0 78 13-14 >666 180 MT18H 197/144 TCDL 100 Rep Stress Incr YES WB 1 00 Horz(CT) 025 11 n1a n/a BCLL 0 0 Code IBC2015ITP12014 Matnx-S Weight,195 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SP 270OF 2.2E*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals 5-6 2x4 SPF 210OF 1 8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SPF 210OF 1.8E WEBS 1 Row at midpt 4-16,7-16 WEBS 2x4 SPF No 2*Except* 2-19:2x4 SPF 2100F 1 8E SLIDER Right 2x6 SPF No.2 3-11-14 REACTIONS. (Ib/size) 20=2627/0-5-8,11=261210-5-8 Max Horz 20=-100(LC 14) Max Uplift 20=-137(LC 16),11=-132(LC 16) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-5052/343,3-4=-4864/377,4-6=-3988/363,6-7=4003/363,7-9=-5348/402, 9-11=-6327/416,2-20=-2547/273 BOT CHORD 19-20=-41/447,18-19=-255/4724,16-18=-227/4553,14-16=-252/5018,13-14=-329/5868, 11-13=-329/5868 WEBS 3-19=-506/124,3-18=-3241108,4-18=0/379,4-16=-1425/115,6-16=-59/1696, 7-16=-1884/147,7-14=0/495,9-14=-905/87,9-13=0/394,2-19=-227/4323 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vuit=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=5ft,Cat II;Exp B;enclosed,MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 20-8-2,Exterior(2)20-8-2 to 23-8-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate gnp DOL=1.60 of NEW 3)TCLL:ASCE 7-10;Pr--30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=50.0 psf(ground snow),Pf=38.5 psf(flat �V y roof snow Lumber DOL=1 15 Plate DOL=1.15);Category 11;Exp B,Partially Exp,Ct=1.1 Q� PAW J0 O,Q� 4)Unbalanced snow loads have been considered for this design. s 5)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 38 5 psf on overhangs * Q= Ora non-concurrent with other live loads 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide m LU will fit between the bottom chord and any other membersOr 9)One RT4 USP connectors recommended to connect truss to beanng walls due to UPLIFT at jt(s)20 and 11.This connection is for �� +0 uplift only and does not consider lateral forces �A .0994'3 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along /Q Q� the Top Chord and Bottom Chord,nonconcurrent with any other live loads Or"ESSION July 26,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10103/2015 BEFORE USE �° Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938917 3597OR3 T01GE Common Supported Gable 6 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23.15:16 2019 Page 1 ID uH81G91AM9_WQEtKnavHVNyuWBg-vHBk?CO9ni310KgZz2t2wGeLGgQGuB4MfZaes3yuNSf -$ 7-2-14 14-5-12 15-4-4 0-1101-8 7-2-14 i 7-2-14 10-8 4x4 = Scale 1/4"=1' 6 22 23 5 7 12 00 12 21 24 4 8 20 25 3 9 19 26 2 10 0 1Ib� i o 27 18 28 17 29 16 30 15 31 14 32 13 33 12 34 3x8 I 3x8 II 14-5-12 14-5-12 Plate Offsets(X,Y)-- [2 Edge,0-0-71,110 Edge,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Gnp DOL 1 15 TC 0.15 Vert(LL) 000 10 n/r 120 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 1 15 BC 013 Vert(CT) -000 10 n/r 120 TCDL 100 Rep Stress Incr YES WB 022 Horz(CT) 000 10 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-S Weight:66 Ib FT=20% BCDL 100 LUMBER- BRACING. TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x3 SPF No 2 WEDGE Left 2x4 SPF No 2,Right 2x4 SPF No 2 REACTIONS. All bearings 14-5-12 (ib)- Max Horz 2=-182(LC 12) Max Uplift All uplift 100 Ib or less at loint(s)2,10,16,17,18,14,13,12 Max Grav All reactions 250 Ib or less at loint(s)except 2=301(LC 40),10=301(LC 48),15=311(LC 60),16=331(LC 59),17=333(LC 58),18=312(LC 57),14=331(LC 61),13=333(LC 62),12=312(LC 63) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown WEBS 5-16=-278/120,4-17=-281/135,3-18=-270/134,7-14=-278/120,8-13=-281/135, 9-12=-270/134 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft;L=24ft;eave=2ft;Cat II;Exp B,enclosed;MWFRS(directional)and C-C Comer(3)-0-10-8 to 2-1-8,Extedor(2)2-1-8 to 7-2-14,Corner(3)7-2-14 to 10-2-14 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as perANSI/TPI 1 �! of NE�,y Y 4)TCLL-ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=50.0 psf(ground snow),Pf=38.5 psf(flat V roof snow Lumber DOL=1 15 Plate DOL=1 15),Category 11,Exp B,Partially Exp;Ct=1 1 Q-O��W Joys O,p� 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38 5 psf on overhangs s non-concurrent with other live loads 6)All plates are 1x4 MT20 unless otherwise indicated 7)Gable requires continuous bottom chord bearing I- Ir 8)Gable studs spaced at 2-0-0 cc. 9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads t(1 1 W 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'L will fit between the bottom chord and any other members 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,10,16,17,18, �A O 099433 �Z 14,13,12 12)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 9�FESS��NP the Top Chord and Bottom Chord,nonconcurrent with any other live loads July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE �° Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSE-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938918 35970R3 T02 Common 2 1 Jab Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23:15 17 2019 Page 1 ID-uH81G9tAM9_WQEtKnavHVNyuWBg-NTk6CY1 nYOB9eTPIXm0HTTBUV3dsdfMVtDJB0VyuNSe g- -10-$ 3-7-11 7-2-14 10-10-1 14-5-12 15-4-4 10-8' 3-7-11 3-7-3 3-7-3 3-7-11 -10-8 4x4 = Scale=149 9 4 11 12 12 00 12 1x4 10 13 1x4 3 5 9 14 2 67 IO R 0 15 16 3x8 I I 8 3x8 I I 3x8 = 7-2-14 14-5-12 7-2-14 7-2-14 Plate Offsets(X,Y)-- (2•Edge,0-0-71,[6•Edge,0-0-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Gnp DOL 1.15 TC 0 31 Vert(LL) -0.24 2-8 >705 240 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 1.15 BC 068 Vert(CT) -029 2-8 >572 180 TCDL 100 Rep Stress Incr YES WB 016 Horz(CT) 0 01 6 n/a n/a BCLL 00 Code IBC2015/TP12014 Matrix-S Weight,59 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No 2 WEDGE Left,2x6 SPF No 2,Right,2x6 SPF No 2 REACTIONS. (Ib/size) 2=927/0-5-8,6=927/0-5-8 Max Horz 2=-182(LC 12) Max Uplift 2=-69(LC 14),6=-69(LC 14) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-928/114,3-4=-696/153,4-5=-696/153,5-6=-928/114 BOT CHORD 2-8=-14/557,6-8=0/537 WEBS 4-8=-111/465 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat. II;Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Exterior(2)7-2-14 to 10-2-14 zone;cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1.15);Category II;Exp B,Partially Exp.;Ct=1.1 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads of NEIN 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads y 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide P� ��W J°�,,� 0 will fit between the bottom chord and any other members S 7)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)2 and 6 This connection Is for uplift only and does not consider lateral forces 8),This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads W 2 F� do v R°FESS1 July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Wit-7473 rev 1010312015 BEFORE USE �• Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPN Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938919 3597OR3 T02GE Common Supported Gable 1 1 Job Reference(ophonal) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23.15 25 2019 Page 1 I D.uH81GglAM9_WQEtKnavHVNyuWBg-80D8uH7ofTCOci01?RX9o9WtEITSVDLh1TFcg2yuNSW -118 22-8.2 45-4-4 46r2-12 0-110-$ 22-8-2 22-8-2 0-1110-8 Scale=178 4 3 75 12 5x6 = 14 63 15 64 16 62 3x6 6011 12 61 13 17 66 18 3x6 59 10 67 19 58 9 20 21 69 57 8 8 22 70 6 56 7 23 71 3x6 %43 54 5 55 24 72 25 73 26 3x6 29 3 27 74 012 28 i0 N 1. 0 0 52 51 50 49 48 47 46 44 43 42 41 40 39 38 36 35 34 '33 32 31 30 4x6 II 75 76 77 78 79 80 81 45 82 83 84 85 86 87 37 88 89 90 91 92 93 94 46 II 3x6 = 3x6 = 45-4.4 45-4-4 Plate Offsets(X,Y)-- [20-3-7,0-1-71,[28,0-3-7,0-1-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 019 Vert(LL) 000 28 n/r 120 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 1 15 BC 018 Vert(CT) 0 00 28 n/r 120 TCDL 100 Rep Stress Incr YES WB 035 Horz(CT) 000 28 n/a n/a SCILL 00 BCDL 100 4 Code IBC2015rrPI2014 Matrix-S Weight 177 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x3 SPF No 2 SLIDER Left 2x3 SPF No 2 1-6-3,Right 2x3 SPF No 2 1-6-3 REACTIONS. All bearings 4544. (lb)- Max Horz 2=-77(LC 14) Max Uplift All uplift 100 Ib or less at loint(s)2,42,43,44,46,47,48,49,50, 51,52,40,39,38,36,35,34,33,32,31,30,28 Max Grav All reactions 250 Ib or less atlolnt(s)except 2=318(LC 58),41=323(LC 113),42=341(LC 21),43=330(LC 111),44=330(LC 110),46=330(LC 109), 47=330(LC 108),48=330(LC 107),49=330(LC 106),50=332(LC 105),51=323(LC 104),52=354(LC 103),40=341(LC 22),39=330(LC 115),38=330(LC 116), 36=330(LC 117),35=330(LC 118),34=330(LC 119),33=330(LC 120),32=332(LC 121),31=323(LC 122),30=354(LC 123),28=318(LC 80) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown WEBS 15-41=-258/0,14-42=-301/117,13-43=-280/78,12-44=-284/69,11-46=-279/70, 9-47=-274/70,8-48=-276/70,7-49=-278/69,6-50=-281/73,5-51=-280/62, 4-52=-298/121,16-40=-301/117,17-39=-280[78,18-38=-284/69,19-36=-279170, 21-35=-274(70,22-34=-276/70,23-33=-278/69,24-32=-281/73,25-31=-280/62, 26-30=-298/121 NOTES- 1)Unbalanced roof live loads have been considered for this design QF NEW 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=2ft;Cat ' y Il;Exp B,enclosed,MWFRS(directional)and C-C Comer(3)-0-10-8 to 2-1-8,Extenor(2)2-1-8 to 22-8-2,Comer(3)22-8-2 to 25-8-2 Q ��W J0 O,p� zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions tr shown;Lumber DOL=1.60 plate gnp DOL=1.60 3)Truss designed for wind loads In the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified budding designer as per ANSI/TPI 1. r 4)TCLL ASCE 7-10;Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1.15),Category II,Exp B,Partially Exp.,Ct=1.1 (ft LU 5)Unbalanced snow loads have been considered for this design. 2� 6)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 38.5 psf on overhangs O �O O 33; non-concurrent with other live loads A 99� 7)All plates are 2x4 MT20 unless otherwise Indicated ESS►�NP� 8)Gable requires continuous bottom chord bearing 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads July 26,2019 0 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with M7ek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall NotN building design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 1 V/� !Tek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938919 3597OR3 T02GE Common Supported Gable 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23.15 27 2019 Page 2 I D*uH 81 G 91AM9_W QEtKnavH V Nyu W Bg-4PLuJz93 B4SkrOAg6sZdtabCk59wz7r_An kjlwyu N SU NOTES- 11)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 12)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s)2,42,43,44,46,47,48,49,50,51,52,40,39,38,36, 35,34,33,32,31,30,28 13)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads ®WARNING-Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSE-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938920 35970R3 T03 Common 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Thu Jul 25 23:15.28 2019 Page 1 I D-uH81G91AM9_WQEtKnavHVNyuWBg-YbvGWJAhyOabTAktgZ4sPo8M1VN7idr7PRUG HMyuNST 3-7-11 7-2-14 10-10-1 14-5-12 15 4 4, 3-7-11 3-7-3 3 7-3 3-7-11 10-8 4x4 = Scale=1 49.9 3 12 00 12 11 12 1x4 \\ 10 13 1x4 2 4 9 14 8 1 6 R 3x8 11 15 7 16 3x8 11 3x8 = 7-2-14 14-5-12 7-2-14 7-2-14 Plate Offsets(X,Y)-- [1.Edge,0-0-7),[5 Edge,0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0 31 Vert(LL) -0.25 1-7 >674 240 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 1 15 BC 070 Vert(CT) -0.31 1-7 >544 180 TCDL 100 Rep Stress Incr YES WB 017 Horz(CT) 0 01 5 n/a n/a BCLL 0 0 Code IBC2015/TPI2014 Matrix-S Weight,58 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing WEBS 2x3 SPF No 2 WEDGE Left,2x6 SPF No 2,Right 2x6 SPF No 2 REACTIONS. (Ib/size) 5=932/0-5-8,1=816/0-5-8 Max Horz 1=-178(LC 12) Max Uplift 5=-71(LC 14),1=-32(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-911/122,2-3=-704/163,3-4=-702/154,4-5=-934/115 BOT CHORD 1-7=-16/568,5-7=0/541 WEBS 3-7=-125/472 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft,Cat ll,Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Intenor(1)3-2-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL.ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1.15);Category ll;Exp B,Partially Exp.,Ct=1.1 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads OF NE�y 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads y 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide P� ��W J0 O� will fit between the bottom chord and any other members S 7)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at 1t(s)5 and 1 This connection is for uplift only and does not consider lateral forces 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along _ the Top Chord and Bottom Chord,nonconcurrent with any other live loads 2 ��O N° 09943'6 �Cr2 v 9oFEss►0NP July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety information available from Truss Plate Institute,218 N Lee Street,Suite 312,Nexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938921 3597OR3 T03GE Common Supported Gable 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Thu Jul 25 23:15 34 2019 Page 1 ID uH81G9iAM9_WQEtKnavHVNyuWBg-NIGYnMESYEKkB5COlgBGf3OPswYc6lTDnNxbVOyuNSN -01- 20-8-2 43-4-4 44,2-12 0-10- 20-8-2 22-8-2 0-10- Scale=1 72 9 3 75 12 5x6 = 61 13 63 14 64 15 3x6 11 12 62 65 16 66 3x6 g 6010 17 67 18 7 58 8 59 92068 21 69 cl! 6 57 22 70 5 56 2371 � 55 2472 3 53 25 73 4x4 z 1 2 26 74 28 27 To 0 52 51 7§ 76 49 77 48 78 47 79 46 80 45 81 44 43 42 82 41 83 40 84 39 85 38 86 37 36 35 87 34 88 33 89 32 90 31 91 30 92 29 93 3x6 II 3x6 = 3x6 = 43-4-4 43-4-4 Plate Offsets(X,Y)-- (27:0-3-3,0-3-10) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 020 Vert(LL) 000 27 n/r 120 MT20 197/144 Snow(Pf/Pg) 3B 5/50.0 Lumber DOL 115 BC 018 Vert(CT) 000 27 n/r 120 TCDL 100 Rep Stress Incr YES WB 036 Horz(CT) 000 27 n/a n/a BCLL 0 0 Code IBC20151TP12014 Matrix-S Weight*173 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing OTHERS 2x3 SPF No 2 SLIDER Right 2x4 SPF No 2 1-6-3 REACTIONS. All beanngs 43-4-4 (lb)- Max Horz 52=-100(LC 14) Max Uplift All uplift 100 Ib or less at joints)52,41,42,44,45,46,47,48,49, 50,51,39,38,37,35,34,33,32,31,30,29,27 Max Grav All reactions 250 Ib or less atjoint(s)except 52=285(LC 81),40=326(LC 114),41=341(LC 21),42=330(LC 112),44=330(LC 111),45=330(LC 110), 46=330(LC 109),47=330(LC 108),48=330(LC 107),49=329(LC 106),511 105),51=304(LC 82),39=336(LC 22),38=330(LC 116),37=330(LC 117),35=330(LC 118),34=330(LC 119),33=330(LC 120),32=330(LC 121),31=332(LC 122), 30=323(LC 123),29=355(LC 124),27=316(LC 80) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-52=-273/61,13-14=-97/262,14-15=-971269 WEBS 14-40=-26310,13-41=-301/117,12-42=-280178,11-44=-284169,9-45=-279/70, 8-46=-274170,7-47=-276/70,6-48=-278170,5-49=-280/69,4-50=-283/87, 15-39=-296/117,16-38=-275178,17-37=-281/69,18-35=-272/70,20-34=-274/70, 21-33=-276/70,22-32=-278/69,23-31=-281/72,24-30=-280/63,25-29=-299/117 NOTES- OF NEIa, 1)Unbalanced roof live loads have been considered for this design �V y 2)11,Ex BS enclosed,MWFRS(directional)and uC)C Corner(3)-0-10-8 Dto 2-1-8,Exner or(2)2-1-8 to 20-82,Corner(3)20-8-2 to 23-8-2 �P� ��W JOy� O� zonePcantilever left and right exposed,end vertical left and right exposed;C-C for members and forces 8r MWFRS for reactions *� QZO QO2 shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry _ (C Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 4)TOLL:ASCE 7-10;Pr--30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15);Pg=50 0 psf(ground snow);Pf=38 5 psf(flat (C1 roof snow Lumber DOL=1.15 Plate DOL=1 15),Category 11,Exp B,Partially Exp,Ct=1.1 2 5)Unbalanced snow loads have been Considered for this design. 6)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 38.5 psf on overhangs �A •099433' non-concurrent with other live loads 7)All plates are 2x4 MT20 unless otherwise indicated. 9�FFSS1�NP 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 cc July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty 1ply BUILDING D ROOF VINEYARD VIEW 137938921 35970R3 T03GE Common Supported Gable 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23 15 36 2019 Page 2 ID.uH81G91AM9_WQEtKnavH VNyu W Bg-J701B2Gi4raSQ0MP8FEkkUTILkE4aCzl FhQhZvyuNSL NOTES- 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)52,41,42,44,45,46,47,48,49,50,51,39,38,37,35, 34,33,32,31,30,29,27 13)This truss has been designed for a moving concentrated load of 250-01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE FDesign valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing I A iTeW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,D5B-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938922 35970R3 T04 Roof Special 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Thu Jul 25 23 15 37 2019 Page 1 ID•uH81G9iAM9_WQEtKnavHVNyu W Bg-nKygPOHKg9lJ2YxbiylzHhOvK7RIJhkSUKAF6LyuNSK 3-7-11 7-2-14 10-10-1 13-11-1 14"5-12 3 7-11 3-7-3 3-7-3 3-1-1 0-6-1 4x4 = Scale=150 1 3 12 DO 12 13 14 1x4 \ 12 15 4x4 \\ 2 4 11 16 10 1x4 II 6x6 = 6 � � 1 I� 17 9 18 8 3x8 I I 7 3x8 = 4x4 = 3x6 11 7-2-14 13-11-1 14"5-}2 7-2-14 6-84 0-6-1 Plate Offsets(X Y)-- [1 Edge 0-0-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0 31 Vert(LL) -027 1-9 >637 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1.15 BC 073 Vert(CT) -0 34 1-9 >502 180 TCDL 100 Rep Stress Incr YES WB 019 Horz(CT) 0 01 7 n/a n/a BCDL 100 Code IBC2015(rP12014 Matrix-S Weight 56 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 5-6 WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left 2x4 SPF No 2 REACTIONS. (Ib/size) 7=837/Mechanical,1=837/Mechanical Max Horz 1=179(LC 13) Max Uplift 7=-35(LC 14)„1=-35(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 1-2=-944/127,2-3=-730/166,3-4=-723/153,4-5=-923/119,6-7=-305/68 BOT CHORD 1-9=-66/589,8-9=-47/585,7-8=-57/564 WEBS 2-9=-256/156,3-9=-127/502,4-9=-256/147,5-8=0/450,5-7=-1095/94 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vuit=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat II,Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Interior(1)13-11-1 to 14-4-8 zone,Cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate gnp DOL=1.60 3)TCLL-ASCE 7-10,Pr--30.0 psf(roof live load.Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38.5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15),Category ll,Exp B;Partially Exp,Ct=1 1,Lu=50-0-0 4)Provide adequate drainage to prevent water ponding 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads OF NE�/ 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members P OP(GW J0 O,p� 7)Refer to girder(s)for truss to truss connections tSO 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,1 * Q 2 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads - X 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord - 2 � 'Lo-09943'5• v 90FESS10NP July 26,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual budding component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938923 3597OR3 T04GE Common Supported Gable 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23 1542 2019 Page 1 ID uH8lG91AM9_WQEtKnavHVNyuWBg-8HIZS5KTfhLc8JpZUWLB_11mg8HU_wTBdctOnYyuNSF 20-8-2 , 43-4-444-2-12 20-8-2 22-B-2 0-10- Scale=1 71 4 3 75 12 5x6 = 12 62 13 63 14 3x6 6p11 9 10 65 16 3x6 8 59 66 17 58 18 19 57 7 67 20 68 "- 56 6 21 69 00 544 55 5 2270 2 52 3 53 237124 72 4x4 1 25 73 27 26 10 0 51 50 7419 75 48 76 47 77 46 78 45 79 44 80 43 42 41 81 40 82 39 83 38 84 37 85 36 35 34 86 33 87 32 88 31 89 30 90 29 91 28 92 3x6 11 3x6 = 3x6 = 43-44 43-4-4 Plate Offsets(X,Y)-- [26 0-3-3,0-3-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(root, 300 Plate Grip DOL 1 15 TC 020 Vert(LL) 000 26 n/r 120 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 1 15 BC 018 Vert(CT) 000 26 n/r 120 TCDL 100 Rep Stress Incr YES WB 035 Horz(CT) 000 26 n/a n/a BCLL 00 ' Code IBC2015/TPI2014 Matrix-S Weight 171 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals. WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing OTHERS 2x3 SPF No 2 SLIDER Right 2x4 SPF No 2 1-6-3 REACTIONS. All beanngs 43-4-4. (lb)- Max Horz 51=-101(LC14) Max Uplift All uplift 100 Ib or less atloint(s)40,41,43,44,45,46,47,48,49, 50,38,37,36,34,33,32,31,30,29,28,26 except 51=-123(LC 82) Max Grav All reactions 250 Ib or less at loint(s)51 except 39=325(LC 114), 40=341(LC 21),41=330(LC 112),43=330(LC 111),44=330(LC 110),45=330(LC 109),46=330(LC 108),47=330(LC 107),48=329(LC 106),49=333(LC 105), 50=320(LC 82),38=333(LC 22),37=330(LC 116),36=330(LC 117),34=330(LC 118), 33=330(LC 119),32=330(LC 120),31=330(LC 121),30=332(LC 122),29=323(LC 123),28=355(LC 124),26=317(LC 80) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 12-13=-98/261,13-14=-98/268 WEBS 13-39=-262/0,1240=-301/117,11-41=-280178,9-43=-284/69,8-44=-279/70, 7-45=-274/70,6-46=-276/70,5-47=-279/70,4-48=-280/69,3-49=-284/113, 2-50=-261/133,14-38=-293/117,15-37=-273f78,16-36=-280/69,17-34=-272/70, 19-33=-274/70,20-32=-276/70,21-31=-278/69,22-30=-281/72,23-29=-280/63, 24-28=-298/117 NOTES- of NE►/1/Y 1)Unbalanced roof live loads have been considered for this design �P V��j1( J0 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft;L=24ft,eave=2ft,Cat II;Exp B,enclosed;MWFRS(directional)and C-C Comer(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 20-8-2,Corner(3)20-8-2 to 23-8-2 zone;cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 fY 3)Truss designed for wind loads In the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 111 Z 4)TCLL•ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=50.0 psf(ground snow);Pf=38 5 psf(flat 2 roof snow Lumber DOL=1 15 Plate DOL=1 15),Category ll;Exp B;Partially Exp.,Ct=1.1 NVQ ti0 0994 33'\ 5)Unbalanced snow loads have been considered for this design. A �� 6)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38.5 psf on overhangs 9 Q. non-concurrent with other live loads �FESSI�N 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. July 26,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev 1010312015 BEFORE USE �• Design valid for use only with MiTekO connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPl1 Quality Cmena,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938923 35970R3 T04GE Common Supported Gable 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23 15.44 2019 Page 2 ID uH81G91AM9_WQEtKnavHVNyuWBg-4gtJtnMIBJbJNdzxcwNc3Ao6KyyySpzU5wM7rRyuNSD NOTES- 10)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)40,41,43,44,45,46,47,48,49,50,38,37,36,34,33, 32,31,30,29,28,26 except(It=1b)51=123. 13)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE Design valid for use only with Mi-reW connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938924 35970R3 T05 Roof Special 2 1 Job Reference(ophonal) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc. Thu Jul 25 23.15 45 2019 Page 1 ID uH8IG91AM9_WQEtKnavHVNyuWBg-YsRi47NLycjA?nY8AeurbNLGKM9hBGbdJa6gOtyuNSC r 3-7 7-2714 - -5-12 3 3-- 2-59 1-2-3-7-11 4x4 = Scale=149 7 3 12 00 12 13 14 1x4 15 12 1x4 2 4 11 16 4x4 = 4x4 = 10 17 6 1 rn 00 18 9 19 8 20 3x8 I I 7 3x8 = 1x4 II 4x4 = 7-2-14 13-3-9 14-5-12, 7-2-14 6-0-12 1-2-3 Plate Offsets(X,Y)-- (1:Edge,0-0-7),r5,0-2-0,0-3-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 031 Vert(LL) -0.26 1-9 >649 240 MT20 197/144 Snow(Pf/Pg) 38 5150 0 Lumber DOL 1 15 BC 072 Vert(CT) -0.34 1-9 >507 180 TCDL 100 Rep Stress Incr YES WB 033 Horz(CT) 0 01 7 n/a n/a BCLL 0 0 * Code IBC2015(rP12014 Matrix-S Weight-58 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 5-6 WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left-2x4 SPF No 2 REACTIONS. (Ib/size) 7=837/Mechanical,1=837/Mechanical Max Horz 1=187(LC 13) Max Uplift 7=-35(LC 14),1=-34(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-945/128,2-3=-731/167,3-4=-724/149,4-5=-866/115,5-6=-634/55,6-7=-830/77 BOT CHORD 1-9=-97/589,8-9=-70/583 WEBS 2-9=-256/156,3-9=-1 2 815 04,4-9=-254/143,5-8=-678/124,6-8=-98/960 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=oft;Cat Il,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Interlor(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Interior(1)13-3-9 to 14-4-8 zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1 60 3)TCLL:ASCE 7-10,Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15),Pg=50 0 psf(ground snow),Pf=3B.5 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1.15);Category ll;Exp B;Partially Exp,Ct=1.1,Lu=50-0-0 4)Provide adequate drainage to prevent water ponding 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads of NE[�/ 6)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide y will fit between the bottom chord and any other members P� ��W J0 O,A� 7)Refer to girder(s)for truss to truss connections S 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,1. 9)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads _ cc 10)Graphical purlln representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 2 � mak, 099433• �2 v PESS10 July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev 10/03/2015 BEFORE USE �• Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 1 VI!Tek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSirrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938925 3597OR3 T06 Roof Special 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc. Thu Jul 25 23.15.46 2019 Page 1 ID uH81G91AM9_WQEtKnavHVNyuWBg-12?41TOzjwrldx7K1LP48buR4mV?wlgnYErDwKyuNSB 3-7-117-2-14 10-10-1 12-8-2 14-5-12 3-7-11 3 7-3 3-7-3 1-10-1 1-9-10 4x4 = Scale 1/4"=1' 3 12 00 12 13 14 1x4 \\ 12 15 1x4 2 4 11 18 1x4 II 5x6 = 6 10 17 1 V N 18 9 19 8 20 3x8 II 7 3x8 = 1x4 II 4x4 = 7-2-1412-8-2 14-5-12 7-2-14 5-5 4 1-9-10 Plate Offsets(X,Y)-- [1:Edge,0-0-7],[5.0-2-4,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0 31 Vert(LL) -026 1-9 >665 240 MT20 197/144 Snow(Pf/Pg) 38.5/50 0 Lumber DOL 115 BC 0 72 Vert(CT) -033 1-9 >515 180 TCDL 100 Rep Stress Incr YES WB 0 21 Horz(CT) 0 01 7 n/a n/a BCLL 0 0 ' Code IBC2015/TPI2014 Matnx-S Weight 59 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.)-5-6 WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEDGE Left-2x4 SPF No 2 REACTIONS. (Ib/size) 7=837/Mechanical,1=837/Mechanical Max Horz 1=195(LC 13) Max Uplift 7=-36(LC 14),1=-34(LC 14) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-946/129,2-3=-731/168,3-4=-727/150,4-5=-837/115,6-7=-285/28 BOT CHORD 1-9=-126/589,8-9=-91/586,7-8=-93/584 WEBS 2-9=-256/155,3-9=-130/508,4-9=-259/142,5-7=-907/112 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind.ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat ll;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-0-12 to 3-0-12,Intenor(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Intenor(1)12-8-2 to 14-4-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL ASCE 7-10;Pr-30.0 psf(roof live load*Lumber DOL=1 15 Plate DOL=1 15),Pg=50.0 psf(ground snow),Pf=38.5 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1.15),Category 11,Exp B,Partially Exp,Ct=1 1,Lu=50-0-0 4)Provide adequate drainage to prevent water ponding 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. pF NEW 6).This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide y will fit between the bottom chord and any other members 110 0 7)Refer to girder � s)for truss to truss connections SO 8)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s)7,1. * Q= 2 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord LU 2 � s 099433• �? v R�FESSIONP July 26,2019 ®WARNING-verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 10/03/2015 BEFORE USE �• Design valid for use only with MtTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIlrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938926 35970R3 T07 Roof Special 2 1 Job Reference(ophonal) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23.15 48 2019 Page 1 ID uH8lG91AM9_WQEtKnavHVNyuWBg-zR6gj9PEFX5lsEGjrmRYDOznZZBXOeg3OYKK_CyuNS9 L 3-7-11 7-2-14 10-10-1 12-0-9, 14-5-12 3-7-11 3 7-3 3-7-3 1-2-9 2-5- 4x4 = Scale 1/4"=1' 3 12 00 12 13 14 1x4 \\ 12 15 1x4 2 4 11 16 6x6 = 1x4 II 6 10 7 18 rn JQt 1 N 6 19 9 20 8 21 3x8 I 7 3x8 = 1x4 II 4x4 = 7-2-1412-0-9 14-5-12 7-2-14 4-9-12 2.. Plate Offsets(X,Y)— [1:Edge,0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0 31 Vert(LL) -025 1-9 >686 240 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 1 15 BC 072 Vert(CT) -0.33 1-9 >521 180 TCDL 100 Rep Stress Incr YES WB 030 Horz(CT) 0 01 7 n/a n/a BCLL 0 0 ' Code IBC2015lrP12014 Matrix-S Weight 60 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-94 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 5-6 WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEDGE Left.2x4 SPF No 2 REACTIONS. (Ib/size) 7=837/Mechanical,1=837/Mechanical Max Horz 1=203(LC 13) Max Uplift 7=-36(LC 14),1=-33(LC 14) FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-945/130,2-3=-731/169,3-4=-727/151,4-5=-798/116,6-7=-285/32 BOT CHORD 1-9=-155/588,8-9=-108/590,7-8=-109/588 WEBS 2-9=-256/155,3-9=-131/509,4-9=-267/142,5-8=-20/259,5-7=-889/125 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind'ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6.Opsf,BCDL=6 Opsf,h=25ft;B=4511;L=2411,eave=4ft,Cat Il,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Intenor(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Intenor(1)12-0-9 to 14-4-8 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL:ASCE 7-10,Pr-30.0 psf(roof live load*Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38.5 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1.15),Category Il,Exp B,Partially Exp.,Ct=1.1,Lu=50-0-0 4)Provide adequate drainage to prevent water ponding 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads of NEIN 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� yA YO�� will fit between the bottom chord and any other members JD �P W 7)Refer to girder(s)for truss to truss connections Q SO 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atloint(s)7,1. * QZ 2 9)This truss has been designed for a moving concentrated load of 250 OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads _ 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord t!J 2 �0•09943'b, v 9�FESS1 July 26,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev 1010312015 BEFORE USE �� Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and braung of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938927 35970R3 T08 Roof Special 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23.15.49 2019 Page 1 ID.uH81 G9iAM9_WQEtKnavHVNyu W Bg-RdgCwVQsOrDcUOrvPUznmDWwl zXr75_DEC4tXeyu NSB 3-7-11 7-2-14 11-5-1 14-5-12 3-7-11 3-7-3 4-2 4 3-0-10 4x4 = Scale 1/4"=1' 3 1200 12 12 13 1x4 11 14 , 6x6 = 4x4 = 2 10 16 5 15 9 r; rn 1 17 8 18 7 19 3x8 I 6 3x8 = 4x4 = 1x4 I 7-2-1411-5-1 14-5-12 7-2-14 4-2 4 3-0-10 Plate Offsets(X,Y)-- [1:Edge,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In ([cc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 040 Vert(LL) -0.24 1-8 >707 240 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 1.15 BC 0 71 Vert(CT) -0.33 1-8 >526 180 TCDL 100 Rep Stress Incr YES WB 030 Horz(CT) 0 01 6 n/a n/a BCLL 00 Code IBC2015/TP12014 Matnx-S Weight 62 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 4-5 WEBS 2x3 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 cc bracing. WEDGE Left 2x4 SPF No 2 REACTIONS. (Ib/size) 6=837/Mechanical,1=837/Mechanical Max Horz 1=21O(LC 13) Max Uplift 6=-37(LC 14),1=-32(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 1-2=-943/131,2-3=-729/170,3-4=-738/138,4-5=-589/111,5-6=-802/127 BOT CHORD 1-8=-183/586,7-8=-123/607 WEBS 2-8=-253/153,3-8=-109/470,4-8=-257/130,4-7=-630/139,5-7=-128/888 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft,L=24ft;eave=4ft;Cat II;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Intenor(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Interior(l)11-5-1 to 14-4-8 zone,cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL•ASCE 7-10,Pr--30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow);Pf=38.5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15),Category Il;Exp B;Partially Exp;Ct=1 1,Lu=50-0-0 4)Provide adequate drainage to prevent water ponding 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. of NEIN 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide y will fit between the bottom chord and any other members P� �(GW Joy 7)Refer to girder(s)for truss to truss connections SO 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at tolnt(s)6,1 * Q= 2 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads Q 10) Graphical purlln representation does not depict the size or the orientation of the purlln along the top and/or bottom chord 1 W t"2 2 -0,994 v 9°FESSIO July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE ' Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938928 35970R3 T09 Roof Special 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Thu Jul 25 23 15 50 2019 Page 1 ID:uH81G9iAM9_WQEtKnavHVNyuWBg-vgEbBgRUm9LT6YQ5yBU01 R26YNt9sYUMTspR35yuNS7 3-7-11 7-2-14 10-9-10 14-5 12 3-7-11 3-7-3 3-6-12 4x4 = Scale*1/4"=1' 3 12 13 1200 12 1x4 \\ 11 14 6x6 = 44 = 5 2 10 15 16 9 m N V' `JQ�t 1 6 17 8 18 7 19 3x8 I 6 3x8 = 4x4 = 2x4 II 7-2-14 10-9 10 14-5 12 7-2-14 3-6-12 3-8-3 _Plate Offsets(X,Y)-- [1 Edge,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ildefl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0.35 Vert(LL) -024 1-8 >723 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1.15 BC 0 71 Vert(CT) -0.32 1-8 >532 180 TCDL 100 Rep Stress Incr YES WB 029 Horz(CT) 001 6 n/a n/a BCLL 00 Code I13C20151TPI2014 Matnx-S Weight,63 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 4-5 WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left-2x4 SPF No.2 REACTIONS. (Ib/size) 6=837/Mechanical,1=837/Mechanical Max Horz 1=218(LC 13) Max Uplift 6=-38(LC 14),1=-31(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-943/133,2-3=-729/172,3-4=-715/150,4-5=-567/117,5-6=-797/141 BOT CHORD 1-8=-209/587,7-8=-131/582 WEBS 2-8=-256/156,3-8=-129/503,4-8=-260/131,4-7=-589/138,5-7=-129/841 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat II;Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Intenor(1)10-9-10 to 14-4-8 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate gnp DOL=1 60 3)TCLL ASCE 7-10;Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38.5 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1.15),Category 11,Exp B,Partially Exp,Ct=1.1,Lu=50-0-0 4)Provide adequate drainage to prevent water ponding 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads of NEW 6)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members �P� �(GW J01 O� 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)6,1. 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads _ 10) Graphical purlin representation does not depict the size or the orientation of the purlln along the top and/or bottom chord m < w 2 �0 099433 �li� v 9°FESS1 July 26,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10103/2015 BEFORE USE �• Design valid for use only with Ml Tek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrTPl1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Inshtute,218 N Lee Street,Surte 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938929 3597OR3 T10 Roof Special 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23 15 51 2019 Page 1 ID uH81G9iAM9_WQEtKnavHVNyuWBg-NOozLAR6XSTK1i?HWv?FrebG9nDUb?kWiWz_bXyuNS6 3-7-11 7-2-14 10-2-2 14-5-12 3.7-11 3-7-3 2-11 4 4-3-11 4x4 = Scale 1/4"=1' 3 13 12 00 12 12 6x6 = 4x4 = 1x4 \\ 5 11 2 14 15 10 9 a 1 16 8 17 7 18 3x8 I I 6 3x8 = 4x4 = 2x4 II 7-2-14 10-2-2 14-5-12 7-2-14 2-11-4 4-3-11 Plate Offsets(X,Y)-- f1•Edge,0-0-71 LOADING (psfl SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 042 Vert(LL) -023 1-8 >741 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 070 Vert(CT) -032 1-8 >541 180 TCDL 100 Rep Stress Incr YES WB 029 Horz(CT) 0.01 6 n/a n/a BCLL 0 0 ' Code IBC2015/TPI2014 Matrix-S Weight 65 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-9-5 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 4-5. WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left:2x4 SPF No.2 REACTIONS. (Ib/size) 6=837/Mechanical,1=837/Mechanical Max Horz 1=226(LC 13) Max Uplift 6=-53(LC 11),1=-30(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-943/134,2-3=-729/173,3-4=-695/163,4-5=-546/124,5-6=-793/154 BOT CHORD 1-8=-234/588,7-8=-142/557 WEBS 2-8=-258/159,3-8=-150/540,4-8=-275/137,4-7=-554/142,5-7=-135/798 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat II,Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Intenor(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-2 zone,Cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL ASCE 7-10,Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38.5 psf(flat roof snow,Lumber DOL=1.15 Plate DOL=1.15),Category ll;Exp B;Partially Exp;Ct=1.1,Lu=50-0-0 4)Provide adequate drainage to prevent water ponding 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads of NEW 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide y will fit between the bottom chord and any other members Jo/yti O,A� 7)Refer to girder(s)for truss to truss connections s 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,1. * �2 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord < �W 2( Ali�0•09g433, 9�FESSIV'- v July 26,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10103/2015 BEFORE USE �" Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and property Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDINGID ROOF VINEYARD VIEW 137938930 3597OR3 T11 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MiTek Industries,Inc. Thu Jul 25 23.15:52 2019 Page 1 I D.uH 81G9iAM9_WQEtKn avHVNyuW Bg-rCMLY W S kl mbBLsaU4cW UOsBPjAZQKRGfwAIY7zyu NS5 10- 3-7-11 7-2-14 9-6-9 14-5-12 10-8 3-7-11 3-7-3 2-3-11 4-11-3 4x4 = Scale 114"=1' 4 13 6x6 = 4x4 = 12 8 12 00 12 1x4 \\ 11 14 15 3 10 19 in 2 16 9 17 8 18 3x8 17 3x8 = 44 = 2x4 II 7-2-14 9-6-914-5-12 7-2-14 2-3-11 4-11-3 Plate Offsets(X,Y)-- [2.Edge 0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0 56 Vert(LL) -020 2-9 >839 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 115 BC 065 Vert(CT) -0.28 2-9 >614 180 TCDL 100 Rep Stress Incr YES WB 033 Horz(CT) 0 01 7 n/a n/a BCLL 00 Code IBC2015/TP12014 Matrix-S Weight 68 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-2 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.) 5-6. WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left,2x6 SPF No 2 REACTIONS. (Ib/size) 7=823/Mechanical,2=939/0-5-8 Max Horz 2=242(LC 13) Max Uplift 7=-72(LC 11),2=-65(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-938/122,3-4=-706/162,4-5=-661/166,5-6=-512/125,6-7=-775/167 BOT CHORD 2-9=-252/554,8-9=-154/521 WEBS 4-9=-152/550,5-9=-308/143,5-8=-501/151,6-8=-142/741 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat ll;Exp B;enclosed;MWFRS(directional)and C-C Extertor(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 9-6-9 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10,Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50.0 psf(ground snow),Pf=38 5 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1.15);Category 11;Exp B,Partially Exp.,Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads ! QF NEHr 5)Provide adequate drainage to prevent water ponding 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads Q-o��W J0 0 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S will fit between the bottom chord and any other members 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 _ 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atlt(s)2.This connection is for uplift only and does not consider lateral forces 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 'L the Top Chord and Bottom Chord,nonconcurrent with any other live loadsO 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chard �A 09g433� �lG� 9°FEss10 July 26,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE • Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Nil building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSIM9 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938931 35970R3 T12 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23 15 53 2019 Page 1 ID:uH8IG91AM9_WQEtKnavHVNyuWBg-JPw1msTM34k2z09geJ 11w3g WXavp2tdp9g25gQyuNS4 10- 3-7-11 7-2-14 8-11-1 14-5-12 10-8 3-7-11 3-7-3 1-8-3 5-6-11 4x4 = Scale 1/4"=1' 4 13 64x4 = x6 = 6 12 1200 12 14 1x4 3 10 2 15 9 16 8 17 3x8 I 7 3x8 = 4x4 = 4x4 II 7-2-148-11-1 14-5-12 r 7-2-14 1-8-3 5-6-11 Plate Offsets(X,Y)-- [2:Edge,0-0-7],[5 0-3-0,0-3-41,17 Edge 0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In ([cc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0 81 Vert(LL) -020 2-9 >866 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1.15 BC 0.64 Vert(CT) -0.27 2-9 >632 180 TCDL 100 Rep Stress Incr YES WB 039 Horz(CT) 0 01 7 n/a n/a BCLL 0 0 ' Code IBC2015/TPI2014 Matrix-S Weight,70 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-2 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(5-10-6 max):5-6 WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEDGE Left:2x6 SPF No 2 REACTIONS. (Ib/size) 7=823/Mechanical,2=939/0-5-8 Max Horz 2=250(LC 13) Max Uplift 7=-89(LC 11),2=-64(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-938/120,3-4=-706/159,4-5=-660/178,5-6=-490/132,6-7=-771/182 BOT CHORD 2-9=-274/555,8-9=-170/497 WEBS 4-9=-169/610,5-9=-357/155,5-8=-469/165,6-8=-154/703 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Extertor(2)7-2-14 to 8-11-1 zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10,Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50.0 psf(ground snow),Pf=38 5 psi(flat roof snow:Lumber DOL=1 15 Plate DOL=1.15),Category II;Exp B;Partially Exp.,Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads ! of NE�/ 5)Provide adequate drainage to prevent water ponding V y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. Q� ��W J0 7).This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S will fit between the bottom chord and any other members 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7 CC 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)2 This connection is for uplift only and does not consider lateral forces C� Lll 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 2 the Top Chord and Bottom Chord,nonconcurrent with any other live loads �� �{/O 12)Graphical purlln representation does not depict the size or the orientation of the purlin along the top and/or bottom chord �A "099433' R�FESSIONP July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE ° Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938932 35970R3 T13 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Thu Jul 25 23.15.55 2019 Page 1 ID.uH81G91AM9_WQEtKnavHVNyuWBg-Gn1 UBYVdbh_ICJJ3lk3B?UmrI0cRWma5d8XCklyuNS2 p-10-Q 3-7-11 7-2-14 a-3-10 14-5-12 d-10-8i 3-7-11 3-7-3 ti-0-12 6-2-3 4x4 = Scale 1/4"=1' 4 13 5x8 \\ 4x4 = 6 1541 1541 12 14 12 00 12 1x4 \\ 11 3 rn 00 m 10 2 15 9 16 8 17 18 3x8 11 7 3x8 = 4x4 = 44 II 7-2-14a-3-10, 14-5-12 7-2-14 0-12 6-2-3 Plate Offsets(X,Y)-- [2 Edge,0-0-71,[5 0-4-0,0-2-61,[7 Edge,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 086 Vert(LL) -019 2-9 >891 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1.15 BC 063 Vert(CT) -026 2-9 >652 180 TCDL 100 Rep Stress Incr YES WB 049 Horz(CT) 0 01 7 n/a n/a BCLL 0 0 Code IBC2015/TPI2014 Matnx-S Weight*72 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(4-1-0 max.) 5-6. WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE WEBS 1 Row at midpt 6-7 Left.2x6 SPF No 2 REACTIONS. (Ib/size) 7=823/Mechanical,2=939/0-5-8 Max Horz 2=257(LC 13) Max Uplift 7=-106(LC 11),2=-62(LC 14) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-938/118,3-4=-706/157,4-5=-6761188,5-6=-467/139,6-7=-768/198 BOT CHORD 2-9=-295/560,8-9=-187/471 WEBS 4-9=-181/690,5-9=-463/166,5-8=-436/185,6-8=-169/663 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat ll,Exp B;enclosed,MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Extertor(2)7-2-14 to 8-3-10 zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1.60 3)TCLL ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15),Category Il;Exp B,Partially Exp,Ct=1.1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads of NEW 5)Provide adequate drainage to prevent water ponding }� 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. P� ��W J0 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide `r0 will fit between the bottom chord and any other members,with BCDL=10.Opsf * QZ 2 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) _ 7=106 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)2 This connection is for uplift only m 1 W and does not consider lateral forces 2 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along S�Q �O" the Top Chord and Bottom Chord,nonconcurrent with any other live loads A 994 12)Graphical purlm representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 9 Q` �FESSIDN July 26,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 10/03/2015 BEFORE USE. �" Design valid for use only vnth MITek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly Incorporate this design Into the overall p�A building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 'MITek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPN Quality Criteria,DSB49 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938933 3597OR3 T14 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23.15.56 2019 Page 1 ID uH81G91AM9_WQEtKnavHVNyuWBg-k_bsOuVFM?6cgTtFJSbQYil2nowBFC7FroGIGlyuNS1 -Q-10-l1 3-7-11 7-2-14 718- 14-5-12 d-10-8' 3-7-11 3-7-3 0 5 4 6-9-11 6x6 Scale=149 9 4 6x6 = 4x4 II 13 6 11 12 00 12 1 x4 �� 10 3 Y r 9 2 ' 14 8 15 3x8 11 7 4x4 = 4x4 = 7-8-2 14-5-12 7-8-2 6-9-11 Plate Offsets(X,Y)-- [2 Edge,0-0-71,[4 Edge,0-2-81,[6 Edge,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 075 _ Vert(LL) -028 2-8 >603 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 073 Vert(CT) -037 2-8 >462 180 TCDL 100 Rep Stress Incr YES WB 053 Horz(CT) 0 01 7 n/a n/a BCLL 0 0 * Code IBC2015(rP12014 Matrix-S Weight 63 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2*Except* TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc purlins, 5-6 2x4 SPF 210OF 1 8E except end verticals,and 2-0-0 oc purlins(6-0-0 max) 5-6 BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x3 SPF No 2 WEBS 1 Row at micipt 5-7 WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 7=823/Mechanical,2=939/0-5-8 Max Horz 2=265(LC 13) Max Uplift 7=-124(LC 11),2=-60(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-922/115,3-4=-681/148,6-7=-332/90 BOT CHORD 2-8=-311/567,7-8=-203/457 WEBS 5-8=0/406,5-7=-618/187 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat Il;Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Exterior(2)7-2-14 to 7-8-2 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1.60 3)TCLL ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15),Category II,Exp B,Partially Exp,Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38 5 psf on overhangs �! of NE�/�/Y non-concurrent with other live loads V 5)Provide adequate drainage to prevent water ponding P o��W Jo�y� 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. S 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members,with BCDL=10 Opsf 8)Refer to girder(s)for truss to truss connections r 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=lb) 7=124 (ft 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)2 This connection is for uplift only 'L and does not consider lateral forces NVQ �O.O 3�; 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along A 994 V� the Top Chord and Bottom Chord,nonconcurrent with any other live loads 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord �PFSSIO July 26,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not �- a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Cntena,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety,lnformation available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938934 35970R3 T15 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Thu Jul 25 23 15 57 2019 Page 1 ID uH81G91AM9_WQEtKnavHVNyuWBg-CA9EcEWt71ETRdSRt96f5vrHFBID_gUO4SOJpByuNSO 10-2-13 -10-8 3-1-9 6-2-11 a-7-7 &7-10 14-5-12 -10-8 -1-2 2-4-12 1-0-3 7-3 4-2-15 4x4 = Scale 1/4"=1' 5x10 = 6 6x8 = 4x4 I 6x6 = 8 17 4 18 19 16 15 1200 12 1x4 O 3 N r= 14 13 2 20 12 21 11 22 10 23 3x8 I I 9 3x8 = 1x4 II 3x8 = 4x6 = 6-2-11 , 8-7-7 10-2-13 i 14-5-12 6-2-11 2 4-12 1-7-6 4.2-15 Plate Offsets(X,Y)-- [2•Edge,0-0-7],[4 0-4-3,Edge],[7 0-3-4,Edge],[B.Edge,0-2-8] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 051 Vert(LL) -013 2-12 >999 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 115 BC 0 55 Vert(CT) -018 2-12 >965 180 TCDL 100 Rep Stress Incr YES WB 046 Horz(CT) 0 01 9 n/a n/a BCLL 0 0 ' Code IBC2015/TP12014 Matrix-S Weight.87 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 Dc purlins(6-0-0 max.) 4-5,7-8. WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE WEBS 1 Row at mldpt 7-9 Left.2x6 SPF No.2 REACTIONS. (Ib/size) 9=823/Mechanical,2=939/0-5-8 Max Horz 2=263(LC 13) Max Uplift 9=-113(LC 11),2=-61(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-949/126,3-4=-746/158,4-5=-451/148,5-6=-433/179,6-7=-508/174,8-9=-290/69 BOT CHORD 2-12=-326/564,11-12=-197/424,10-11=-196/425,9-10=-166/360 WEBS 5-10=-428/151,6-10=-171/494,7-9=-692/182 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft;L=24ft,eave=4ft,Cat II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 6-2-11,Extenor(2)6-2-11 to 10-2-13,Intenor(1)10-2-13 to 14-4-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10,Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15),Pg=50 0 psf(ground snow),Pf=38.5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category ll;Exp B,Partially Exp.;Ct=1-1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads of NE►N 5)Provide adequate drainage to prevent water ponding vY y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads P� ��W JO/y� 0,p� 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide s will fit between the bottom chard and any other members * Q� 02 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=lb) _ 9=113. 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s)2 This connection is for uplift only (f1 f and does not consider lateral forces 2 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads �A 0894A �lr� 12)Graphical puriln representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. R P� PS S10 July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is baseddronly upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPlt Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterrield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938935 35970R3 T16 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23 15.59 2019 Page 1 ID uH81G9iAM9_WQEtKnavHVNyuWBg-8ZH_OvY7fwUBhxcq_a87AKwdq?OgSUNhXmVPt3yuNS_ 10- 4-10-11 7-3-7 9 7-10 10-10-5 14-5-12 -10-8 4-10-11 2 4-12 2-4-3 1-2-11 3-7-7 4x4 = Scale 1/4°=1' 5 16 6x6 = 4x4 II 5x6 = 15 7 5x6 = 7 18 3 14 12 00 12 0 13 19 m 12 2 19 11 20 10 21 9 22 4x8 11 8 1x4 II 4x4 = 3x8 = 4x4 = 4-10-11 7-3-7 10-10-5 14-5-12 4-10-11 2 4 12 3-6-14 3-7-7 Plate Offsets(X Y)-- [2•Edge,0-0-71,[3.0-3-9,0-2-81,[6 0-1-12,Edge],[7•Edge,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Gnp DOL 1 15 TC 044 Vert(LL) -0.07 2-11 >999 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1.15 BC 042 Vert(CT) -0.09 2-11 >999 180 TCDL 100 Rep Stress Incr YES WB 0 89 Horz(CT) 0 01 8 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight 78 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-2-10 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.) 3-4,6-7. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left:2x6 SPF No.2 REACTIONS. (Ib/size) 8=823/Mechanical,2=939/0-5-8 Max Horz 2=256(LC 13) Max Uplift 8=-89(LC 11),2=-62(LC 14) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-953/121,3-4=-562/145,4-5=-461/165,5-6=-548/213,7-B=-284/62 BOT CHORD 2-11=-258/525,10-11=-258/523,9-10=-216/563,8-9=-148/353 WEBS 3-11=0/333,4-9=-499/125,5-9=-206/469,6-8=-717/169 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat II,Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 4-10-11,Extenor(2)4-10-11 to 10-10-5,Interior(1)10-10-5 to 14-4-8 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1.60 3)TCLL ASCE 7-10,Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category ll,Exp B,Partially Exp,Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads of NEIN 5)Provide adequate drainage to prevent water ponding Y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads P� ��W JOyN 0. 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S will fit between the bottom chard and any other members 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)B _ 10)One RT4 USP connectors recommended to connect truss to beanng walls due to UPLIFT at jt(s)2 This connection is for uplift only and does not consider lateral forces 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 'L the Top Chord and Bottom Chord,nonconcurrent with any other live loadsN� NO 12)Graphical purim representation does not depict the size or the orientation of the purlin along the top and/or bottom chord �A 099433� , R�FESSIONP July 26,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design,s based only upon parameters shown,and for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nit building design Bracing indicated,s to prevent buckling of,nd,wdual truss web and/or chord members only Additional temporary and permanent bracing MiTek• ,s always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Rdge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938936 3597OR3 T17 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23.16 00 2019 Page 1 ID uH81G91AM9_WQEtKnavHVNyuWBg-cirNEFYmQDc214BOYIfMIYTpFPLIBzygmPEzPWyuNRz - -10- 3-6-11 5-11-7 9-7-10 11-5-13 14-5-12 10-8 3-6-11 2 4-12 3-8-3 1-10-3 2-11-15 4x4 = Scale 1/4'=1' 5 17 2x4 11 5x6 = 16 7 5x6 = 18 5x6 = 15 3 14 12 00 12 14 N 13 12 2 19 11 20 10 21 9 22 3x8 18 1x4 II 4x4 = 3x8 = 4x4 = 3-6-11 5-11-7 11-5-13 14-5-12 3-6-11 2 4-12 5-6-6 2-11-15 Plate Offsets(X Y)-- f2 Edge,0-0-71 (3,0-3-9,0-2-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 033 Vert(LL) -0.09 9-10 >999 240 MT20 197/144 Snow(Pf/Pg) 38 5150 0 Lumber DOL 1.15 BC 048 Vert(CT) -0.12 9-10 >999 180 TCDL 100 Rep Stress Incr YES WB 074 Horz(CT) 0 01 8 n/a n/a BCLL 0 0 ' Code IBC2015ITP12014 Matnx-S Weight*75 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(6-0-0 max.) 3-4,6-7 WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEDGE Left 2x6 SPF No.2 REACTIONS. (Ib/size) 8=823/Mechanical,2=939/0-5-8 Max Horz 2=248(LC 13) Max Uplift 8=-64(LC 11),2=-64(LC 14) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-974/120,3-4=-741/142,4-5=-516/147,5-6=-541/209,7-8=-279/54 BOT CHORD 2-11=-263/559,10-11=-263/558,9-10=-234/747,8-9=-127/342 WEBS 3-11=-30/291,3-10=-28/365,4-9=-583/134,5-9=-169/378,6-8=-746/151 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=4ft,Cat Il,Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 3-6-11,Extenor(2)3-6-11 to 11-5-13,Intenor(1)11-5-13 to 14-4-8 zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TOLL:ASCE 7-10,Pr=30.0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38.5 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1 15);Category II;Exp B,Partially Exp.;Ct=1.1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38.5 psf on overhangs c non-concurrent with other live loads iOr NES(/ 5)Provide adequate drainage to prevent water ponding y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads P� ��W Joy 7).This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S will fit between the bottom chord and any other members * Q= 02 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)8 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at 1t(s)2 This connection is for uplift only and does not consider lateral forces Rt ` f Z 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads N� �O 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord �A •09g4531 R�FESS1 July 26,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 10/03/2015 BEFORE USE aaaaaa �• Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938937 35970R3 T18 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23 16 02 2019 Page 1 ID uH81G9iAM9_WQEtKnavHVNyuWBg-Z7y7fxa0yrsmYOLPfihgozY76C1 Ufuc7EB4TOyuNRx Q-10-EI 2-2-11 4-7-7 9-7-10 12-1-5 14-5-12 10-8 2-2-11 2 4-12 5-0-3 2-5-11 2-4-7 4x4 = Scale 1/4"=1' 5 17 5x6 = 4x4 = 7 16 15 18 6x8 = 5x6 = 1 00 12 3 0 m 14 v� 13 2 19 19 12 20 11 21 10 22 9 23 3x8 11 8 1 x4 14x4 = 3x8 = 4x4 = 2x4 2-2-11 4-7-7 9-7-10 12-1-5 14-5-12 2-2-11 2-4-12 5-0-3 2-5-11 2-4-7 Plate Offsets(X,Y)-- [2.Edge,0-0-7),[3 0-3-9,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 050 Vert(LL) -0.08 10-11 >999 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 048 Vert(CT) -0.11 10-11 >999 180 TCDL 100 Rep Stress Incr YES WB 060 Horz(CT) 0 01 8 n/a n/a BCLL 0 0 * Code IBC2015/TPI2014 Matrix-S Weight 73 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(5-8-1 max) 3-4,6-7 WEBS 2x3 SPF No 2 " BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEDGE Left.2x6 SPF No.2 REACTIONS. (Ib/size) 8=823/Mechanical,2=939/0-5-8 Max Horz 2=240(LC 13) Max Uplift 8=-39(LC 11),2=-65(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-973/114,3-4=-1018/159,4-5=-686/145,5-6=-553/164,6-7=-297/112, 7-8=-792/138 BOT CHORD 2-12=-251/566,11-12=-251/564,10-11=-252/1035,9-10=-106/309 WEBS 3-12=-57/266,3-11=-81/687,4-11=-426/116,4-10=-752/175,5-10=-105/375, 6-9=-657/159,7-9=-127/736 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat 11,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 4-7-7,Interior(1)4-7-7 to 9-7-10,Extenor(2)9-7-10 to 12-1-5 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces 8r MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL•ASCE 7-10;Pr=30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15);Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category II,Exp B,Partially Exp,Ct=1.1,Lu=50-0-0 OF NEIN 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38 5 psf on overhangs y non-concurrent with other live loads Q� ��W JO/Y O,p� 5)Provide adequate drainage to prevent water ponding s 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads * Q= 02 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members lr 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)8 m t Z 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at 1t(s)2 This connection is for uplift only and does not consider lateral forces (Pi �O 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along �A 099433 <1 the Top Chord and Bottom Chord,nonconcurrent with any other live loads 9 PV 12)Graphical purlln representation does not depict the size or the orientation of the purlin along the top and/or bottom chord �FE$Slo— July 26,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE MWW Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Budding Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Jab Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938938 3597OR3 T19 Roof Special Girder 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23.16.03 2019 Page 1 ID.uH8l G9iAM9_WQEtKnavHVNyuWBg-1 KW VsHbelB_d9YwbDQD3KA5LpcMoOOaHSNTd?ryuNRw 0-10-11 -10- 3-3-7 6-5-8 &7-10 12-8-13 14-5-12 -10-8 2-0-12 3-2-2 3-2-2 3-1-3 1-8-15 0-10-11 4x4 = Scale=154 5 6 18 19 4x4 = 3x6 // 5x6 = 8 5 20 4x6 = 17 12 12 5x6 = m 3 15 4 14 21 13 22 12 23 11 24 10 25 9 46 = 3x6 = 44 = 3x8 = 4x4 =2x4 II 2x4 II NAILED NAILED Ot10-11 3-3-7 6-5-8 9-7-10 12-8-13 14-5-12 0-10-1 2 4-12 3-2-2 3-2-2 3-1-3 1-8-15 Plate Offsets(X,Y)-- [2:0-6-0,0-0-4),[3,0-3-9,0-2-8),[4.0-1-12,0-2-12),[13:0-2-8,0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0 31 Vert(LL) -006 12-13 >999 240 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 1 15 BC 0 54 Vert(CT) -009 12-13 >999 180 TCDL 100 Rep Stress Incr NO WB 042 Horz(CT) 0 01 9 n/a n/a BCLL 0 0 ' Code IBC2015/TP12014 Matnx-S Weight 82 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc purlins, BOT CHORD 2x6 SPF No 2 except end verticals,and 2-0-0 oc purlins(4-4-13 max):3-4,7-8. WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 9=831/Mechanical,2=965/0-5-8 Max Horz 2=231(LC 9) Max Uplift 9=-41(LC 10),2=-91(LC 10) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-1056/34,3-4=-1709/97,4-5=-1074/78,5-6=-628/124,6-7=-613/118,7-8=-253/63, 8-9=-766/57 BOT CHORD 2-14=-1471614,13-14=-151/597,12-13=-86/1649,11-12=-78/708,10-11=-32/269 WEBS 4-13=-630/71,6-11=-101/426,7-10=-719/59,8-1 0=-411735,3-14=0/326,3-13=-72/1237, 5-11=-585/116,5-12=0/504,4-12=-994/91 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6.Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat Il;Exp B,enclosed;MWFRS(directional),cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL ASCE 7-10;Pr=30.0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15);Pg=50.0 psf(ground snow),Pf=38 5 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1 15),Category Il,Exp B,Partially Exp;Ct=1.1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12.0 psf or 100 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads 5)Provide adequate drainage to prevent water ponding ! OF NE(�/ 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads V y 7)'This truss has been designed for a live of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide r�P� �(GW Joys will fit between the bottom chord and an other members 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)9 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)2 This connection is for uplift only and does not consider lateral forces 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along (i1 ` Ll! the Top Chord and Bottom Chord,nonconcurrent with any other live loads 2 12)Graphical purim representation does not depict the size or the onentation of the purlin along the top and/or bottom chord s� 13)"NAILED"indicates 3-1 Old(0 148"x3")or 2-12d(0.148"x3.25")toe-nails For more details refer to MITek's ST-TOENAIL Detail �A O.09943, 14) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) 9 P� �FESSI�N LOAD CASE(S) Standard July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only wnth MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 1 V q IiTek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1fPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938938 3597OR3 T19 Roof Special Girder 1 1 Job Reference(optional) Universal Component Corp., EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23:16 04 2019 Page 2 ID:uH81G9iAM9_WQEtKnavHVNyuWBg-VW4t4dcGTS6UniVnn7kltOdWZOh17rpQhl CAYHyuNRv LOAD CASE(S) Standard 1)Dead+Snow(balanced) Lumber Increase=1.15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-3=-97,3-4=-97,4-6=-97,6-7=-97,7-8=-97,2-9=-20 Concentrated Loads(lb) Vert:13=-33(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE �• Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MITek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Budding Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938939 35970R3 T20 Roof Special 1 1 Job Reference(Optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industnes,Inc Thu Jul 25 23*16 05 2019 Page 1 ID uH81G91AM9—WQEtKnavHVNyuWBg-zleGHzcuEmELPs4_LrFXPbAg4Q?RsLzawhyk4jyuNRu Q-10-$ 3-7-11 7-2-14 10-11-9 -10-8 3-7-11 3-7-3 3-8-11 4x4 = Scale=149 8 4 12 13 1200 12 4x4 = 1x4 \ 11 14 6x6 = 3 615 10 0 6 4 2 3x8 11 16 9 17 8 18 7 3x8 = 2x4 II 4x4 = 7-2-1410-11-9 ,12-1-0, 7-2-14 3-8-11 1-1-7 Plate Offsets(X Y)- [2•Edge 0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 033 Vert(LL) -0 21 2-9 >665 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1.15 BC 066 Vert(CT) -028 2-9 >504 180 TCDL 100 Rep Stress Incr YES WB 024 Horz(CT) 0 01 7 n/a n/a BCLL 0 0 Code ISC2015/TPI2014 Matnx-S Weight 58 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max).5-6 WEBS 2x3 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing WEDGE Left 2x6 SPF No.2 REACTIONS. (Ib/size) 7=682/Mechanical,2=800/0-5-8 Max Horz 2=224(LC 13) Max Uplift 7=-30(LC 14),2=-62(LC 14) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-756/115,3-4=-524/154,4-5=-514/133,6-7=-615/85 BOT CHORD 2-9=-187/448 WEBS 4-9=-97/315,5-8=-643/163,6-8=-115/614 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat II;Exp B,enclosed;MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Interior(1)10-11-9 to 11-11-12 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15);Pg=50.0 psf(ground snow),Pf=38 5 psf(flat roof snow*Lumber DOL=1.15 Plate DOL=1.15);Category II,Exp B,Partially Exp;Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads G! OF NE►� 5)Provide adequate drainage to prevent water ponding �vy 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads Q�o��W JOy� 0. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide s will fit between the bottom chord and any other members * Q`= �iL ' 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 This connection is for uplift only and does not consider lateral forces. !n t Z 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 2N the Top Chord and Bottom Chord,nonconcurrent with any other live loads O 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord QA 99433, R�FESS1 V July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE 11,1II-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bet building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse withposs,bie personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrfPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938940 3597OR3 T21 Common 4 1 Job Reference(optional) Universal Component Corp., EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23 16 06 2019 Page 1 I D.uH81G9iAM9_WQEtKnavHVNyuWBg-RvCeUJd W?3MCO?eAuYmmyp/pTgLRbpU18LhHc9yuNRt 10- 33 7-11 7-2-14 12-1-0 10-8 7-11 3-7-3 4-10-2 4x4 = Scale=1.49 9 4 10 11 12 00 12 12 1x4 \\ 9 13 3 5x6 = 5 8 N O f+I 2 14 7 15 3x8 11 6 3x8 = 2x4 II 7-2-1412-1-0 7-2-14 4-10-2 Plate Offsets(X Y)-- [2•Edge 0-0-7] [5.0-2-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 048 Vert(LL) -0.22 2-7 >627 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 067 Vert(CT) -0.29 2-7 >484 180 TCDL 100 Rep Stress Incr YES WB 016 Horz(CT) 0 01 6 n/a n/a BCDL 100 Code IBC2015fTP12014 Matnx-S Weight 52 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals 'WEBS 2x3 SPF No 2 BOT CHORD Rigid ceding directly applied or 6-0-0 oc bracing WEDGE Left:2x6 SPF No.2 REACTIONS. (Ib/size) 2=800/0-5-8,6=682/Mechanical Max Horz 2=213(LC 13) Max Uplift 2=-63(LC 14),6=-28(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-753/112,3-4=-522/151,4-5=-550/112,5-6=-648/108 BOT CHORD 2-7=-135/447 WEBS 4-7=-61/304,5-7=-7/305 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=oft,Cat ll,Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Exterior(2)7-2-14 to 10-2-14 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr-30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15),Pg=50.0 psf(ground snow),Pf=38 5 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1 15);Category II,Exp B,Partially Exp.;Ct=1 1 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads of NS 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide P� PAW J0 will fit between the bottom chord and any other members 0 s 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)6 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s)2 This connection is for uplift only Ir and does not Consider lateral forces 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along !r LU the Top Chord and Bottom Chord,nonconcurrent with any other live loads 2(P F6 10 099433, v 9°FesS10 July 26,2019 ®WARNING-Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE. • Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swmgley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938941 3597OR3 T22 Roof Special 1 1 Job Reference o bona) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Thu Jul 25 23.16.06 2019 Page 1 ID.uH81G9iAM9_WQEtKnavHVNyu WBg-RvCeUJd W?3MCO7eAuYmmypjuPgTZbrxjBLhHc9yuNRt 2-0-9 3-1-3 2-0-9 1-0-10 1 1x4 11 Scale=1 10 6 5 666 112 2 T 3 00 4 6 1x4 II 2x4 = 2-0-9 2-0-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 016 Vert(LL) -0.01 2-4 >999 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 015 Vert(CT) -0.01 2-4 >999 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 0.00 2 n/a n/a BCLL 00 Code IBC2015/TPI2014 Matnx-S Weight 7 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-0-9 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 4=46/Mechanical,2=278/0-6-10 Max Horz 4=-48(LC 12) Max Uplift 4=-1 B(LC 20),2=-64(LC 16) Max Grav 4=273(LC 32),2=320(LC 34) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-4=-256/36 NOTES- 1)Wind,ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6.Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat Il;Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10,Pr=30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=50 0 psf(ground snow);Pf=38.5 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1 15),Category Il,Exp B,Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)"This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atloint(s)4 of: NEIw, 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)2 This connection Is for uplift only vV y and does not consider lateral forces Q� PAW JOZ 0 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along S the Top Chord and Bottom Chord,nonconcurrent with any other live loads cc 1 w 2 � 2 �0 09943g� �� v R°PeSSA July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 1010312015 BEFORE USE ��• Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Nexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938942 35970R3 T23 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Thu Jul 25 23:16 08 2019 Page 1 ID uH81G91AM9_WQEtKnavHVNyuWBg-NHKOv_fnXhcvGJoZOzoE1 Eo8gdl93gEOcfAOh2yuNRr 10- 3-7-11 7-2-14 9-6-10 14-5-12 -10-8 3-7-11 3-7-3 2-3-12 4-11-2 44 = Scale 1/4"=1' 4 13 6x6 = 44 = 12 6 12 00 12 1x4 \\ 11 14 15 3 rn 10 d? 2 16 9 17 8 18 3x8 I I 7 3x8 = 4x4 = 2x4 II 7-2-14 9-6-10 14-5-12 7-2-14 2-3-12 4-11-2 Plate Offsets(X Y)-- [2•Edoe 0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (]cc) I/def] Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 056 Vert(LL) -0.20 2-9 >839 240 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 1 15 BC 0.65 Vert(CT) -0.28 2-9 >614 180 TCDL 100 Rep Stress Incr YES WB 033 Horz(CT) 0 01 7 n/a n/a BCLL 00 Code IBC2015/TP12014 Matrix-S Weight 68 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-2 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(6-0-0 max) 5-6. WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left-2x6 SPF No 2 REACTIONS. (Ib/size) 7=823/Mechanical,2=939/0-5-8 Max Horz 2=242(LC 13) Max Uplift 7=-72(LC 11),2=-65(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-938/122,3-4=-706/162,4-5=-661/166,5-6=-512/125,6-7=-775/167 BOT CHORD 2-9=-252/554,8-9=-154/521 WEBS 4-9=-152/550,5-9=-308/143,5-8=-501/151,6-8=-142/741 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind'ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=oft,Cat Il;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 9-6-10 zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate gnp DOL=1 60 3)TCLL•ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1.15 Plate DOL=1 15),Pg=50 0 psf(ground snow);Pf=38 5 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15),Category II;Exp B,Partially Exp,Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. ! OF NE� 5)Provide adequate drainage to prevent water ponding v y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads P� ��W J0 0 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide SO will fit between the bottom chord and any other members * QZ 2 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7 _ cc 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at tt(s)2.This connection is for uplift only and does not consider lateral forces fn LU 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 'L(P the Top Chord and Bottom Chord,nonconcurrent with any other live loads 12)Graphical purim representation does not depict the size or the onentation of the pudin along the top and/or bottom chord �;0A O.099453' R�FESS1 July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTeM connectors This design is based only upon parameters shown,and is for an individual building component,not �• a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938943 35970R3 T24 Roof Special 1 1 Jab Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8.010 s Aug 112017 MiTek Industries,Inc Thu Jul 25 23.16:09 2019 Page 1 ID.uH81G9iAM9_WQEtKnavHVNyuWBg-rUum7KtPl_lmtTNIahKTaRLFU1 NYo6b9rJwxDUyuNRq 10- 3-7-11 7-2-14 8-11-2 14-5-12 10-8 3-7-11 3-7-3 1-8 4 5-6-10 4x4 = Scale 1/4"=1' 4 13 6x6 4x4 = = 6 12 12 00 12 14 1x4 \\ 11 3 10 2 15 9 16 8 17 3x8 II 7 3xB = 4x4 = 4x4 I 7-2-14 8-11-2 14-5-12 7-2-14 1-8 4 5-6-10 Plate Offsets(X Y)-- [2•Edge,0-0-7],[5:0-3-0,0-34],[7 Edge,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 0 81 Vert(LL) -020 2-9 >866 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 064 Vert(CT) -027 2-9 >632 180 TCDL 100 Rep Stress Incr YES WB 039 Horz(CT) 0 01 7 n/a n/a BCLL 00 BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight 70 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-2 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(5-10-6 max) 5-6 WEBS 2x3 SPF No 2 BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 7=823/Mechanical,2=939/0-5-8 Max Horz 2=250(LC 13) Max Uplift 7=-89(LC 11),2=-64(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-938/120,3-4=-706/159,4-5=-660/178,5-6=-490/132,6-7=-771/182 BOT CHORD 2-9=-274/555,8-9=-170/497 WEBS 4-9=-169/610,5-9=-357/155,5-8=-469/165,6-8=-154/703 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=oft,Cat ll;Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 8-11-2 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate gnp DOL=1.60 3)TCLL ASCE 7-10;Pr-30 0 psf(roof live load Lumber D0L=1 15 Plate DOL=1.15);Pg=50 0 psf(ground snow);Pf=3B 5 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1 15);Category II;Exp B,Partially Exp,Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads G of NEW 5)Provide adequate drainage to prevent water ponding `i Y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. P� �(GW J10 0 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide SO will fit between the bottom chord and any other members * QZ 2 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7 r cc 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)2.This connection is for uplift only and does not consider lateral forces 11)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along 2( the Top Chord and Bottom Chord,nonconcurrent with any other live loads 12)Graphical purlin representation does not depict the size or the onentabon of the purlin along the top and/or bottom chord ��A O.099433, !(rte V Pessio July 26,2019 ®WARNING-Ven1y,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication•storage,delivery,erection and bracing of trusses and truss systems,see ANSIIrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938944 3597OR3 T25 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Thu Jul 25 23:16 10 2019 Page 1 ID uH8lG91AM9_WQEtKnavHVNyuWBg-KgR9Kggl3ltdVdyx7On6ftPWRjxXYHJ3zfvlxyuNRp 0- 1 7-2-14 3-10 14-5-12 10-6 3-7-11 3-7-3 -0-12 6-2-2 44 = Scale 1/4"=1' 4 13 5x8 44 = 6 12 14 1200 12 1x4 3 rn m 0 10 4 2 15 9 16 8 17 18 3x8 11 7 3x8 = 4x4 = 44 II 7-2-143-10 14-5-12 7-2-14 -0-12 6-2-2 Plate Offsets(X Y)— [2-Edge,0-0-71,[5 0-4-0,0-2-61,[7 Edge,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. to (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 0 86 Vert(LL) -0.19 2-9 >891 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 063 Vert(CT) -026 2-9 >652 180 TCDL 100 Rep Stress Incr YES WB 0.49 HDrz(CT) 0 01 7 n/a n/a BCLL 0 0 Code IBC2015/TP12014 Matrix-S Weight-72 Ib FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(4-1-0 max) 5-6 WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE WEBS 1 Row at mldpt 6-7 Left-2x6 SPF No.2 REACTIONS. (Ib/size) 7=823/Mechanical,2=939/0-5-8 Max Horz 2=257(LC 13) Max Uplift 7=-106(LC 11),2=-62(LC 14) FORCES. (lb)-Max Camp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-938/118,3-4=-706/157,4-5=-676/188,5-6=-467/139,6-7=-768/198 BOT CHORD 2-9=-295/560,8-9=-187/471 WEBS 4-9=-181/690,5-9=-463/166,5-8=-436/185,6-8=-169/663 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft;L=24ft,eave=4ft,Cat ll;Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intertor(1)2-1-8 to 7-2-14,Exterior(2)7-2-14 to 8-3-10 zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1 60 3)TCLL,ASCE 7-10;Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15);Pg=50 0 psf(ground snow);Pf=38.5 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1 15),Category ll;Exp B;Partially Exp;Ct=1.1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads ! OF NEf�i 5)Provide adequate drainage to prevent water ponding Ti y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads P� P(G� JOyn 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide SO will fit between the bottom chord and any other members,with BCDL=10 Opsf * QZ 2 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at loint(s)except Ot=1b) cc 7=106 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 This connection 1s for uplift only and does not consider lateral forces 2 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along NCO the Top Chord and Bottom Chord,nonconcurrent with any other live loads O A 994 V� 12)Graphical purlm representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 9 P` OFESS1ON July 26,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10/032015 BEFORE USE " Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swmgley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938945 3597OR3 T26 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23:16 112019 Page 1 ID uH81G9iAM9_WQEtKnavHVNyuWBg-os7XYOhfgc?U7nX7h5MxfsQc?rlhG_gSldP2HNyuNRo 10- 3 7-11 7-2-14 7 8- 14-5-12 10-8 3-7-11 3-7-3 0-5 6-9-10 6x6 \\ Scale=149 9 4 6x6 = 4x4 I 13 6 11 12,00 12 1x4 \\ 10 3 _ 4 n 9 2 LJ 14 8 15 3x8 I I 7 4x4 = 4x4 = 7-8-2 14-5-12 7-8-2 6-9-10 Plate Offsets(X Y)-- [2 Edge 0-0-7] [4:Edge 0-2-81 [6 Edge 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 075 Vert(LL) -028 2-8 >603 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 073 Vert(CT) -037 2-8 >462 180 TCDL 100 Rep Stress Incr YES WB 053 Horz(CT) 0 01 7 n/a n/a BCDL 100 i Code IBC2015/TP12014 Matrix-S Weight 63 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2*Except* TOP CHORD Structural wood sheathing directly applied or 5-8-15 cc purlins, 5-6.2x4 SPF 210OF 1 8E except end verticals,and 2-0-0 cc purlins(6-0-0 max) 5-6 BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEBS 2x3 SPF No 2 WEBS 1 Row at micipt 5-7 WEDGE Left,2x6 SPF No 2 REACTIONS. (Ib/size) 7=823/Mechanical,2=939/0-5-8 Max Horz 2=265(LC 13) Max Uplift 7=-124(LC 11),2=-60(LC 14) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-922/115,3-4=-681/148,6-7=-332/90 BOT CHORD 2-8=-311/567,7-8=-203/457 WEBS 5-8=0/406,5-7=-618/187 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind,ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft,L=24ft;eave=oft,Cat Il;Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Exterior(2)7-2-14 to 7-8-2 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 3)TCLL ASCE 7-10;Pr-30 0 psf(roof live load-Lumber DOL=1.15 Plate DOL=1.15);Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15),Category II,Exp B;Partially Exp.,Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 38.5 psf on overhangs �! of NEIN Y non-concurrent with other live loads 5)Provide adequate drainage to prevent water ponding 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads Q S 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * Q= 02 will fit between the bottom chord and any other members,with BCDL=10 Opsf 8)Refer to girder(s)for truss to truss connections _ cc 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atlomt(s)except Ot=lb) 7=124 f LU 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at)t(s)2 This connection is for uplift only 2N and does not consider lateral forces. 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 0-099433' Qr� the Top Chord and Bottom Chord,nonconcurrent with any other live loads 9 P� 12) Graphical purlin representation does not depict the size or the onentation of the purlin along the top and/or bottom chord �FESS10 July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE • Design valid for use only with MTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must venfy,the applicability of design parameters and properly incorporate this design into the overall building design Braang indicated is to prevent buckling of individual truss web and/or chord members only Addibanal temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrrPl1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938946 3597OR3 T27 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Thu Jul 25 23.16 12 2019 Page 1 ID uH81G9iAM9_WQEtKnavHVNyuWBg-G3ZvlMIHbv7Lkw6KFptAC4znIENX?SWcXH8bgpyuNRn -10- 3 7-11 7-2-14 7 10-1 14-5-12 10-8 3-7-11 3-7-3 -7- 6-7-11 8x8 \\ Scale=1 49 9 4 6x6 = 4x4 II 6 12 11 12 00 12 1x4 \\ 10 3 N N ri 9 2 13 8 14 15 3x8 1 7 4x4 = 4x4 = 7-10-1 14-5-12 7-10-1 6-7-11 Plate Offsets(X,Y)-- (2•Edge,0-0-71,f4•Edge,0-3-81,f6•Edge,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 075 Vert(LL) -0.30 2-8 >559 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1.15 BC 075 Vert(CT) -0.41 2-8 >416 180 TCDL 100 Rep Stress Incr YES WB 0 51 Horz(CT) 0 01 7 n/a n/a BCLL 0 0 ' BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight 62 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 Except` TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, 5-6:2x4 SPF 210OF 1 8E except end verticals,and 2-0-0 oc purlms(6-0-0 max) 5-6 BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 9-9-4 cc bracing WEBS 2x3 SPF No 2 WEBS 1 Row at mrdpt 5-7 WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 7=823/Mechanical,2=939/0-5-8 Max Horz 2=263(LC 13) Max Uplift 7=-119(LC 11),2=-61(LC 14) FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-915/115,3-4=-672/146,6-7=-333/90 BOT CHORD 2-8=-306/557,7-8=-197/453 WEBS 5-8=0/397,5-7=-614/180 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind*ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft;L=24ft;eave=4ft;Cat II,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 7-10-1 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL:ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50.0 psf(ground snow),Pf=38.5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category Il;Exp B,Partially Exp,Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38.5 psf on overhangs �! of NSw non-concurrent with other live loads V �V 5)Provide adequate drainage to prevent water ponding P O��W J0 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads s .� 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10 Opsf 8)Refer to girder(s)for truss to truss connections _ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atlolnt(s)except(jt=lb) 7=119. 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This connection is for uplift only 2 and does not consider lateral forces ��Q D.0 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mrd panels and at all panel points along A 994 V� the Top Chord and Bottom Chord,nonconcurrent with any other live loads R P` 12)Graphical purirn representation does not depict the size or the orientation of the purlin along the top and/or bottom chord �FESS10 July 26,2019 ®WARNING-Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE FDesign valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Im building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Wdge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938947 35970R3 T28 Roof Special 1 1 Job Reference(optional) Universal Component Corp., EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23:16 13 2019 Page 1 ID uH81G9iAM9_WQEtKnavHVNyuWBg-kF7HyuvMDFCM4hWpWOPkHVxVelckwrllxu9MFyuNRm p-10-Q 3-7-11 7-2-14 ,8-5-9 , 14-5-12 b-10-Bi 3-7-11 3-7-3 1-2-11 6-0-3 4x4 = Scale 1/4"=1' 4 13 5x8 \\ 4x4 = 6 12 14 12 00 12 1x4 \\ 11 3 0 W 10 O 2 15 9 16 8 17 18 3x8 I I 7 3x8 = 4x4 = 4x4 II 7-2-14 8-5-9 14-5-12 7-2-14 1-2-11 6-0-3 Plate Offsets(X,Y)-- [2•Edge,0-0-7],[5:0-4-0,0-2-6],[7 Edge,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0 81 Vert(LL) -019 2-9 >886 240 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 115 BC 064 Vert(CT) -026 2-9 >647 180 TCDL 100 Rep Stress Incr YES WB 044 Horz(CT) 0 01 7 n/a n/a BCLL 00 Code IBC2015/TP12014 Matrix-S Weight 71 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(4-9-4 max.) 5-6 WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE WEBS 1 Row at midpt 6-7 Left*2x6 SPF No.2 REACTIONS. (Ib/size) 7=823/Mechanical,2=939/0-5-8 Max Horz 2=255(LC 13) Max Uplift 7=-102(LC 11),2=-62(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-938/118,3-4=-706/158,4-5=-667/185,5-6=-472/137,6-7=-769/194 BOT CHORD 2-9=-289/559,8-9=-182/477 WEBS 4-9=-178/663,5-9=-433/162,5-8=-444/179,6-8=-165/672 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind'ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=oft,Cat ll,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Extedor(2)7-2-14 to 8-5-9 zone;cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate gnp DOL=1.60 3)TCLL ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category ll;Exp B,Partially Exp;Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads. OF NEIa. 5)Provide adequate drainage to prevent water ponding �V 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads P� �(GW JOy�d' 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O will fit between the bottom chord and any other members,with BCDL=10 Opsf 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) _ 7=102 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 This connection is for uplift only 1 W and does not consider lateral forces 'L 11)This truss has been designed for a moving concentrated load of 250 01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads �A 0499433' !G� 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 9pV °FEss►ON July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10/03/2015 BEFORE USE �° Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938948 3597OR3 T29 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23.16 15 2019 Page 1 ID uH8IG9iAM9_WQEtKnavHVNyuWBg-geF2NOkAugVwbOgvwxQtpibH6SQvCrJ2DFNGQByuNRk P 10-Q 3-7-11 7-2-14 9-1-1 14-5 12 10-8 3-7-11 3-7-3 1-10-3 5-4-11 44 = Scale 1/4"=1' 4 13 5x6 = 4x4 = 12 6 12 00 12 14 15 1x4 \\ 11 3 N 10 2 16 9 17 8 18 axe I I 7 3x8 = 4x4 = 2x4 II , 7-2-14 9 1-1 14-5-12 7-2-14 5-4-11 Plate Offsets(X,Y)-- [2 Edge,0-0-71,[5.0-1-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) Ildefl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 074 Vert(LL) -020 2-9 >859 240 MT20 197/144 Snow(Pf/Pg) 38 5150.0 Lumber DOL 1.15 BC 065 Vert(CT) -027 2-9 >627 180 TCDL 100 Rep Stress Incr YES WB 038 Horz(CT) 0 01 7 n/a n/a BCLL 0 0 ' Code IBC2015/TP12014 Matrix-S Weight 69 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-2 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(6-0-0 max) 5-6 WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEDGE Left.2x6 SPF No.2 REACTIONS. (Ib/size) 7=823/Mechanical,2=939/0-5-8 Max Horz 2=248(LC 13) Max Uplift 7=-85(LC 11),2=-64(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-938/121,3-4=-706/160,4-5=-659/175,5-6=-496/130,6-7=-772/178 BOT CHORD 2-9=-269/554,8-9=-166/503 WEBS 4-9=-165/592,5-9=-342/151,5-8=-4771161,6-8=-151/713 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat Il,Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 9-1-1 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=50 0 psf(ground snow);Pf=38 5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15),Category Il;Exp B;Partially Exp.,Ct=1.1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads OF NEIw, 5)Provide adequate drainage to prevent water ponding YV�. 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. P� �(GW J0 O,p 7)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S will fit between the bottom chord and any other members. * QZ 02 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7 _ 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 This connection is for uplift only and does not consider lateral forces (fl W 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loadsOr N� ti 12)Graphical puriin representation does not depict the size or the onentation of the puriin along the top and/or bottom chord �A O 09g433� !Cr= V ROPESS10 July 26,2019 ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev 10/03/2015 BEFORE USE �• Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse math possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Catena,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938949 35970R3 T30 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23:16.16 2019 Page 1 ID-uH81G9iAM9_WQEtKnavHVNyuWBg-BgpQbllofBdnDYP5Ufy6Mw7W Wsl'?xJSBSv6pzayuNR/ 10- 3-7-11 7-2-14 9-8-9 14-5-12 -10-8 3-7-11 3-7-3 2-511 4-9-3 4x4 = Scale 1/4"=1' 4 13 12 6x6 = 4x4 = 12 00 12 6 1x4 \\ 11 14 15 3 10 N 2 16 9 17 8 18 3x8 I 7 3x8 = 4x4 = 2x4 II 7-2-14 9-8-9 14-5-12 7-2-14 2-5-11 4-9-3 Plate Offsets(X Y)-- [2 Edge 0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 0 50 Vert(LL) -020 2-9 >832 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1.15 BC 066 Vert(CT) -0.28 2-9 >611 180 TCDL 100 Rep Stress Incr YES WB 032 Horz(CT) 0 01 7 n/a n/a BCDL 100 * Code IBC2015/TP12014 Matnx-S Weight 68 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-2 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(6-0-0 max) 5-6. WEBS 2x3 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 7=823/Mechanical,2=939/0-5-8 Max Horz 2=240(LC 13) Max Uplift 7=-67(LC 11),2=-65(LC 14) FORCES. (lb)-Max Camp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-938/123,3-4=-706/162,4-5=-664/163,5-6=-518/123,6-7=-776/163 BOT CHORD 2-9=-246/554,8-9=-151/527 WEBS 4-9=-148/538,5-9=-299/141,5-8=-510/149,6-8=-139/751 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft;L=24ft,eave=4ft,Cat II,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Exterior(2)7-2-14 to 9-8-9 zone;cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10,Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=50.0 psf(ground snow),Pf=38 5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15),Category II,Exp B,Partially Exp,Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads of NEW 5)Provide adequate drainage to prevent water ponding .�O y0�� 6)This truss has been designed fora 10 0 psf bottom chord live load nonwJOy ncurrent with any other live loads �Q� �W 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide s will fit between the bottom chord and any other members 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at lomt(s)7 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 This connection Is for uplift only and does not consider lateral forces m t W 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 2� the Top Chord and Bottom Chord,nonconcurrent with any other live loads 12)Graphical purlln representation does not depict the size or the orientation of the purlln along the top and/or bottom chord �A O 099433' V PESSI July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE �� Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chard members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI'Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938950 3597OR3 T31 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23.16 17 2019 Page 1 ID:uHBIGgiAM9_WQEtKnavHVNyu WBg-cOMoo3mQQSlerl_H2MTLu7girF56gmQLgZsMV1 yuNRi -10- 3-7-11 7-2-14 10-4-1 14-5-12 10-8 3-7-11 3-7-3 3-1-3 4-1-11 44 = Scale 1/4"=1' 4 13 12 12 00 12 6x6 = 44 = 1x4 11 6 3 1 14 15 10 N ao V 2 LLJ 16 9 17 8 18 7 3x8 II 3x8 = 44 = 2x4 II 7-2-14 10-4-1 14-5-12 J 7-2-14 3-1-3 4-1-11 Plate Offsets(X Y)-- [2 Edge 0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 040 Vert(LL) -0 21 2-9 >809 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 066 Vert(CT) -028 2-9 >599 180 TCDL 100 Rep Stress Incr YES WB 027 Horz(CT) 0 01 7 n/a n/a BCDL 100 Code IBC2015/TP12014 Matnx-S Weight,66 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 5-6 WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left,2x6 SPF No 2 REACTIONS. (Ib/size) 7=823/Mechanical,2=939/0-5-8 Max Horz 2=232(LC 13) Max Uplift 7=-49(LC 11),2=-67(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-937/124,3-4=-705/163,4-5=-679/152,5-6=-540/117,6-7=-781/149 BOT CHORD 2-9=-222/553,8-9=-138/551 WEBS 4-9=-130/495,5-9=-274/136,5-8=-544/140,6-8=-131/791 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat II,Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 10-4-1 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38.5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category ll,Exp B,Partially Exp.,Ct=1.1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads OF NEW 5)Provide adequate drainage t6 prevent water ponding .� 6)This truss has been designed fora 10 0 psf bottom chord live load nonconcuJO y0rrent with any other live loads �Q` (GW /5/ 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q s will fit between the bottom chord and any other members 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7 r 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atlt(s)2 This connection is for uplift only and does not consider lateral forces m / 11)This truss has been designed for a moving concentrated load of 250 OIb live located at all mid panels and at all panel points along 2� the Top Chord and Bottom Chord,nonconcurrent with any other live loads 12)Graphical purlin representation does not depict the size or the orientation of the purlln along the top and/or bottom chord QA O.099 15 90FESS10N� July 26,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10/03/2015 BEFORE USE �• Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPN Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938951 35970R3 T32 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23 16 18 2019 Page 1 ID.uH8IG9iAM9_WQEtKnavHVNyu W Bg-5CwADPm2AItVTrZUb3_aRLDuafRGPDQUvDbwl TyuNRh 10- 3-7-11 7-2-14 10-11-9 14-5-12 -10-8 3-7-11 3-7-3 3-8-11 3-6� 4x4 = Scale 1/4"=1' 4 12 13 °a 12 00 12 1x4 \\ 11 14 6x6 = 4x4 = 3 6 5 16 10 0 6 v 2 17 9 18 8 19 3x8 17 3x8 = 4x4 = 1x4 11 7-2-14 10-11-9 14-5-12 7-2-14 3-8-11 3-6-3 Plate Offsets(X Y)-- [2•Edge 0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 034 Vert(LL) -021 2-9 >791 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 067 Vert(CT) -029 2-9 >590 180 TCDL 100 Rep Stress Incr YES WB 029 Horz(CT) 0 01 7 n/a n/a BCDL 100 * Code IBC2015/TP12014 Matnx-S Weight 65 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 5-6 WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 7=823/Mechanical,2=939/0-5-8 Max Horz 2=224(LC 13) Max Uplift 7=-35(LC 14),2=-68(LC 14) FORCES. (lb)-Max Comp/Max Ten -A11 forces 250(lb)or less except when shown TOP CHORD 2-3=-937/122,3-4=-705/161,4-5=-700/139,5-6=-562/110,6-7=-785/136 BOT CHORD 2-9=-197/552,8-9=-127/576 WEBS 4-9=-109/460,5-9=-262/130,5-8=-582/137,6-8=-126/836 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=4ft,Cat 11,Exp B,enclosed;MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Exterior(2)7-2-14 to 10-2-14,Intenor(1)10-11-9 to 14-4-8 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL•ASCE 7-10,Pr=30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category 11;Exp B,Partially Exp,Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads ! QF NEGV 5)Provide adequate drainage to prevent water ponding �i y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads Q'� ��� J0 O,p� 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide s will fit between the bottom chord and any other members 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7 t- 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)2 This connection is for uplift only and does not consider lateral forces t W 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 2� the Top Chord and Bottom Chord,nonconcurrent with any other live loads 12)Graphical purlln representation does not depict the size or the orientation of the purlin along the top and/or bottom chard �A -0994 9°FEssi°NP July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 _ Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938952 35970R3 T33 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Thu Jul 25 23 16 19 2019 Page 1 ID uH81G9iAM9_WQEtKnavHVNyuWBg-ZPUYDIngx3?M478g9nVp_YI2A3nS8fQd8tLTavyuNRg p-10-S 3-7-11 7-2-14 11-7-1 14-5-12 d-10-6' 3-7-11 3-7-3 4 4-3 2-10-11 4x4 = Scale 114"=1' 4 12 13 12 00 12 1x4 \\ 11 14 3 6x6 = 4x4 = 6 10 15 N N M 2 16 9 17 8 18 3x8 I I 7 3x8 = 4x4 = 1x4 II 7-2-1411-7-1 14-5-12 7-2-14 4 4-3 2-10-11 Plate Offsets(X,Y)-- [2:Edge,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 041 Vert(LL) -0.22 2-9 >775 240 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 1.15 BC 067 Vert(CT) -0.29 2-9 >585 180 TCDL 10.0 Rep Stress Incr YES WB 030 Horz(CT) 0 01 7 n/a n/a BCLL 0 0 * Code IBC2015/TP12014 Matrix-S Weight 63 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 5-6 WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left,2x6 SPF No 2 REACTIONS. (Ib/size) 7=823/Mechanical,2=939/0-5-8 Max Horz 2=217(LC 13) Max Uplift 7=-35(LC 14),2=-69(LC 14) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-937/120,3-4=-705/159,4-5=-724/128,5-6=-584/105,6-7=-791/121 BOT CHORD 2-9=-170/552,8-9=-119/603 WEBS 4-9=-89/445,5-9=-261/131,5-8=-625/138,6-8=-125/885 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft;eave=4ft,Cat 11,Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Extedor(2)7-2-14 to 10-2-14,Interior(1)11-7-1 to 14-4-8 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10;Pr-30 0 psf(roof live load-Lumber DOL=1.15 Plate DOL=1 15);Pg=50.0 psf(ground snow),Pf=38 5 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1.15),Category II;Exp B;Partially Exp,Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12.0 psf or 1 00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads of NEIw, 5)Provide adequate drainage to prevent water ponding �Y y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. P� P�W J0 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S will fit between the bottom chord and any other members * QZ 02 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)7. 1- 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This connection is for uplift only and does not consider lateral forces R► ! W 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 'L the Top Chord and Bottom Chord,nonconcurrent with any other live loads (P. 12)Graphical purlln representation does not depict the size or the orientation of the purlin along the top and/or bottom chord �A O 099433' V 90FESS10NP July 26,2019 ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE ° Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938953 3597OR3 T34 Roof Special 1 1 Job Reference o bona) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23 16 21 2019 Page 1 ID uH81GglAM9_WQEtKnavHVNyuWBg-VncJeRpxTgF3KJ13HCXH3zrQKtTrcZxwbBgaeoyuNRe -10- 3-7-11 7-2-14 10-10-1 12-2-9 14-5-12 10-8 3-7-11 3-7-3 3-7-3 1-4-8 2-3-3 4x4 = Scale 1/4"=V 4 13 14 1200 121x4 15 12 1x4 3 5 16 4x4 = 4x4 = 7 11 17 0 C6 N 2 18 10 19 9 20 3x8 11 8 3x8 = 4x4 = 1x4 II 7-2-14 12-2-9 14-5-12 7-2-14 4-11-11 2-3-3 Plate Offsets(X Y)-- [2 Edge 0-0-71 [6:0-2-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 031 Vert(LL) -023 2-10 >748 240 MT20 197/144 Snow(PT/Pg) 38 5/50 0 Lumber DOL 1.15 BC 068 Vert(CT) -0.29 2-10 >578 180 TCDL 100 Rep Stress Incr YES WB 030 Horz(CT) 0 01 8 n/a We BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight 62 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 6-7 WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 8=823/Mechanical,2=939/0-5-8 Max Horz 2=209(LC 13) Max Uplift 8=-34(LC 14),2=-70(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-940/119,3-4=-707/159,4-5=-707/143,5-6=-788/108,6-7=-603/81,7-8=-790/111 BOT CHORD 2-10=-142/554,9-10=-102/576 WEBS 4-10=-116/475,5-10=-266/141,6-9=-613/125,7-9=-121/880 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3'-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat II,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Exterior(2)7-2-14 to 10-2-14,Intenor(1)12-2-9 to 14-4-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL ASCE 7-10,Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15),Category II,Exp B,Partially Exp,Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads of NEIN 5)Provide adequate drainage to prevent water ponding �O J0 �0�� 6)This truss has been designed fora 10 0 psf bottom chord live load nonconcurrent with any other live loads �Q� W 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide s will fit between the bottom chord and any other members * Q= O2 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atloint(s)8 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)2 This connection is for uplift only and does not consider lateral forces fn t 11)This truss has been designed for a moving concentrated load of 250 01b live located at all mid panels and at all panel points along 2� the Top Chord and Bottom Chord,nonconcurrent with any other live loads '% 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord �A O 099433' 9oFEss�oNP July 26,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev 10/03/2015 BEFORE USE • Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIffPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938954 35970R3 T35 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Thu Jul 25 23 16 22 2019 Page 1 ID uH81G9iAM9_WQEtKnavHVNyuWBg-z_AhrnpZE_NwxTtFgv2WbBNb3GpiL044grZ7AEquNRd V0- 33-7-11 7-2-14 10-10-1 12-10-1 14-5-12 -8 -7-11 3-7-3 3-7-3 2-0-0 1-7-11 44 = Scale 1/4"=1' 4 13 14 12 00 F121x4 \\ 15 12 1x4 3 5 16 4x4 = 4x4 = 11 7 17 N N ,2 N 18 10 19 9 20 3x8 18 3x8 = 4x4 = 1x4 7-2-14 12-10-1 14-5-12 7-2-14 5-7-3 1-7-11 Plate Offsets(X Y)-- [2 Edge 0-0-7] [6 0-2-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 031 Vert(LL) -023 2-10 >727 240 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 068 Vert(CT) -030 2-10 >572 180 TCDL 100 Rep Stress Incr YES WB 0 31 HDrz(CT) 0 01 8 n/a n/a BCDL 100 * Code IBC2015/TP12014 Matrix-S Weight 61 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 6-7. WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 8=823/Mechanical,2=939/0-5-8 Max Horz 2=201(LC 13) Max Uplift 8=-33(LC 14),2=-70(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-940/119,3-4=-708/158,4-5=-706/144,5-6=-818/110,6-7=-609/62,7-8=-798/93 BOT CHORD 2-10=-113/554,9-10=-84/572 WEBS 4-10=-115/474,5-10=-259/142,6-9=-636/121,7-9=-107/902 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat 11,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Exterior(2)7-2-14 to 10-2-14,In'terlor(1)12-10-1 to 14-4-8 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL•ASCE 7-10,Pr--30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50.0 psf(ground snow),Pf=38 5 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1-15),Category 11,Exp B,Partially Exp,Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads of NE(N 5)Provide adequate drainage to prevent water ponding 6)This truss has been designed fora 10 0 psf bottom chord live load nonconcurrent with any other live loads JO�P �W y 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide s will fit between the bottom chord and any other members Q= DiL 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)8 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 This connection is for uplift only and does not consider lateral forces fn 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 12)Graphical purlln representation does not depict the size or the orientation of the purlln along the top and/or bottom chord QA .099 V 9�PES SIONP July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE �• Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938955 3597OR3 T36 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 112017 MITek Industries,Inc Thu Jul 25 23:16.23 2019 Page 1 ID uH81G91AM9_WQEtKnavHVNyuWBg-RAk337gB?IVnZdSROdalBOwmmg8C4SOD3VJh/gyuNRc 10- 3-7-11 7-2-14 10-1 D-1 13-5-9 14-5-1 -10-8 3-7-11 3-7-3 3-7-3 2-7-8 1-0-3 4x4 = Scale=1 49 9 4 13 14 12 00 12 1x4 12 15 1x4 3 5 16 4x4 = 11 4x4 = 177 18 3x8 I I 10 19 9 20 8 1 3x8 = 1x4 II 4x4 = 7-2-14 13-5-9 1,4-5-14, 7-2-14 6-2-11 1-0-3 Plate Offsets(X,Y)-- (2•Edge,0-0-7],16:0-2-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 031 Vert(LL) -0.24 2-10 >712 240 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 1 15 BC 068 Vert(CT) -0.30 2-10 >566 180 TCDL 100 Rep Stress Incr YES WB 033 Horz(CT) 0 01 8 n/a n/a BCLL 0 0 * Code IBC2015/TP12014 Matnx-S Weight 59 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 6-7. WEBS 2x3 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x6 SPF No 2 REACTIONS. (Ib/size) 8=823/Mechanical,2=939/0-5-8 Max Horz 2=193(LC 13) Max Uplift 8=-33(LC 14),2=-71(LC 14) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-940/117,3-4=-708/156,4-5=-704/149,5-6=-855/115,6-7=-627/47,7-8=-828/66 BOT CHORD 2-10=-83/555,9-10=-63/571 WEBS 4-1 0=-1 1 3147 1,5-10=-255/144,6-9=-670/127,7-9=-92/957 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6.Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft;eave=4ft,Cat II,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Exterior(2)7-2-14 to 10-2-14,Interior(1)13-5-9 to 14-4-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL•ASCE 7-10,Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp B;Partially Exp.;Ct=1 1,Lu=50-0-0 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads of NE[/�/ 5)Provide adequate drainage to prevent water ponding. y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads P� �(GW Joy O�� 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S will fit between the bottom chord and any other members * Q� °2 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)8 _ Cc 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atlt(s)2 This connection is for uplift only and does not consider lateral forces ` 1 LU 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 2 the Top Chord and Bottom Chord,nonconcurrent with any other live loads (PiO• 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord �A 099433' 9°FessIoNP July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10/03/2015 BEFORE USE �� Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTP11 Quality Criteria,DSB-89 and BCSI Budding Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938956 35970R3 T37 Roof Special 1 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23 16 25 2019 Page 1 ID uH81G9iAM9_WQEtKnavHVNyuWBg-NZrpUosRXvmVowbgW2cDDp?6NUgcYPvWWoonnZyuNRa 10- 3-7-11 7-2-14 10-7-15 14-1-1 14 5-12 10-8 3-7-11 3-7-3 3-5-1 3-5-1 0 -11 4x4 = Scale=1 49 9 4 14 13 1200 12 1x4 \\ 12 15 4x4 \\ 5 3 11 16 10x10 = 6 7 2 IoAI 17 10 18 9 3x8 I I 8 3x8 = 7-2-14 14-1-1 14512 7-2-14 6-10-3 0 - 1 Plate Offsets(X,Y)-- [2 Edge,0-0-71,[6.0-4-8,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 030 Vert(LL) -0.24 2-10 >695 240 MT20, 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 0.69 Vert(CT) -031 2-10 >555 180 TCDL 100 Rep Stress Incr YES WB 018 Horz(CT) 0 01 8 n/a n/a BCLL 0 0 Code IBC2015ITP12014 Matrix-S Weight'58 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2*Except* TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins, 6-7 2x4 SPF 2100F 1.8E except end verticals,and 2-0-0 cc purlins(6-0-0 max) 6-7 BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x3 SPF No 2*Except* 7-8'2x4 SPF 2100F 1 8E,6-9*2x4 SPF No.2 WEDGE Left.2x6 SPF No.2 REACTIONS. (Ib/size) 8=821/Mechanical,2=936/0-5-8 Max Horz 2=185(LC 13) Max Uplift 8=-32(LC 14),2=-71(LC 14) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-935/116,3-4=-702/155,4-5=-692/155,5-6=-904/116,6-7=-660/47,7-8=-771/0 BOT CHORD 2-10=-52/553,9-10=-34/559,8-9=-64/563 WEBS 4-10=-118/476,5-10=-255/148,6-9=-77/507 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat 11,Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 10-2-14 zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL-ASCE 7-10,Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow-Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp B;Partially Exp;Ct=1 1,Lu=50-0-0 DF NEI/i/ 4)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 38.5 psf on overhangs y non-concurrent with other live loads P� ��W JO/y� 5)Provide adequate drainage to prevent water ponding s 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members _ cc 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s)8 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 This connection is for uplift only 2 and does not consider lateral forces ��Q 0.099 33'\ 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along A 4 V� the Top Chord and Bottom Chord,nonconcurrent with any other live loads /9 p` 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord �.ESS1�� July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE • Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p�A building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing IVI!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrTPl1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938957 3597083 T38 Common 3 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23.1627 2019 Page 1 ID uH81G91AM9_WQEtKnavHVNyuWBg-KxzavUth3WOD2EICdSehIE4NKHVP08opz6HusSyuNRY 0 10 5-10-11 11-5-13 17-1-0 22-8-2 28-3-4 33-10-7 39-5-10 45-4-4 4 2- 2 0-10- 5-10-11 5 -3 5-7-3 5-7-3 5-7-3 5 10-11 0-10- Scale=1 76 4 3 75 12 5x6 = 7 3x8 % 27 28 6 g 3x8 zzz 26 5 9 29 6x12 4 10 3x10 % 25 30 6x12 3x10 % 3 115x12 MT18H zz 23 24 31 32 13 .12 12 ;I I� 0 602 = 33 22 34 21 35 20 19 36 18 37 17 16 38 15 39 14 40 602 = o 2x4 11 5x12 MT18H = 5x8 = 5x12 MT18H = 2x4 11 5-10-11 12 -13 17-1-0 22-8-2 28-3-4 33-10-7 1 39-5-10 45-4-4 5-10-11 5-7-3 5-7-3 5-7-3 5-7-3 5-7-3 5-7-3 5-10-11 Plate Offsets(X,Y)-- [2.0-0-0,0-3-71,[2.4-7-0,0-1-81,[3 0-4-13,0-3-01,[11 0-4-13,0-3-01 [12 0-0-0,0-3-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 060 Vert(LL) -0.62 18-19 >871 240 MT20 197/144 Snow(Pf/Pg) 38 5/50.0 Lumber DOL 1.15 BC 073 Vert(CT) -0.96 18-19 >567 180 MT18H 197/144 BCDL 100 Rep Stress Incr YES WB 0 85 Horz(CT) 0 34 12 n/a n/a BCLL 0 0 BCDL 10.0 Code IBC2015lrP12014 Matrix-S Weight,200 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins BOT CHORD 2x4 SPF 2100F 1 BE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No 2 WEBS 1 Row at mtdpt 8-18,13-18 SLIDER Left 2x4 SPF No 2 6-0-5,Right 2x4 SPF No 2 6-0-5 REACTIONS. (Ib/size) 2=2738/0-5-8,12=2738/0-5-8 Max Horz 2=-77(LC 14) Max Uplift 2=-137(LC 16),12=-137(LC 16) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-6779/434,3-4=-6213/438,4-6=-5342/419,6-7=-4357/392,7-8=4357/392, 8-10=-5342/419,10-11=-6213/438,11-12=-6779/434 BOT CHORD 2-22=-363/6291,21-22=-363/6291,19-21=-316/5858,18-19=-249/5022,17-18=-245/5022, 15-17=-311/5858,14-15=-36016291,12-14=-360/6291 WEBS 7-18=-105/2042,8-18=-1678/127,8-17=0/716,10-17=-1064/86,10-15=0/404, 11-15=-493/53,11-14=0/360,6-18=-1678/127,6-19=0!716,4-19=-1064/86,4-21=0/404, 3-21=-493/53,3-22=0/360 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft;eave=6ft,Cat II,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 22-8-2,Extenor(2)22-8-2 to 25-8-2 zone,cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1.60 3)TCLL•ASCE 7-10,Pr--30.0 psf(roof live load.Lumber DOL=1 15 Plate DOL=1-15);Pg=50.0 psf(ground snow),Pf=38.5 psf(flat of NES y roof snow Lumber DOL=1.15 Plate DOL=1.15);Category ll;Exp B;Partially Exp,Ct=1.1 4)Unbalanced snow loads have been considered for this design �P O�(GW J0N'�'s 0. 5)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 38 5 psf on overhangs non-concurrent with other live loads 6)All plates are MT20 plates unless otherwise Indicated 7)All plates are 3x6 MT20 unless otherwise indicated. t- 8)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads LLI 9).This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide (f1 will fit between the bottom chord and any other members 2 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at 1t(s)2 and 12 This connection Is for (P. uplift only and does not consider lateral forces �A O.099433' 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads �FESS10 July 26,2019 ®WARNING-Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncahon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-69 and BCSI Building Component 16023 Sxnngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938958 3597OR3 Vol Valley 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23.16.28 2019 Page 1 I D:uH 81 G 91AM 9_WQ EtKnavH V Nyu W Bg-o8Xy6q u Kgg84fOKPBA9wrSd aohw6lmcyCmOS OuyuN RX 5-4-6 10-8-12 5-4-6 5-4-6 5x6 11 Scale=134 9 2 12 00 12 7 8 6 9 10 5 3 1 0 0 0 d 4x4 // 11 4 12 4x4 1x4 II 0-Q 4 10-8-12 0-ll 4 10-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 048 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 045 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress Incr YES WB 018 Horz(CT) 000 3 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight 32 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No 2 REACTIONS. (Ib/size) 1=356/10-8-4,3=356/10-8-4,4=462/10-8-4 Max Horz 1=-113(LC 12) Max Uplift 1=-33(LC 14),3=-33(LC 14) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-320/84,2-3=-320/84 WEBS 24=-292/49 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;8=45ft,L=24ft,eave=4ft,Cat II,Exp B,enclosed;MWFRS(directional)and C-C Exterior(2)0-4-4 to 3-4-4,Intenor(1)3-4-4 to 5-4-6,Extenor(2)54-6 to 8-4-6 zone,cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15),Category II;Exp B,Partially Exp.;Ct=1 1 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along of NE�/ the Top Chord and Bottom Chord,nonconcurrent with any other live loads .�O J°y�y0,A7' W S O 0994 �!r v 9°FFSS1oNP July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev 1010312015 BEFORE USE �� Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938959 3597OR3 V02 Valley 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Thu Jul 25 23 16 29 2019 Page 1 ID uH8lG91AM9_WQEtKnavHVNyuWBg-GK5KJAvyb8GxHYvbltg9OfAnl5lQUFy6RQm'?wKyuNRW 3-4-6 6-8-12 3-4-6 3-4-6 Scale 1/2"=1' 4x4 = 2 12 00 12 6 5 3 1 9 / \ =o 0 0 7 B 2x4 // 1x4 11 2x4 \\ 0-0-0 6-8-12 0-0-4 6-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 033 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 026 Vert(CT) n/a n/a 999 TCDL 100 Rep Stress Incr YES WB 004 Horz(CT) 000 3 n/a n/a BCLL 00 ' Code IBC2015frPI2014 Matrix-S Weight 20 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No 2 REACTIONS. (Ib/size) 1=230/6-8-4,3=230/6-8-4,4=244/6-84 Max Horz 1=-68(LC 12) Max Uplift 1=-29(LC 14),3=-29(LC 14) Max Grav 1=315(LC 33),3=315(LC 35),4=360(LC 38) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,13=45ft;L=24ft,eave=4ft,Cat ll,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL ASCE 7-10,Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow:Lumber DOL=1-15 Plate DOL=1 15),Category Il,Exp B;Partially Exp,Ct=1 1 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads OF NSw y JOy'�'s O� r 2 •099433, v SS10 July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE " Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 chesterfield,MO 63017 Job Truss Truss Type Qty Ply BUILDING D ROOF VINEYARD VIEW 137938960 35970R3 V03 Valley 2 1 Job Reference(optional) Universal Component Corp, EAST HAVEN CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Thu Jul 25 23:16 30 2019 Page 1 ID uH81G91AM9_WQEtKnavHVNyuWBg-kWflXWwaMROovhUnlbCOwtr?ZVeWDItFg4VYSmyuNRV 1-4-6 2-8-12 -4-6 1-4-6 4x4 = Scale=1 9 6 2 12 00 12 5 4 3 1 v =a a o 6 2x4 // 2x4 0-O4 2-8-12 0-0-4 2-8-8 Plate Offsets(X Y)-- [2 0-2-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 008 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 38 5/50 0 Lumber DOL 1 15 BC 019 Vert(CT) We - n/a 999 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 3 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight 6 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins. BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=118/2-8-4,3=118/2-84 Max Horz 1=-23(LC 12) Max Uplift 1=-5(LC 14),3=-5(LC 14) Max Grav 1=291(LC 33),3=291(LC 35) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind,ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=4ft,Cat Il,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL:ASCE 7-10,Pr=30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=50 0 psf(ground snow),Pf=38 5 psf(flat roof snow,Lumber DOL=1 15 Plate DOL=1 15),Category ll,Exp B,Partially Exp.,Ct=1 1 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel paints along the Top Chord and Bottom Chord,nonconcurrent with any other live loads �C01pF NE�y �,�PoQ•�W JO& O,p r lr• d LU Z �F�Atio•099435' v 9°FES S10 July 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Symbols Numbering System ® General Safety Notes - PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are Indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both Sides of truss 1 2 3 1 Additional stability bracing for truss system,e.g and fully embed teeth. TOP CHORDS diagonal or X-bracing,Is always required. See BCSI. C1-2 C2-3 2 Truss bracing must be designed by an engineer.For 0_11B 4 wide truss spacing,Individual lateral braces themselves o WEBS RzQ may require bracing,or alternative Tor I T O � � � � e � bracing should be considered. �7, N A 2 a 3 3 O 3. Never exceed the design loading shown and never "ZiZZ;� C) �a U stack materials on inadequately braced trusses 4 Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-a cs-7 cs-s designer,erection supervisor,property owner and plates 0- "i 'from outside BOTTOM CHORDS all other interested parties edge of truss. 8 7 6 5 5 Cut members to bear tightly against each other 6 Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI1TPI 1. connectorlates. THE LEFT. P 7 Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSUTPI 1. Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. s Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication PRODUCT CODE APPROVALS 9 Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension Is the plate 10 Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection the length parallel to slots. 11 Plate type,size,orientation and location dimensions indicated are minimum plating requirements LATERAL BRACING LOCATION 12 Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified by text in the bracing section of the truss Unless otherwise Shown. 13,Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rel on lumber values 14 Bottom chords require lateral bracing at r spacing, BEARING established by othersg y or less,if no ceiling is installed,unless otherwise noted . 15 Connections not shown are the responsibility of others Indicates location where bearings 16 Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer reaction section Indicates joint number where bearings occur 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 16 Use of green or treated lumber may pose unacceptable ffdenvironmental,health or performance risks Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19 Review all portions of this design(front,back,words Plate Connected Wood TfU55 Construction. and pictures)before use Reviewing pictures alone isnot sufficient DSB-89. Design Standard for Bracing. BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with a Guide tGood to for Handling, MiTek� ANS RPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 rev.10/03/2015 2'0" 14'5 3/4' 8'B' 31'10 3/4' 14'5 3/4• ' I I -- ----- ------ -- - ----- _ ---___ . TO 1' 1 Co u b o T02 . O w T37 o N' 0 0 0 0 o cLIJ o c o C 0 0 o J J J b r r r F I F F I- r F t f-.G 31 Q Q Q iv p J 1'5 3/4" > } Q T o i H c T21 �, V O a w IZ T21I � > Q > H !r34 0" 2'0" 2'0' 2'0" 2'0' 2'0' 2'0' 2'0" 2'0 T 0' 2'0' 0' T 0' .1'_3' 2'0' 2'0' 2'0' 2'0'- 2'0" H N i Z Z J w 0 T21 Q Q Z I N J m J r I _1 2 W < > v1 b A -� //.. H r � LU Z � W T < 0OZ � Q Q < > Q Q N T30 .18 0 l2 >_ = Z Q W m T21 9 j i - ---T17 Q LL Q W Z b - -- -- I I I dLLJ N ' 0 = > O T28 - -- - -- --- - - -- -- -4--- - -- -- - - I T16 0 w 0 o -- - -- --- - -- -- - --- - ::.-- -- - -= b �i d w u N I Iu F- I , w m c- ab to oC O � Z 1 I - D W > M T26 b I - I I b T14 O O w Q O O C T25 I I T13 O0 5 w Ol L I I o H m Z) LA Q O I I N 1 W w F M -% :T2VI 4 T 12 11 - _ I - u T 3 I I I --------- - LIJ N i - � _�- __- _ O v1 O O o B C W C T10 CM - ---- --- g o g o 3 Z LU a .�, 09 > b I =_ __ _ __ _ __ _ _- �_ --- _ _ _ __ __ --_ b >0 = C 2 O O w % J C> ,.. .._ ; a oC 708 > b I b > TO t M N 07 > I TO �' c ^ .^ > I< o - 0 rn v v m T06 TO, a) •,7, c L 3 Cn Y it I - T +I TO 05 s a ° H IT04/ I _ c C 1 - __----- -- - -- -- -- -='_ _J-- ZO 7 b T03 p 1 1 _ � b v w m a/ 1 I 1'10 1/2 o, i_ - - __. _ �._ .. _.. _- NIDI . _ iN y � L �� T01GE JI' 0• 2'0" 2'0' L2'0" 2'0" `2'0" LLTO" z•0• ``2'0" 2'0" 2'0' 2'0• 2'0• 2.0 2'0' 2.0" 2'0" 2'0" 2.0 ----- ---------- ------------ L III l7 c ------------ --- --- 'll o" 2.0• +z.o. tz.o. r2 o" .0i_c y N a E a' c ° � � ° O 01 IIII III "_ II I w ' 01 rn 3 ' x==--==s LU - c -------.-. w c a E u u a/ Cr 2'0" 14'5 3/4" 40'11 1/2' 14'5 3/4• 2'0" uQ D N f` 73'11" CL Cu Architect/Builder shall review all pitches, spans, overhangs, heel heights, loading, bearing locations, attic room sizes etc. prior to fabrication. Z E = 0 z ° -0 a � a, o f N N � �, � y ° > °co Cu 'p C _ v a-0 y 7 N o10- 00 C VU' v_7 v o Cu Cu WL: N E N -p Building D Roof LAYOUT_ a. a 01 j Z vii -0 Cu ° u E N CJ . ti i Conifer Conifer-LeChase Construction LLC Transmittal LeChase 205 Indigo Creek Drive Phone: 585-760-5336 CONSTRUCTION Rochester, NY 14626 Fax: 585-760-5353 r Project: Vineyard View Project No. p19 0017 2 Date: 7/11/2019 To: Amanda Nunemaker Vineyard View - Building Southold Town Building Department Type B&C Floor/Roof Town Hall Annex Building 54375 Route 25 Truss Shop Drawings PO Box 1179 Southold, NY 11971 WE ARE SENDING: SUBMITTED FOR: ACTION TAKEN: X IShop Drawings Approval Approved as Submitted Letter x Your Use Approved as Noted Prints x As Requested Returned After Loan Change Order Review and Comment Resubmit x Plans Pricing Submit Samples SENT VIA: Returned ElSpecifications I X lAttached Via:Mad Returned for Corrections Other-Submittals I Iseparate Cover via- Bids Due: Item No.. Copies Date Item Number Description Status 1 1 7/10/2019 Building B Floor Truss Drawings(Stamped) 2 1 7/10/2019 Building B Roof Truss Drawings(Stamped) 3 1 7/10/2019 Building C Floor Truss Drawings(Stamped) 4 1 7/10/2019 Building C Roof Truss Drawings(Stamped) Remarks: i Signed: Jack Susman (585)353-8864 i t Jut 1 6 2010 �D Page 1 of 1 07/15/19 L.\Conifer-LeChase\Common\CONIFER-LECHASE\1 Senior Housing\Projects\1971002-Vineyard View-Southold,NY\Transmittal\2019.07.15-Vineyard View-Budding Type B-C Stam ed NEW.docx "Building Better Communities" 4 IIII- MiTek® MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Re: 35970H_Building_C_Floor Building C Floor The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Universal Component Corporation. Pages or sheets covered by this seal: I37718270 thru I37718286 My license renewal date for the state of New York is January 31,2020. jUL 1 6 2019 OF NS Y �P 0 GAfj 0 CO 9� r � � W m -' z NPO 4/0. v RpPe S P July 10,2019 Garcia,Juan IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply Budding C Floor 137718270 35970F1_Butlding_C_Floor F01 Floor 20 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12.48 28 2019 Page 1 ID DKVe7rAKmh6vJK31?AW82XzFnWP-BA03k5PJg7Kam6UA0sDaSnC_9pYPc?KCJL122tyzoBH 2-6-0 1-4-0 , 2-5-4 Scale=124 5 1x3 II 3x6 = 1x3 II 3x3 = 1x3 II 4x6 = 1x3 II 1 21 2 22 3 23 4 24 5 25 6 26 7 0 1 15 13 16 12 17 11 18 10 19 9 20 8 4x4 = 1x3 II 3x6 = 1x3 II 4x4 = 1x3 II 4x4 = 8-0-08-8 0 ,9 4-0 14-7-12 8-0-0 0-8-0 0-8-0 5-3-12 Plate Offsets(X Y)-- [8•Edge 0-1-8] [10 0-1-8 Edgel,[14:Edge,0-1-81 LOADING (psfl SPACING- 1-8-0 CSI. DEFL. to (loc) Well L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 057 Vert(LL) -017 11-12 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 084 Vert(CT) -0.24 11-12 >719 240 BCLL 0.0 Rep Stress Incr YES WB 029 Horz(CT) 003 8 n/a n/a BCDL 100 Code IBC2015frP12014 Matnx-S Weight 59 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 14=750/0-5-8,8=750/Mechanical FORCES. (1b)-Max: Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-14=-272/0,7-8=-273/0,2-3=-1886/0,3-4=-1886/0,4-5=-1914/0,5-6=-1914/0 BOT CHORD 13-14=0/1217,12-13=0/1217,11-12=0/1914,10-11=0/1914,9-10=0/1207,8-9=0/1207 WEBS 5-10=-259/11,2-14=-1374/0,2-13=0/292,2-12=0/755,3-12=-332/0,4-12=-282/249,6-8=-1362/0,6-9=0/298, 6-10=0/835 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections 3)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. OF NEy�� GAN ' O,A� n Ii W NCO 0.080 A% Ali=C? v ROFEs s1,°NP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chard members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Floor 137718271 3597OF1_Building_C_Floor F02 Floor 28 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc. Tue Jul 09 12.48 29 2019 Page 1 ID DKVe7rAKmh6vJK317AW82XzFnWP-cMaRxRPxRQSQNG3MaZkp?,?19MDx1LQtIY,?TbaKyzoBG 2-6-0 1i4-0 1-9-2 � Scale=1 31 6 3x6 = 4x8 = 4x4 = 3x6 FP= 4x8 = 1 29 2 30 3 31 4 32 5 33 6 7 34 8 35 9 36 10 0 2 21 19 22 18 23 17 16 24 15 25 14 26 13 27 12 28 3x6 = 4x8 = 3x8 MT18H FP = 4x4 = 4x8 = 3x6 = 8-0-08-8-0 9-4-0 19-2-10 8-0-0 0-8-0 0-8-0 9-10-10 Plate Offsets(X,Y)-- [4 0-1-8,Edge],[15.0-1-8,Edge] LOADING (psf) SPACING- 1-8-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 055 Vert(LL) -022 14-15 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 062 Vert(CT) -0.34 14-15 >665 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.06 11 n/a n/a BCDL 100 Code IBC2015/TP12014 Matnx-S Weight.78 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 2100F 1 8E(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 11=98710-5-8,20=987/0-5-8 FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-20=-271/0,10-11=-271/0,2-3=-2753/0,3-4=-2753/0,4-5=-3380/0,5-6=-3380/0,6-8=-2759/0,8-9=-2759/0 BOT CHORD 19-20=0/1675,18-19=0/1675,16-18=0/3380,15-16=0/3380,14-15=0/3358,13-14=0/3358,12-13=0/1674, 11-12=0/1674 WEBS 2-20=-1891/0,2-19=0/297,2-18=0/1217,3-18=-307/0,4-18=-851/0,9-11=-1890/0,9-12=0/298,9-13=0/1225, 8-13=-294/0,6-13=-676/0,6-14=0/331,6-15=-267/374 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise Indicated 3)All plates are 1 5x3 MT20 unless otherwise indicated 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means .��01F NEW Y ��P �JPN GgRC/ O�'f� tr nw , m � z 2 - N � 0.08009 v R�FESS1 July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev 1010312015 BEFORE USE � Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Floor 137718272 35970Fl—Building_C_Floor F03 Floor 9 1 Jab Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12 48 30 2019 Page 1 ID DKVe7rAKmh6vJK317AW82XzFnWP-4Z8p9nQaCkaH?QeYBHF2XCIK6dHY4tBvmfC86myzoBF 2-6-0 14-0 , 1i Scale=1 31 4 3x6 = 4x8 = 4x4 = 3x6 FP= 4x8 = 1 29 2 30 3 31 4 32 5 33 6 7 34 8 35 9 36 10 0 T 2 21 19 22 18 23 17 16 24 15 25 14 26 13 27 12 28 3x6 = 4x8 = 3x8 MTI 8H FP = 4x4 = 4x8 = 3x6 = 8-0-0 N-99 -B-0 9-48-0 19-0-14 B-0-0 0-8-0 0--0 9-8-14 Plate Offsets(X Y)— [4.0-1-8,Edge],[15.0-1-8,Edge] LOADING (psf) SPACING- 1-8-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 054 Vert(LL) -021 14-15 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 060 Vert(CT) -033 14-15 >688 240 MT18H 197/144 BCLL 00 Rep Stress Incr YES WB 039 Horz(CT) 006 11 n/a n/a BCDL 100 Code IBC2015rrP12014 Matnx-S Weight 78 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims, BOT CHORD 2x4 SPF 2100F 1.8E(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 11=979/0-4-6,20=979/0-5-8 FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 1-20=-271/0,10-11=-271/0,2-3=-2726/0,3-4=-2726/0,4-5=-3331/0,5-6=-3331/0,6-8=-2731/0,8-9=-2731/0 BOT CHORD 19-20=0/1661,18-19=0/1661,16-18=0/3331,15-16=0/3331,14-15=0/3312,13-14=0/3312,12-13=0/1659, 11-12=0/1659 WEBS 2-20=-1 87510,2-19=0/297,2-18=0/1203,3-18=-308/0,4-18=-828/0,9-11=-1873/0,9-12=0/298,9-13=0/1210, 8-13=-295/0,6-13=-655/0,6-14=-3/332,6-15=-268/367 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)All plates are MT20 plates unless otherwise indicated 3)All plates are 1 5x3 MT20 unless otherwise Indicated. 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .�,�,pF NEW Y �JPN GgRCi9 O�� t r- C1 CD / W m z 2 - - F� �0.MO.% v ROF�SS1°NP July 10,2019 ®WAR-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 10/03/2015 BEFORE USE ° Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safely Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Floor 137718273 35970F1_Bwldmg_C_Floor F04 Floor Supported Gable 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12,48 32 2019 Page 1 ID DKVe7rAKmh6vJK31?AW82XzFnWP-OxFaZTSgkLr?E/oxFllWddNmHQ4UYtOBEzhFBeyzoSD Scale=1 30 6 3x6 FP= 1 49 2 50 3 51 4 52 5 53 6 54 7 55 8 56 9 57 10 58 11 12 13 59 14 60 15 61 16 17 I 0 34 35 33 36 32 37 31 38 30 2939 28 40 27 41 26 42 25 43 24 44 23 45 22 46 21 47 20 48 19 18 3x6 FP= 19-0-14 r 19-0-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 018 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 120 Lumber DOL 100 BC 019 Vert(CT) n/a - n/a 999 BCLL 00 Rep Stress Incr YES WB 0.03 Horz(CT) 000 18 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight-66 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. All bearings 19-0-14 (lb)- Max Uplift All uplift 100 Ib or less at joint(s)34,19 except 1 B=-126(LC 47) Max Grav All reactions 250 Ib or less atjolnt(s)18 except 34=274(LC 49),33=312(LC 50),32=308(LC 51), 31=309(LC 52),29=306(LC 23),28=309(LC 54),27=309(LC 55),26=309(LC 56),25=309(LC 57),24=309(LC 58), 23=309(LC 59),22=309(LC 60),21=30B(LC 61),20=311(LC 62),19=308(LC 47) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-34=-262/11 WEBS 2-33=-281/0,3-32=-279/0,4-31=-279/0,5-29=-279/0,6-28=-279/0,7-27=-279/0, 8-26=-279/0,9-25=-279/0,10-24=-279/0,11-23=-279/0,13-22=-279/0,14-21=-279/0, 15-20=-280/0,16-19=-266/32 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web) 4)Gable studs spaced at 1-4-0 oc 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)34,19 except Ot=1b)18=126 6)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads of NE le, 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means Q �1 GA/�C/9 0 * T nn LU z NCO �0.08009N AROFesS1oNP`' July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1141II-7473 rev 10/03/2015 BEFORE USE �- Design valid for use only with MiTekO connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall p p building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing �V IiTek- is always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Podge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Floor 137718274 35970F1_Building_C_Floor F05 Floor 16 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Tue Jul 09 12.48.33 2019 Page 1 ID DKVe7rAKmh6vJK31?AW82XzFnWP-UBpynoSSVfzsstN7pPpl9rwrpgJEHHOLTdRpj5yzo8C 2-6-0 1-6-2 Scale=1 20 5 1x3 II 3x6 = 1x3 I 1x3 I 3x6 = 1x3 II 1 18 2 19 3 20 4 21 5 22 6 ci 40 12 13 11 14 10 15 9 44 = 16 8 17 7 4x4 = 1x3 II 4x4 = 1x3 I 4x4 = 5-4-8 6-0-8 6-8-8 12-3-2 5-4-8 0-8-0 0-8-0 5-6-10 Plate Offsets(X Y)— [7 Edge,0-1-81,[9 0-1-8,Edgel,[10 0-1-8,Edge1,[12 Edge,0-1-81 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 052 Vert(LL) -014 8-9 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 060 Vert(CT) -016 8-9 >902 240 BCLL 00 Rep Stress Incr YES WB 023 Horz(CT) 002 7 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight 49 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 12=627/0-4-6,7=627/Mechanical FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-12=-271/1,6-7=-271/1,2-3=-1380/0,3-4=-1380/0,4-5=-1380/0 BOT CHORD 11-12=0/992,10-11=0/992,9-10=0/1380,8-9=0/992,7-8=0/992 WEBS 2-12=-1119/0,2-11=0/312,5-7=-1119/0,5-8=0/312,5-9=-3/514,2-10=-3/514 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Refer to girder(s)for truss to truss connections 3)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0F NEW Y co GA Ciq 0 ►_ T- o f W m z �0.08009 �C? 9�FESSIGNP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Floor 137718275 35970F1_Building_C_Floor F06 Floor 6 1 Jab Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12:48 34 2019 Page 1 ID DKVe7rAKmh6vJK31')AW82XzFnWP-yKNK_BT4Gz51U1yJN6K i2SOgEcROi?UhHAMFXyzoBB 2-6-0 1-4- 1-11-6 Scale=1 27 5 3x8 = 4x4 = 4x4 = 3x6 FP= 3x8 = 1 26 2 27 3 28 4 29 5 30 6 7 31 8 32 9 m 1 19 17 20 16 15 21 14 22 13 23 12 24 11 25 3x6 = 3x6 FP= 3x8 = 3x6 = 3x8 = 8-0-0 8-8 0 9 4 0 16-9-6 8-0-0 7-5-6 Plate Offsets(X Y)-- [4 0-1-8,Edge),[5.0-1-8,Edge) LOADING (psf) SPACING- 1-8-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 056 Vert(LL) -0.16 14-15 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 080 Vert(CT) -0.25 14-15 >812 240 BCLL 00 Rep Stress Incr YES WB 034 Horz(CT) 005 10 n/a n/a BCDL 100 Code IBC20151rP12014 Matrix-S Weight.68 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=861/0-5-8,18=861/0-4-6 FORCES. (Ib)-Max Comp/Max Ten -All forces 250(ib)or less except when shown TOP CHORD 1-18=-271/0,9-10=-271/0,2-3=-2291/0,3-4=-2291/0,4-5=-2600/0,5-6=-2271/0,6-8=-2271/0 BOTCHORD 17-18=0/1431,15-17=0/1431,14-15=0/2600,13-14=0/2600,12-13=0/2600,11-12=0/1436,10-11=0/1436 WEBS 2-18=-1615/0,2-17=0/294,2-15=0/972,3-15=-320/0,4-15=-541/99,8-10=-1621/0,8-11=0/297,8-12=0/943, 6-12=-312/0,5-12=-576170 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)All plates are 1 5x3 MT20 unless otherwise indicated 3)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Tap Chord and Bottom Chord,nonconcurrent with any other live loads 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means of: NEIN y CLQ' JPN GARcj9 0'p,� m w z �O.08009 Ali=C? ROFEssi, v July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIMPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Sxingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Jab Truss Truss Type Qty Ply Building C Floor 137718276 3597OF1_Building_C_Floor F07 Floor 16 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12.48 35 2019 Page 1 ID DKVe7rAKmh6vJK31'?AW82XzFnWP-RWxiCUUi1GDa5BXWwgrDEG9BVexXIA8ewxwvozyzo8A 2-6-0 I 1-6-12 1-11-6 Scale 1/2"=1' 1x3 II 4x6 = 1x3 II 3x3 = 1x3 II 3x6 = 1x3 II 1 21 2 22 3 23 4 24 5 25 6 26 7 0 1 15 13 16 12 17 11 18 10 19 9 20 44 = 1x3 II 4x4 = 1x3 II 3x6 = 10 II 44 = 5-7-4 6-3-4 6-11-4 14-4-10 5-7-4 0-8-0 0-8-0 7-5-6 Plate Offsets(X,Y)-- [B Edge,0-1-81,[12 0-1-8,Edge1,[14 Edge,0-1-81 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 050 Vert(LL) -0.14 10-11 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 081 Vert(CT) -0.20 10-11 >857 240 BCLL 00 Rep Stress Incr YES WB 028 Horz(CT) 003 8 n/a n/a - BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight 58 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 14=737/0-4-6,8=737/0-5-8 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-14=-272/0,7-8=-271/0,2-3=-1858/0,3-4=-1858/0,4-5=-1820/0,5-6=-1820/0 BOT CHORD 13-14=0/1186,12-13=0/1186,11-12=0/1858,10-11=0/1858,9-10=0/1195,8-9=0/1195 WEBS 2-14=-1339/0,2-13=0/301,2-12=0/798,3-12=-251/14,6-8=-1349/0,6-9=0/294,6-10=Of705,5-10=-334/0, 4-10=-290/235 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means OF NE(Nr Gggc�9 O�� r � n LU F� 0,08009", kid v PESS1�tJP July 10,2019 ®WARNING-Venfy design pm mefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTeM connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing 1 p !Tek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSirrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty PlyBuilding C Floor 137718277 35970F1_Building_C_Floor FOB Floor 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 09 12 48 36 2019 Page 1 ID DKVe7rAKmh6vJK31?AW82XzFnWP-vIVSPgVKoaLRILSiUXMSnTYMF2H1UdQn9bfTKQyzoB9 2-6-0 1-6-12 1-10-4 Scale 1/2"=1' 1x3 II 46 = 1x3 II 3x3 = 1x3 II 3x6 = 1x3 II 1 21 2 22 3 23 4 24 5 25 6 26 7 0 9 1 15 13 16 12 17 11 18 10 19 9 20 4x4 = 10 II 4x4 = 1x3 3x6 = 1x3 II 4x4 = 5-7-4 6-3-46-11-4 14-3-8 5-7-4 0-8-0 0-8-0 7-4-4 Plate Offsets(X,Y)-- [B:Edge,0-1-8],[12 0-1-8,Edge],[14 Edg_e,0-1-81 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 050 Vert(LL) -0.13 10-11 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 079 Vert(CT) -0.19 10-11 >898 240 BCLL 00 Rep Stress Incr YES WB 028 Horz(CT) 003 8 n/a n/a BCDL 100 Code IBC2015(rP12014 Matrix-S Weight'58 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals - WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 14=732/04-6,8=732/0-4-6 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-14=-272/0,7-8=-271/0,2-3=-1835/0,3-4=-1835/0,4-5=-1799/0,5-6=-1799/0 BOT CHORD 13-14=0/1178,12-13=0/1178,11-12=0/1835,10-11=0/1835,9-10=0/1187,8-9=0/1187 WEBS 2-14=-1330/0,2-13=0/302,2-12=0/783,6-8=-1340/0,6-9=0/294,6-10=0/691,5-10=-334/0,4-10=-287/233 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at•all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at theirouter ends or restrained by other means OF NSw y GA,90 O,A� i r- W n W m z 0-0800 �C? ROFFss►otJP July 10,2019 ®WARNING;-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE ° Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrTPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Floor 137718278 3597OF1_Building_C_Floor F09 Floor Supported Gable 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12.48 37 2019 Page 1 ID-DKVe7rAKmh6vJK31'?AW82XzFn WP-Nv3TdAWzZuTILUgu2FthKh4bfRmFD8dxNFPOssyzo88 Scale=1 20 6 1 5x3 11 1 5x3 I I 1 30 2 31 3 32 4 33 5 34 6 35 7 36 8 37 9 38 10 ` I n m 20 21 19 22 18 23 17 24 16 25 15 26 14 27 13 28 12 29 11 1x4 II 1x4 II 12-1-12 12-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 020 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 120 Lumber DOL 100 BC 021 Vert(CT) n/a n/a 999 BCLL 00 Rep Stress Incr YES WB 003 Horz(CT) 000 11 n/a n/a BCDL 100 Code IBC20151TP12014 Matnx-S Weight 42 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. All bearings 12-1-12 (lb)- Max Grav All reactions 250 Ib or less atlolnt(s)except 20=276(LC 31),11=279(LC 40),19=309(LC 32),18=309(LC 33),17=309(LC 34),16=309(LC 35),15=309(LC 36),14=309(LC 37),13=307(LC 38),12=314(LC 39) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-20=-263/10,10-11=-265/5 WEBS 2-19=-280/0,3-18=-279/0,4-17=-279/0,5-16=-279/0,6-15=-279/0,7-14=-280/0, 8-13=-279/5,9-12=-283/0 NOTES- 1)All plates are 1x3 MT20 unless otherwise indicated 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(t e.diagonal web) 4)Gable studs spaced at 1-4-0 cc 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means OF NEW Y C7 JPN GAR C/ 0'Q,� r b cc m } - W 2 C? iO.08009� Ali= v ROFES S+°NA July 10,2019 ®wARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Floor 137718279 35970F1_Bulidmg_C_Floor F10 Floor Supported Gable 1 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 09 12 48 37 2019 Page 1 ID DKVe7rAKmh6vJK31?AW82XzFnWP-Nv3TdAWzZuTILOgu2FthKh4biRmlD8dxNFPOssyzoB8 1 1x3 11 9 2 1x3 11 10 3 1 5x3 11 Scale=1 10 3 Ll 0 m I 6 7 5 8 4 1x3 1x3 11 1x4 11 2-9-2 2-9-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 020 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 120 Lumber DOL 100 BC 021 Vert(CT) n/a - n/a 999 BCLL 00 Rep Stress Incr YES WB 003 Horz(CT) 000 4 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight.11 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 2-9-2 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. (Ib/size) 6=71/2-9-2,4=77/2-9-2,5=179/2-9-2 Max Grav 6=275(LC 10),4=277(LC 12),5=314(LC 11) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-6=-263/5,3-4=-264/0 WEBS 2-5=-282/0 NOTES- 1)Gable requires continuous bottom chord bearing 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e diagonal web) 3)Gable studs spaced at 1-4-0 oc 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means OF NE y ��P �JPN GARC/ O�7' r y � LU m Z 2 - C? 0. 09N AROFESS1oNP� July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p _ building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,100 63017 Job Truss Truss Type Qty Ply Building C Floor 137718280 35970F1_Building_C_Floor F11 Floor 19 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Tue Jul 0912:48 39 2019 Page 1 ID DKVe7rAKmh6vJK31'?AW82XzFnWP-JIAD1sXD5VIOaogH9gw9P6AoEFLohxSDrZu7xkyzo86 260 14-0 1�- Scale=1.35 6 3x6 FP= 4x10 = 3x6 = 4x6 = 4x10 = 1 31 2 32 3 33 4 34 5 35 6 36 7 37 8 38 9 39 10 0 m 2 22 20 23 19 24 18 17 25 16 26 15 27 14 28 13 29 12 30 3x8 = 4x10 = 3x10 MT18H FP = 4x4 = 4x4 = 4x10 = 3x8 = 11-11-8 i 10-7-8 11-3-8 21-8-6 i 10-7-8 0.8-D 0-8-0 9-8-14 Plate Offsets(X,Y)-- [7.0-1-12,Edge],[15.0-1-8,Edge],[16.0-1-8,Edge] LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 078 Vert(LL) -034 16-17 >761 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 066 Vert(CT) -053 16-17 >490 240 MT18H 197/144 BCLL 00 Rep Stress Incr YES WB 045 Horz(CT) 008 11 n/a n/a BCDL 100 Code IBC2015rrP12014 Matrix-S Weight.88 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, BOT CHORD 2x4 SPF 2100F 1 8E(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 11=1115/0-5-8,21=111510-5-8 FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-21=-271/0,10-11=-271/0,2-3=-3244/0,3-4=-3244/0,4-5=-435310,5-6=-4353/0, 6-7=-4353/0,7-8=-3251/0,8-9=-3251/0 BOT CHORD 20-21=0/1919,19-20=0/1919,17-19=0/4099,16-17=0/4099,15-16=0/4353,14-15=0/4071, 13-14=0/4071,12-13=0/1917,11-12=0/1917 WEBS 2-21=-2166/0,2-20=0/299,2-19=0/1496,3-19=-29310,4-19=-965/0,4-17=01318, 9-11=-2164/0,9-12=0/298,9-13=0/1506,8-13=-297/0,7-13=-925/0,4-16=-166/611, 7-14=-36/312,7-15=-124/653 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise Indicated. 3)All plates are 1 5x3 MT20 unless otherwise indicated 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. OF NEy�Y Cr,�P JJPN GgR�,�-9 O,p� m y. r i W N0.0 3 0°�� Qi= PEE sl July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev 1010312015 BEFORE USE �� Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTeW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Floor 137718281 35970F1_Building_C_Flocr F12 Floor Supported Gable 1 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 09 12.48 41 2019 Page 1 ID.DKVe7rAKmh6vJK31?AW82XzFnWP-Fgl_SXZTc6z/p6 fH5ydUXFlu3869xcWltNE?dyzo84 Scale=1 33 5 3x6 FP= 1 51 2 52 3 53 4 54 5 55 6 56 7 57 8 58 9 59 10 60 11 12 13 61 14 62 15 63 16 64 1718 9 35 36 34 37 33 38 32 39 31 40 30 2941 28 42 27 43 26 44 25 45 24 46 23 47 22 48 21 49 20 50 19 3x6 FP= 44 = 20-4-4 20-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 019 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 120 Lumber DOL 100 BC 022 Vert(CT) n/a - n/a 999 BCLL 00 Rep Stress Incr YES WS 003 Horz(CT) 000 19 n/a n/a BCDL 100 Code IBC2015IfP12014 Matnx-S Weight,71 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceding directly applied or 6-0-0 oc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. All bearings 2044. (lb)- Max Grav All reactions 250 Ib or less at loint(s)except 35=277(LC 52),19=284(LC 67),34=308(LC 53),33=309(LC 54),32=309(LC 55),31=309(LC 56),29=306(LC 25),28=309(LC 58),27=309(LC 59),26=309(LC 60), 25=309(LC 61),24=309(LC 62),23=309(LC 63),22=309(LC 64),21=307(LC 65),20=315(LC 66) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-35=-264/10 WEBS 2-34=-279/0,3-33=-279/0,4-32=-279/0,5-31=-279/0,6-29=-279/0,7-28=-279/0, 8-27=-279/0,9-26=-279/0,10-25=-279/0,11-24=-279/0,13-23=-279/0,14-22=-280/0, 15-21=-279/3,16-20=-282/0 NOTES- 1)All plates are 1 5x3 MT20 unless otherwise Indicated 2)Gable requires continuous bottom chord bearing 3)Truss to be fully sheathed from one face or securely braced against lateral movement(I a diagonal web) 4)Gable studs spaced at 1-4-0 oc 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means .��of NEIN Y �J04 GA"�ciy 0 m 4 w C4 �0.080rJ9� OF SSI July 10,2019 ®WARNING-Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE ° Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPH Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Insbtute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Floor 137718282 35970F1_Building_C_Floor F13 Floor 10 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12 48 42 2019 Page 1 ID.DKVe7rAKmh6vJK31?AW82XzFn WPyssMgtZ5NQ5aRGZsroTsl koNpSKFuJtgXW6nX3yzo83 2-6-0 2-3-8 1-4-0 r � Scale=1 28 1 3x8 = 44 = 44 = 3x6 FP= 3x8 = 1 25 2 26 3 27 4 28 5 29 6 7 30 8 31 9 0 m 17 18 16 19 15 20 14 21 13 22 12 23 11 24 3x6 = 4x6 = 3x8 = 3x6 = 3x8 MT18H FP = 7-9-88-5-8 9-1-8 17-1-8 7-9-8 0-8-0 0-8-0 8-0-0 Plate Offsets(X Y)-- [4 0-1-8,Edge),[5:0-1-8 Edge),[15.0-2-4,Edge) LOADING (psf) SPACING- 1-8-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TOLL 400 Plate Grip DOL 1 00 TC 056 Vert(LL) -017 12-13 >999 360 MT20 -197/144 TCDL 120 Lumber DOL 1 00 BC 080 Vert(CT) -025 12-13 >813 240 MT18H 197/144 BCLL 00 Rep Stress Incr YES WB 035 Horz(CT) 005 10 n/a n/a BCDL 100 Code IBC2015ITP12014 Matnx-S Weight 69 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, bOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 10=87810-5-8,17=878/Mechanical FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-17=-271/0,9-10=-271/0,2-3=-2348/0,3-4=-2348/0,4-5=-2713/0,5-6=-2356/0,6-8=-2356/0 BOT CHORD 16-17=0/1467,15-16=0/1467,14-15=0/2713,13-14=0/2713,12-13=0/2713,11-12=0/1465,10-11=0/1465 WEBS 2-17=-1657/0,2-16=0/296,2-15=0/994,3-15=-315/0,8-10=-1654/0,8-11=0/295,8-12=0/1006,6-12=-319/0, 5-12=-592/77,4-15=-605/64 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)All plates are MT20 plates unless otherwise Indicated 3)All plates are 1 5x3 MT20 unless otherwise Indicated 4)Refer to girder(s)for truss to truss connections 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 0F NEIL �J0 GARC,,9 0 CO r- T_ n W Lu 2 m2(P No 9� O •0800 v AR�FEssit July 10,201'9 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall p building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek^ is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSlfTPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Songley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Floor 137718283 -35970F1_Bulldmg_C_Floor F14 Floor 10 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Tue Jul 09 12.48 43 2019 Page 1 ID:DKVe7rAKmh6vJK31?AW 82XzFnWP-C3QktDaj8kDR3P820V_5ZyKYNsfvdn3pmAsK4Wyzo82 2-6-0 2-4-12 1-4-0 Scale=1 24 5 1x3 II 46 = 1x3 II 3x3 = 1x3 II 3x6 = 1x3 II 1 21 2 22 3 23 4 24 5 25 6 26 7 Ci 0 ei 14 15 13 16 12 17 11 18 10 19 9 20 4x4 = 1x3 II 4x4 = 1x3 II 3x6 = 1x3 II 4x4 = 5-3-45-11 4 6-7 4 14-7-4 5-3-4 80 0-8-0 8-0-0 Plate Offsets(X,Y)-- [B Edge,0-1-81,[12 0-1-8,Edge1,[14:Edge,0-1-81 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 057 Vert(LL) -017 10-11 >999 360 MT20 197/144 TCDL 120 Lumber DOL 100 BC 0 B4 Vert(CT) -024 10-11 >718 240 BCLL 0 0 Rep Stress Incr YES WB 029 Horz(CT) 003 8 n/a n/a BCDL 100 Code IBC2015/TP12014 Matnx-S Weight 59 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=748/Mechanical,8=748/0-5-8 FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown a' TOP CHORD 1-14=-273/0,7-8=-272/0,2-3=-1900/0,34=-1900/0,4-5=-1878/0,5-6=-1878/0 BOT CHORD 13-14=0/1202,12-13=0/1202,11-12=0/1900,10-11=0/1900,9-10=0/1213,8-9=0/1213 WEBS 3-12=-259/11,2-14=-1357/0,2-13=0/297,6-8=-1369/0,6-9=0/292,6-10=0/751,5-10=-33210,4-10=-276/251, 2-12=0/830 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections 3)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. OF NEW Y ��P �JPN O Gggci9 _r T 0 W 2 m2(P do 91 a .0800 A9�FES SI�tJP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev 1010312015 BEFORE USE �� Design valid for use only with M,Tek®connectors This design,s based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated,s to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlfrPl1 quality Criteria,DSB-89 and BCSI Building Component 16023 Sw,ngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Building C Floor 137718284 35970F1_Building_C_Floor F15 Floor 18 1 Jab Reference(optional) Universal Component Corp, East Haven,CT 06512 8.010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12 48 44 2019 Page 1 ID DKVe7rAKmh6vJK31'?AW82XzFnWP-gF_65ZbMv1LlgZ1EyDVK69tj6G3gMCdz gbucyyzo81 2-6-0 2-7-4 „ 1-4-0 17- Scale=1 31 6 3x6 = 48 = 4x4 = 3x6 FP= 48 = 1 29 2 30 3 31 4 32 5 33 6 7 34 8 35 9 36 10 0 LZ- 2'�� 21 19 22 18 23 17 16 24 15 25 14 26 13 27 12 28 3x6 = 4x8 = 3x8 MT18H FP = 4x4 = 4x8 = 3x6 = 8-1-4 ,8-9-4,9-5-4, 19-2-2 8-1-4 0-8-0 0-8-0 9-8-14 Plate Offsets(X Y)- [4:0-1-8,Edge],[15 0-1-8,Edge] LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 400 Plate Grip DOL 1 00 TC 057 Vert(LL) -0.22 14-15 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 060 Vert(CT) -0.33 14-15 >684 240 MT18H 197/144 BCLL 00 Rep Stress Incr YES WB 0.39 Horz(CT) 006 11 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight 78 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 2100F 1 8E(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 11=984/0-5-8,20=984/0-5-8 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-20=-271/0,10-11=-271/0,2-3=-2750/0,3-4=-2750/0,4-5=-3373/0,5-6=-3373/0,6-8=-2752/0,8-9=-2752/0 BOT CHORD 19-20=0/1670,18-19=0/1670,16-18=0/3373,15-16=0/3373,14-15=0/3342,13-14=0/3342,12-13=0/1670, 11-12=0/1670 WEBS 2-20=-1885/0,2-19=0/296,2-18=0/1219,3-18=-309/0,4-18=-842/0,9-11=-1885/0,9-12=0/298,9-13=0/1222, 8-13=-295/0,6-13=-666/0,6-14=-5/332,6-15=-262/381 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise Indicated 3)All plates are 1 5x3 MT20 unless otherwise Indicated. 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. OF NEW y CD 71 0 ' UJW m = ,o 0-08009" =C? ROFESSI°NP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 1010312015 BEFORE USE �� Design valid for use only with MiTeM connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 r - - Job Truss Truss Type Qty Ply Building C Floor 137718285 35970F1_Building_C_Floor F18 Floor Supported Gable 1 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 09 12 48 45 2019 Page 1 ID DKVe7rAKmh6vJK319AW82XzFnWP-BRYUlvc_gLT91jIRWw1ZeNQ_gWV5lc6DULRBOyzoB0 1 15x3 II 15 2 16 3 17 4 18 5 Scale=1 10 2 0 10 11 9 12 8 13 7 14 6 1x4 II 4-11-14 4-11-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 018 Vert(LL) n/a - n/a 999, MT20 197/144 TCDL 120 Lumber DOL 100 BC 019 Vert(CT) n/a - n/a 999 BCLL 00 Rep Stress Incr YES WB 003 Horz(CT) 000 6 n/a n/a BCDL 100 Code IBC2015ITP12014 Matnx-S Weight 19 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-14 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. All bearings 4-11-14 (lb)- Max Uplift All uplift 100 Ib or less at loint(s)6 Max Grav All reactions 250 Ib or less at joints)except 10=274(LC 16),6=268(LC 20),9=311(LC 17),8=310(LC 18),7=301(LC 19) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-10=-263/10,5-6=-258/26 WEBS 2-9=-281/0,3-8=-280/0,4-7=-274/3 NOTES- 1)All plates are 1x3 MT20 unless otherwise indicated 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(I e.diagonal web) 4)Gable studs spaced at 1-4-0 oc 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6 6)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 01F NE Y �P �JPN Gggci9 0 CO i t n c- uwi Z 2 � 0.0800 oFEssl July 10,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Floor 137718286 _3597OF1_Budding_C_Floor F19 Floor Supported Gable 1 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12:48.46 2019 Page 1 ID DKVe7rAKmh6vJK31?AW82XzFnWP-ce5tWFccRfbOwtsd4eYoBay8R4rQgCrFS84?hgyzo8? Scale=1 22 8 1 5x3 11 1 5x3 I I 1 33 2 34 3 35 4 36 5 37 6 38 7 39 8 40 9 41 10 42 11 Li o T 22 23 21 24 20 25 19 26 18 27 17 28 16 29 15 30 14 31 13 32 12 1x4 II 1x4 II 13-5-8 13-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 020 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 0 21 Vert(CT) n/a n/a 999 BCLL 00 Rep Stress Incr YES WB 003 Horz(CT) 000 12 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight 46 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. All bearings 13-5-8 (lb)- Max Grav All reactions 250 Ib or less attoint(s)except 22=276(LC 34),12=278(LC 44),21=309(LC 35),20=308(LC 36),19=309(LC 37),18=309(LC 38),17=309(LC 39),16=309(LC 40),15=309(LC 41),14=307(LC 42), 13=314(LC 43) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-22=-263/10,11-12=-265/6 WEBS 2-21=-280/0,3-20=-279/0,4-19=-279/0,5-18=-279/0,6-17=-279/0,7-16=-279/0, 8-15=-280/0,9-14=-279/4,10-13=-283/0 NOTES- 1)All plates are 1x3 MT20 unless otherwise Indicated 2)Gable requires continuous bottom chord bearing 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web) 4)Gable studs spaced at 14-0 oc. 5)This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. OF NEW Y �JPN GA C/ 0 C1 W m z ;0 110 0.0800 2C? ROPES S1°tJP July 10,2019 ®WARNING-Venfy,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �►@� building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 6-4-8 1 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1 Additional stability bracing for truss system,e.g and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI c1-2 c2-3 2 Truss bracing must be designed by an engineer.For �'y16 4 wide truss spacing,individual lateral braces themselves WEBS c may require bracing,or alternative Tor I T � p braang should be considered. I O _ O 3 Never exceed the design loading shown and never Q_ �a U stack materials on inadequately braced trusses O0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-s cs-� cs s F- designer,erection supervisor,property owner and plates fl- 'lis'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5 Cut members to bear tightly against each other 6 Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. P 7 Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIfrPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8 Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication PRODUCT CODE APPROVALS 9 Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11 Plate type,size,orientation and location dimensions indicated are minimum plating requirements LATERAL BRACING LOCATION 12 Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified by text in the bracing section of the truss unless otherwise shown. 13 Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rel on lumber values 14 Bottom chords require lateral bracing at h r se note BEARING g y or less,if no ceding is installed,unless otherwise noted established by others. 15 Connections not shown are the responsibility of others. Indicates location where bearings 16 Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer reaction section indicates joint number where bearings occur. 17 Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� �g 18 Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards' project engineer before use. ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use Reviewing pictures alone DSB-89: Design Standard for Bracing. W1 MiTek � is not sufficient BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.10/03/2015 MiTek® MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Re: 35970R 1_Building_C_Roof Building C Roof The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Universal Component Corporation. Pages or sheets covered by this seal: 137726380 thru I37726438 My license renewal date for the state of New York is January 31,2020. .��of- NEINY ,LQ' �J0 GAR 0 CO r— W l! a Z 4/10.0 00°1 =C9 ROF S� P July 10,2019 Garcia,Juan IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall budding design per ANSI/TPI 1,Chapter 2. • Job Truss Truss Type Qty Ply Building C Roof 137726380 3597OR1_Building_C_Roof G01 Common Girder 2 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Wed Jul 10 03.12.02 2019 Page 1 ID.kpAYX54 W WJg8Pl7VC38rSXzFkxF-1 KpuM5SQPzLmxpZPLio9RJBjMMgz/quAwa2gdfyzbUh p-10-$ 3-7-11 7-2-14 10-10-1 14-5-12 15-4 4 10- 3-7-11 3-7-3 3-7-3 3-7-11 -10-9 4x6 11 Scale=1 50 6 4 12 13 12 00 12 34 // 3x6 3 5 11 14 2 67 IO T 0 15 1016 17 18 9 19 20 21 8 2223 4x4 = HUS26 2x4 II HUS26 6x8 = 2x4 II 4x4 = HUS26 HUS26 HUS26 HUS26 3-7-11 7-2-14 10-10-1 14-5-12 3-7-11 3-7-3 3-7-3 3-7-11 Plate Offsets(X,Y)-- [2 0-0-0,0-0-41,[6,Edge,0-0-41,[9'0-4-0,0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0.16 Vert(LL) -004 8-9 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 049 Vert(CT) -0.06 8-9 >999 180 TCDL 100 Rep Stress Incr NO WB 039 Horz(CT) 002 6 n/a n/a BCLL 00 Code IBC2015frP12014 Matnx-S Weight 160 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x6 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 SPF No 2 REACTIONS. (Ib/size) 2=2568/0-5-8,6=2470/0-5-8 Max Horz 2=-182(LC 46) Max Uplift 2=-229(LC 10),6=-217(LC 10) Max Grav 2=3293(LC 2),6=3168(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-3745/241,3-4=-2525/242,4-5=-2524/242,5-6=-3725/236 BOT CHORD 2-10=-124/2430,9-10=-124/2430,8-9=-64/2402,6-8=-64/2402 WEBS 4-9=-267/3139,5-9=-1027/145,5-8=-6011 462,3-9=-1069/151,3-10=-58/1521 NOTES- 1)2-ply truss to be connected together with 10d(0 131"x3")nails as follows Top chords connected as follows-2x4-1 row at 0-9-0 oc Bottom chords connected as follows 2x6-2 rows staggered at 0-9-0 oc Webs connected as follows 2x4-1 row at 0-9-0 oc 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Unbalanced roof live loads have been considered for this design 4)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft,L=24ft;eave=4ft;Cat Il;Exp B;enclosed,MWFRS(directional),cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate gnp DOL=1 60 pF NEIN 5)TCLL:ASCE 7-10,Pr-30 0 psf(roof live load*Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat y roof snow Lumber DOL=1 15 Plate DOL=1.15);Category II;Exp B;Partially Exp.,Ct=1.1 �Q'� JPiy GgIf? 0 CO 6)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19.3 psf on overhangs C/9 non-concurrent with other live loads 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. * , 8)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r CC will fit between the bottom chord and any other members n ; W 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at/t(s)2 and 6 This connection is for (il Z uplift only and does not consider lateral forces 2 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 44 08 11)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 12-0-12 to connect truss(es)to back face of bottom chord R�Fes sI 12)Fill all nail holes where hanger is in contact with lumber July 10,2019 andard ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCS/Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,NO 63017 •Jab Truss Truss Type Qty Ply Building C Roof 137726380 35970R1_Building_C_Roof G01 Common Girder 2 Job Reference o'tional Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc. Wed Jul 10 03.12.02 2019 Page 2 ID:kpAYX54W WJg8Pj7VC3BrSXzFkxF-1 KpuM5SQPzLmxpZPLjo9RJBjMMgzjquAwa2gdfyzbUh LOAD CASE(S) Standard 1)Dead+Snow(balanced) Lumber Increase=1.15,Plate Increase=1 15 Uniform Loads(pif) Vert*1-4=-58,4-7=-58,2-6=-20 Concentrated Loads(lb) Vert 15=-637(8)16=-634(B)18=-634(B)19=-634(B)21=-634(8)22=-634(8) I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 1010312015 BEFORE USE. " Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 'Job Truss Truss Type Qty Ply Building C Roof 137726381 35970R1_Building_C_Roof H01 Half Hip 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 10 03 12 03 2019 Page 1 ID kpAYX54WWJg8Pj7VC38rSXzFkxF-WXNGZRT2AHUdZz7bvRJ0_WkgollVSNfK9EnN96yzbUg 4-4_8 5-6-12 5r13 4 4-4-8 1-2-4 0-1-8 4x4 = Scale=1.117 4x4 11 300 12 g 3 4 8 7 1 J r 4x6 II 10 6 11 5 1x4 II 4x4 = 4x4 II 0 4-8 4-4-8 5-6-12 0 4 4-0-0 1-2-4 Plate Offsets(X Y)-- [1 0-0-12,1-0-41,[1 0-0-7,0-1-61,[3,0-2-0,0-0-81,[5 Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 039 Vert(LL) -006 1-6 >999 240 MT20 197/144 Snow(Pf/Pg) 19.3/25.0 Lumber DOL 115 BC 040 Vert(CT) -008 1-6 >784 180 TCDL 100 Rep Stress Incr YES WB 003 Horz(CT) 000 5 n/a n/a BCLL 0 0 * Code IBC2015/TPI2014 Matnx-S Weight 17 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins:24. WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left 2x4 SPF No 2 REACTIONS. (Ib/size) 5=221/Mechanical,1=205/0-4-8 Max Horz 1=42(LC 15) Max Uplift 5=-33(LC 12),1=-19(LC 12) Max Grav 5=360(LC 53),1=354(LC 54) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 3-5=-318/48 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind*ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6.Opsf;BCDL=6.Opsf;h=25ft,B=45ft;L=24ft;eave=4ft,Cat Il;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-24 to 3-2-4,Intenor(1)3-2-4 to 44-8,Exterior(2)4-4-8 to 5-8-4 zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL•ASCE 7-10,Pr--30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15);Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow,Lumber DOL=1.15 Plate DOL=1.15);Category Il,Exp B,Partially Exp.,Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs 4)Unbalanced snow loads have been considered for this design 5)Provide adequate drainage to prevent water ponding OF NEW 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads Y 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��Q'� JPN GA(�C/ ��� will fit between the bottom chord and any other members ) 9 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 33 Ib uplift at joint 5 and 19 Ib uplift at * , joint 1 t— y [L 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along C7 S W the Top Chord and Bottom Chord,nonconcurrent with any other live loads tT Z 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 'L NCO �0.08009 v ROFEss�oNP July 10, 019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall wt building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Cntena,OSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726382 35970R1_Building_C_Roof H02 Half Hip Girder 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03.12.04 2019 Page 1 I D.kpAYX54W WJg8Pj7VC38rSXzFkxF-JxfmnUgxbcUA6inT8gdXkG?b908BpuTNuXwhYyzbUf 2-4-8 3-2-9 5-6-12 5 8 4 2-4-8 0-10-1 2-4-3 Scale=1 110 4x4 = 3 00 12 NAILED 10 1x4 II II 11 3 12 5 9 1 n 0 4x4 —_ 13 8 14 7 15 6 4x6 11 1x4 11 1x4 11 NAILED Special 04-8 2-4-8 3-2-9 5-6-12 0 4-8 2-0-0 0 10-1 2-4-3 Plate Offsets(X Y)-- [1.0-0-7,0-1-61,[10-0-12,1-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof] 300 Plate Grip DOL 1 15 TC 039 Vert(LL) -003 8 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3125.0 Lumber DOL 1.15 BC 038 Vert(CT) -0.05 8 >999 180 TCDL 100 Rep Stress Incr NO WB 003 Horz(CT) 000 6 n/a n/a BCLL 0 0 * Code IBC2015/TP12014 Matnx-S Weight:16 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins 2-5 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing WEDGE Left-2x4 SPF No 2 REACTIONS. (lb/size)- 6=317/Mechanical,1=270/0-4-8 Max Horz 1=24(LC 63) Max Uplift 6=-68(LC 8),1=-44(LC 8) Max Grav 6=398(LC 50),1=381(LC 51) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-547/82,2-3=-483/86,3-4=-482/85,4-6=-327/53 BOT CHORD 1-8=-78/492,7-8=-80/482,6-7=-80/482 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind'ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=4ft;Cat II;Exp B,enclosed,MWFRS(directional),cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL ASCE 7-10;Pr-30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15);Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15),Category II,Exp B,Partially Exp.,Ct=1 1,Lu=50-0-0,Min flat roof snow load governs 4)Unbalanced snow loads have been considered for this design 5)Provide adequate drainage to prevent water ponding OF NE W 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads �. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q'� JPN GAR�'� 0 will fit between the bottom chord and any other members ) y 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 68 Ib uplift at joint 6 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)1 This connection is for uplift only r (r and does not consider lateral forces. C1 LU 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along fit Z the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 13)"NAILED"indicates 3-1 Od(0.148"x3")or 2-12d(0 148"x3 25")toe-nails For more details refer to MITek's ST-TOENAIL Detail � 4/,0.OB 009 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)92 Ib down and 31 Ib up at 2-4-8 on bottom chord The design/selection of such connection device(s)is the responsibility of others RGFEs S1 GNP 15) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) July 10,2019 andard ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE. ' Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Jab Truss Truss Type Qty Ply Building C Roof 137726382 35970R1_Building_C_Roof H02 Half Hip Girder 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 li Industries,Inc. Wed Jul 10 0312 05 2019 Page 2 ID.kpAYX54W WJg8Pt7VC38rSXzFkxF-SvV1_7UIIukLoGH_OsLs3xpALZkNwG8ccYGUDyzbUe LOAD CASE(S) Standard 1)Dead+Snow(balanced) Lumber Increase=1.15,Plate Increase=1 15 Uniform Loads(plf) Vert 1-2=-59,24=-58,4-5=-58,1-6=-20 Concentrated Loads(lb) Vert.8=-82(F)15=-78(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MTeM connectors This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Addibonal temporary and permanent bracing MiTek• is always required for stability and to prevent collapse w th possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726383 3597OR1_Bullding_C_Roof H03 Half Hip Girder 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 10 03 12 06 2019 Page 1 I D.kpAYX54W WJg8Pj7VC38rSXzFkxF-w63PBTVwTCsCQQsAaZt5c9MKEz'21IFmrC01 mQyzbUd 2-4-8 44-8 64-B 24-8 2-0-0 2-0-0 Scale=1 12 3 4x4 = 300 12 II 6 - 9 10 4 8 1 r 0 11 7 12 6 13 5 4x6 11 1x4 I I 1x4 11 Special NAILED 4x4 = 3x6 = 0-0-8 24-8 44-8 6-4-B D a-a 2-0-0 2-0-0 2-0-0 Plate Offsets(X Y)-- r1.0-0-12,1-0-41,rl 0-0-7,0-1-6],[4:Edge,0-2-01,r5 Edge,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 0 51 Vert(LL) -006 6-7 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 065 Vert(CT) -009 6-7 >805 180 TCDL 100 Rep Stress Incr NO WB 004 Horz(CT) 0 01 5 n/a n/a BCLL 0 0 * Code IBC2015/TPI2014 Matnx-S Weight 18 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):24. WEBS 2x4 SPF No 2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing 4-5 2x6 SPF No 2 WEDGE Left-2x4 SPF No 2 REACTIONS. (Ib/size) 5=350/Mechanical,1=376/0-4-8 Max Horz 1=24(LC 62) Max Uplift 5=-76(LC 8),1=-78(LC 8) Max Grav 5=430(LC 2),1=459(LC 2) FORCES. (lb)-Max Comp(Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-831/151,2-3=-733/147,34=-730/145,4-5=-333/53 BOT CHORD 1-7=-136/759,6-7=-133/730,5-6=-133/730 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind,ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf;h=25ft;B=45ft,L=24ft;eave=4ft,Cat II;Exp B,enclosed,MWFRS(directional),cantilever left and right exposed;end vertical left and right exposed,Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL•ASCE 7-10,Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1 15);Category II,Exp B;Partially Exp,Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs 4)Unbalanced snow loads have been considered for this design OF NE►N 5)Provide adequate drainage to prevent water ponding o �. 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. ��P'� JPN GAa 09 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide .9 will fit between the bottom chord and any other members 8)Refer to girder(s)for truss to truss connections a 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 76 Ib uplift at joint 5 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 This connection Is for uplift only n ; W and does not consider lateral forces tT Z 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 'L the Top Chord and Bottom Chord,nonconcurrent with any other live loads 12) Graphical purlln representation does not depict the size or the orientation of the purlln along the top and/or bottom chord SOA 0.080 13)"NAILED"indicates 3-1 Od(0 148"x3")or 3-12d(0 148"x3 25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. V 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)205 Ib down and 82 Ib up at 9�FES sl GNP 2-4-8 on bottom chord The design/selection of such connection device(s)is the responsibility of others 15) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) July 10, 019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114111-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Svnngley Ridge Rd Safety Information available from Truss Plate Institute,2118 N Lee Street,Suite 312,Alexandra,VA 22314 _ Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Budding C Roof 137726383 35970R1_Building_C_Roof H03 Half Hip Girder 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03.12 06 2019 Page 2 ID kpAYX54WWJg8Pj7VC38rSXzFkxF-w63PBTVwTCsCQQsAaZt5c9MKEz'IlfjFmrC0lmQyzbUd LOAD CASE(S) Standard 1)Dead+Snow(balanced)-Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert,1-2=-58,2-4=-58,1-5=-20 Concentrated Loads(lb) Vert:7=-180(8)6=-78(B) ®WARNING-Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE " Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726384 35970R1_Building_C_Roof H04 Half Hip 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 10 03.12.06 2019 Page 1 ID kpAYX54WWJg8Pj7VC38rSXzFkxF-w63PBTVwTCsCQQsAaZt5c9MKmz32fjOmrCOlmQyzbUd 4-4-8 6-4-8 4-4-8 2-0-0 5x6 = Scale=1.12 3 2x 3 00 12 8 9 7 6 LJ r 1 in 4x6 II 10 5 11 4 1x4 II 4x4 = 44 = i 0-4-8 44-8 6-4-8 - J 0-4-B 4-0-0 2-0-0 Plate Offsets(X Y)-- [1 0-0-7,0-1-61,[1.0-0-12,1-0-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) 300 Plate Gnp DOL 1 15 TC 047 Vert(LL) -0 05 1-5 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 115 BC 041 Vert(CT) -0.07 1-5 >999 180 TCDL 100 Rep Stress Incr YES WB 006 Horz(CT) 000 4 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight:20 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(6-0-0 max) 2-3 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 cc bracing. WEDGE Left 2x4 SPF No 2 REACTIONS. (Ib/size) 4=237/Mechanical,1=237/0-4-8 Max Horz 1=42(LC 15) Max Uplift 4=-34(LC 12),1=-23(LC 12) Max Grav 4=371(ILC 52),1=371(LC 53) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-453/65,3-4=-269/44 BOT CHORD 1-5=-111/426,4-5=-117/398 WEBS 2-5=0/322,2-4=-477/123 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,13=45ft,L=24ft;eave=4ft;Cat 11;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-2-4 to 3-2-4,Intenor(1)3-2-4 to 4-4-8,Extenor(2)4-4-8 to 6-2-12 zone,cantilever left and nght exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow);Pf=19 3 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1.15);Category Il;Exp B;Partially Exp.,Ct=1.1,Lu=50-0-0,Min flat roof snow load governs OF NE(N 4)Unbalanced snow loads have been considered for this design �V y 5)Provide adequate drainage to prevent water ponding P� JPN GARC� 0 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads .9 7)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members * t 8)Refer to girder(s)for truss to truss connections r b tY 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 34 Ib uplift at joint 4 and 23 Ib uplift at n / ;, W joint 1. ttl LLI 10)This truss has been designed for a moving concentrated load of 250 Oib live located at all mid panels and at all panel points along 2 the Top Chord and Bottom Chord,nonconcurrent with any other live loads 11)Graphical purlln representation does not depict the size or the orientation of the purlln along the top and/or bottom chord N�OA �Q.0800g� V R�FESS1 July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE ° Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an Individual budding component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726385 3597OR1_Butiding_C_Roof J01 Jack-Closed 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug l l 2017 MITek Industnes,Inc Wed Jul 10 03.12.07 2019 Pagel ID:kpAYX54W WJg8P17VC38rSXzFkxF-OldnPpWZEW_31 aRMBGOK8Mub_NTZOAtv4slaltyzbUc 0-10-6 2-0-0 r 0-10-8 2-0-0 2x4 11 Scale=1 91 3 4 3 75 12 8 2 1 9 6 5 2x4 I 7 4x4 11 2-0-0 2-0-0 Plate Offsets()(,Y)-- [7-0-2-12,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 012 Vert(LL) -001 6-7 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 014 Vert(CT) -001 6-7 >999 180 TCDL 100 Rep Stress Incr YES WB 002 Horz(CT) -0.00 5 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matnx-S Weight 7 Ib FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals. WEBS 2x4 SPF No 2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing 2-7.2x6 SPF No 2 REACTIONS. (Ib/size) 7=154/0-5-8,5=49/Mechanical Max Horz 7=33(LC 15) Max Uplift 7=-47(LC 16),5=-2(LC 13) Max Grav 7=314(LC 34),5=242(LC 33) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 3-6=-253/34 WEBS 2-7=-297/124 NOTES- 1)Wind,ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft,Cat II,Exp B,enclosed;MWFRS(directional)and C-C Exterior(2)zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 2)TCLL-ASCE 7-10,Pr=30 0 psf(roof live load-Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow-Lumber DOL=1.15 Plate DOL=1 15);Category ll,Exp B;Partially Exp,Ct=1 1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19 3 psf on overhangs non-concurrent with other live loads 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide QF NE�/�/ will fit between the bottom chord and any other members y 7)Refer to girder(s)for truss to truss connections. �P� P`N GAgc O 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2 Ib uplift at joint 5 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)7 This connection is for uplift only and does not consider lateral forces 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along r the Top Chord and Bottom Chord,nonconcurrent with any other live loads n W Z �0.08009 9�FEss�oNP July 10, 019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIl Quality Criteria,DSB-89 and SCSI Building Component 16023 Swangley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type City Ply Budding C Roof 137726386 3597OR1_Building_C_Roof J02 Jack-Closed 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc. Wed Jul 10 03 12 08 2019 Page 1 I D.kpAYX54 W WJg8Pi7VC38rSXzFkxF-sUA9c9XB'?p6wfkOZt_vZhaRk8mpn7dO31 W V8gJyzbUb -1-6-6 1-4-14 1-6-6 1-4-14 Scale=1 10 5 2x4 11 4 3 6 85 12 8 2 1 7 6 3x6 11 9 2x4 11 5 1-4-14 1-4-5 Plate Offsets(X Y)- [7.0-3-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 022 Vert(LL) -0.00 6 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 008 Vert(CT) -0.00 6 >999 180 TCDL 100 Rep Stress Incr YES WB 000 HOrz(CT) -0.00 5 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight,7 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 1-4-14 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing REACTIONS. (Ib/size) 7=213/0-8-9,5=-16/Mechanical Max Horz 7=58(LC 15) Max Uplift 7=-91(LC 16),5=-42(LC 2) Max Grav 7=331(LC 32),5=201(LC 34) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-312/159 NOTES- 1)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf;h=25ft,B=45ft,L=24ft;eave=4ft;Cat Il;Exp B,enclosed,MWFRS(directional)and C-C Comer(3)zone;cantilever left and nght exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow:Lumber D0L=1 15 Plate DOL=1.15),Category II,Exp B,Partially Exp,Ct=1 1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections OF NE Iw, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 91 Ib uplift at joint 7 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)5 This connection is for uplift only �Q. ,JPN GARG,/�O� and does not consider lateral forces 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along CO the Top Chord and Bottom Chord,nonconcurrent with any other live loads * , n a LU W 2 M 0.08009" ��C? V R°Fes s,i o July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall �t/� building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 1 VI iTek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Svnngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Rocf 137726387 3597OR1_Building_C_Roof J03 Jack-Closed 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 10 03 12.09 2019 Page 1 ID:kpAYX54WWJg8Pj7VC38rSXzFkxF-KhkYgUXpm7EnHublFhQoEn_w9A8bs4eCXAEhMIyzbUa -1-0-13 1-11-0 1-0-13 1-11-0 Scale=1 10 6 2x4 11 4 3 6 85 12 7 2 H A 1 8 6 2x4 = 2x4 11 5 1-11-0 1-10-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 014 Vert(LL) -0.01 2-6 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 017 Vert(CT) -0 01 2-6 >999 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 5 n/a n/a BCLL 0 0 ' Code IBC2015frP12014 Matnx-S Weight.7 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 1-11-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=158/0-6-3,5=54/Mechanical Max Horz 2=46(LC 13) Max Uplift 2=-50(LC 16),5=-5(LC 13) Max Grav 2=316(LC 34),5=246(LC 33) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 3-6=-264/45 NOTES- 1)Wind-ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf;h=25ft;B=45ft;L=24ft,eave=4ft,Cat II,Exp B,enclosed,MWFRS(directional)and C-C Comer(3)zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 2)TCLL•ASCE 7-10,Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15);Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow-Lumber DOL=1.15 Plate DOL=1 15);Category II;Exp B;Partially Exp.;Ct=1 1 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19 3 psf on overhangs non-concurrent with other live loads 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 Ib uplift at joint 5. OF NE�/�/ 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 This connection is for uplift only �. and does not consider lateral forces P� P`N GAF? 0 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along �J Z �� the Tap Chord and Bottom Chord,nonconcurrent with any other live loads * t- [t n W z N�O 0.080091 � v 9�PIE ssIoNP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726388 35970R1_Butlding_C_Roof J04 Jack-Closed 6 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03.12 09,2019 Page 1 ID.kpAYX54W WJg8Pl7VC38rSXzFkxF-KhkYgUXpm7EnHublFhQoEr_gSA10s4eCXAEhMlyzbUa 5-2-4 5-2-4 0-1- 2x4 11 Scale=1 13 2 2 3 3 00 12 9 8 7 rn 6 0 1 4x6 11 10 5 4x4 = 2x4 11 4 5-2-4 5-2-4 Plate Offsets(X,Y)-- [1 0-0-0,0-1-15] [1 0-1-14,0-7-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 057 Vert(LL) -014 1-5 >425 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 059 Vert(CT) -0.17 1-5 >342 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 0.00 5 n/a n/a BCLL 0 0 ' Code IBC2015/TPI2014 Matrix-S Weight,15 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals. WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left-2x4 SPF No.2 REACTIONS. (Ib/size) 5=220/Mechanical,1=189/Mechanical Max Horz 1=57(LC 13) Max Uplift 5=-25(LC 12),1=-14(LC 12) Max Grav 5=361(LC 33),1=347(LC 34) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-5=-307/146 NOTES- 1)Wind-ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft,Cat II;Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Intenor(1)3-0-12 to 5-3-12 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 2)TCLL ASCE 7-10;Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow);Pf=19.3 psf(flat roof snow-Lumber DOL=1 15 Plate DOL=1.15);Category ll;Exp B,Partially Exp.,Ct=1 1,Min flat roof snow load governs. 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 19 3 psf on overhangs non-concurrent with other live loads 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads OF NE le, 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ��P� JPN GARC� 0 7)Refer to girder(s)for truss to truss connections , 9 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 25 Ib uplift at joint 5 and 14 Ib uplift at joint 1 * r 9)This truss has been designed for a moving concentrated load of 250 ON live located at all mid panels and at all panel points along r d ([ the Top Chord and Bottom Chord,nonconcurrent with any other live loads n ' W m w s 4"0 08009 v q�FES SI�tJP July 10,2019 ®WARNING-Veniy,design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE " Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726389 35970R1_Building_C_Roof J05 Jack-Closed 8 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03.12.10 2019 Page 1 ID kpAYX54WWJg8Pj7VC38rSXzFkxF-otlw1gYRWRMdu2AxpPxlm9W5JaUebXuLmq_FvCyzbUZ 2-4-8 2-4-8 2x4 11 Scale=1 82 300 12 2 3 6 1 44 = 7 4x6 II 5 2x4 II 4 0 4-8 24-8 0 4-8 2-0-0 Plate Offsets(X Y)-- [1:0-0-7,0-1-61,[1:0-0-12,1-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 018 Vert(LL) -0.01 1-5 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 018 Vert(CT) -0.01 1-5 >999 180 TCDL 100 Rep Stress Incr YES WB 0 00 Horz(CT) 000 5 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight,7 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x4 SPF No.2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing WEDGE Left-2x4 SPF No 2 REACTIONS. (Ib/size) 5=98/Mechanical,1=74/0-4-8 Max Horz 1=27(LC 13) Max Uplift 5=-11(LC 12),1=-5(LC 12) Max Grav 5=300(LC 32),1=288(LC 33) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-5=-275/69 NOTES- 1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft,Cat 11;Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)zone;cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1 60 2)TCLL:ASCE 7-10;Pr--30.0 psf(roof live load-Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1 15);Category Il;Exp B;Partially Exp.,Ct=1.1,Min flat roof snow load governs 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6)Refer to girder(s)for truss to truss connections of- NE 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 11 Ib uplift at joint 5 and 5 Ib uplift at joint 1 �Q' JPS GA C0 0,9 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along C '9 the Top Chord and Bottom Chord,nonconcurrent with any other live loads n i �' W LU No 9 � •0800 "" v 9OFEssi°NP July 10,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 10/03/2015 BEFORE USE. �" Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726390 3597OR1_Building_C_Roof J06 Jack-Closed 3 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Wed Jul 10 03.12.11 2019 Page 1 I D.kpAYX54W WJgBP17VC38rSXzFkxF-H3sIEAZ3HkUU WB17N6SGJC3Eg_o8K_BV_UloReyzbUY 3-2-13 3-2-13 212 122 3 2x4 II Scale 1 5"=1' 6 1 4x4 = >< 7 3x8 II 5 2x4 II 4 0-6-0 3-2-13 0-6-0 2-8-13 Plate Offsets(X,Y)— r1 0-1-5,0-1-71,[1:0-2-5,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 027 Vert(LL) -0.02 1-5 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 115 BC 029 Vert(CT) -0.03 1-5 >999 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 5 n/a n/a BCLL 0 0 Code IBC2015/TP12014 Matrix-S Weight,10 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 3-2-13 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEDGE Left 2x4 SPF No.2 REACTIONS. (Ib/size) 5=128/Mechanical,1=105/0-6-6 Max Horz 1=28(LC 15) Max Uplift 5=-23(LC 12),1=-16(LC 12) Max Grav 5=315(LC 36),1=303(LC 34) FORCES. (lb)-Max Camp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-5=-283/101 NOTES- 1)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat Il;Exp B,enclosed,MWFRS(directional)and C-C Comer(3)zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 2)TCLL•ASCE 7-10;Pr=30.0 psf(roof live load-Lumber DOL=1 15 Plate DOL=1 15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1 15);Category 11;Exp B,Partially Exp.,Ct=1 1,Min flat roof snow load governs. 3)Unbalanced snow loads have been considered for this design - 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6)Refer to girder(s)for truss to truss connections. OF NE 7)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)5 and 1.This connection is for uplift only and does not consider lateral forces ,JPN GA/� O � � 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 71 r i � 0 W Lu F� 0.08009" Fessl July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Budding C Roof 137726391 35970R1_Bwldmg_C_Roof J07 Jack-Open 1 1 Job Reference(optional) Universal Component Carp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Wed Jul 10 03 12 112019 Page 1 ID kpAYX54WWJg8Pl7VC38rSXzFkxF-H3slEAZ3HkUUWB17N6SGJC3Eg_o1K_8V_UjoReyzbUY 3-2-13 r 3-2-13 212 122 Scale 1 5"=V 4x4 5 1 6 F F-1 0 4x4 = >< 6 3x8 II 4 2x4 11 3 0-6-0 3-2-13 0-6-0 2-8-13 Plate Offsets(X Y)-- [1:0-1-5,0-1-71,[1.0-2-5 Edgel [2 0-2-9,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 027 Vert(LL) -0.02 1-4 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 030 Vert(CT) -0.03 1-4 >999 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) -0.00 2 n/a n/a BCDL 100 a Code IBC2015/TPI2014 Matrix-S Weight 10 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-13 oc purlins. BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 SPF No 2 WEDGE Left,2x4 SPF No 2 REACTIONS. (Ib/size) 1=106/0-6-6,4=33/Mechanical,2=79/Mechanical Max Harz 1=27(LC 12) Max Uplift 1=-15(LC 12),2=-38(LC 12) Max Grav 1=304(LC 33),4=283(LC 36),2=277(LC 34) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Wind,ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=oft;Cat II;Exp B,enclosed;MWFRS(directional)and C-C Comer(3)zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1 60 2)TCLL.ASCE 7-10,Pr-30.0 psf(roof live load Lumber DOL=1-15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category ll,Exp B,Partially Exp;Ct=1.1,Min.flat roof snow load governs 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6)Refer to girder(s)for truss to truss connections 7)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)1 and 2.This connection Is for OF of E I,r, uplift only and does not consider lateral farces. 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along ��Q� JPN G/�qC/ O� the Top Chord and Bottom Chord,nonconcurrent with any other live loads 9)Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0 500in n , LU 4 LU 2 2 N�OAR�O.08000 oFESS%oN July 10,2019 ®WARNING-Verify design parameters,and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 SNnngley ILdge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726392 3597OR1_Building_C_Roof M01 Monopitch Supported Gable 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 10 03.12 12 2019 Page 1 I D.kpAYX54W WJg8Pj7VC38rSX2FkxF-IGQgSWah22cLBLKKxq_VrQcPoO9H3RweD8TLz4yzbUX -0-10-86-11-8 0-104 6-11-8 Scale=1 17 6 6 2x 1x4 II 13 375 12 5 1x4 II 11 12 4 4x4 10 3 2 1 Ll 14 9 15 8 16 7 3x6 11 1x4 11 1x4 11 2x4 11 i Plate Offsets(X Y)-- [2.0-3-3,0-3-10) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 025 Vert(LL) 000 1 n/r 120 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 115 BC 0.23 Vert(CT) 0.00 1 n/r 120 TCDL 100 Rep Stress Incr YES WB 003 Horz(CT) 000 7 n/a n/a BCLL 0 0 '. Code IBC2015/TPI2014 Matrix-S Weight*25 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No 2 SLIDER Left 2x4 SPF No 2 1-6-3 REACTIONS. All bearings 6-11-8 (lb)- Max Horz 2=85(LC 13) Max Uplift All uplift 100 Ib or less at loint(s)7,2,B.9 Max Grav All reactions 250 Ib or less atjolnt(s)except 7=281(LC 44),2=320(LC 36),8=325(LC 43),9=365(LC 42) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 6-7=-264/70 WEBS 5-8=-285/146,4-9=-302/172 NOTES- 1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6.Opsf,h=25ft;B=45ft,L=24ft,eave=2ft,Cat 11;Exp B;enclosed;MWFRS(directional)and C-C Comer(3)-0-10-8 to 2-1-8,Extenor(2)2-1-8 to 6-9-12 zone;cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 2)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1 3)TCLL•ASCE 7-10;Pr-30 0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pg=25.0 psf(ground snow);Pf=19 3 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp B;Partially Exp,Ct=1.1 of: NEW 4)Unbalanced snow loads have been considered for this design �. 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19 3 psf on overhangs � V,I4 GAR 0 non-concurrent with other live loads 6)Gable requires continuous bottom chord bearing 7)Gable studs spaced at 2-0-0 oc 8)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. r— d c[ 9).This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n W Lu will fit between the bottom chord and any other members (11 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,2,8,9 'L 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 0.08009 R0"essli tJP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of indiwdual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,D$8419 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726393 35970R1_Buildmg_C_Roof M04 Monopitch Supported Gable 4 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03 12 13 2019 Pagel ID.kpAYX54W WJg8Pl7VC38rSXzFkxF-DS_2fsaJpMkCIVu W UXVkOdBZGnU_ouzoSoCvVXyzbUW 5-6-12 Sr8 4 5-6-12 0-1- 2x4 11 Scale=1 12 6 3 4 3 00 12 10 1x4 11 9 2 8 7 0' 0 1 11 6 12 5 4x4 = 1x4 11 2x4 11 4-85-6-12 0 4-8 5-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 026 Vert(LL) 000 3 n/r 120 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 027 Vert(CT) 000 3 n/r 120 TCDL 100 Rep Stress Incr YES WB 004 Horz(CT) 000 5 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight 15 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=104/6-2-4,5=64/5-2-4,6=274/5-2-4 Max Horz 1=56(LC 13) Max Uplift 1=-3(LC 12),5=-14(LC 37),6=-36(LC 12) Max Grav 1=303(LC 35),5=279(LC 40),6=390(LC 39) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 3-5=-267/82 WEBS 2-6=-319/244 NOTES- 1)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=2ft,Cat Il,Exp B,enclosed;MWFRS(directional)and C-C Comer(3)0-0-0 to 3-3-4,Extenor(2)3-3-4 to 5-84 zone,cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 2)Truss designed for wind loads In the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 3)TCLL.ASCE 7-10,Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15),Category II,Exp B,Partially Exp,Ct=1 1,Min flat roof snow load governs 4)Unbalanced snow loads have been considered for this design 5)Gable studs spaced at 2-0-0 oc 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads of NE W 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Y will fit between the bottom chord and any other members P� PN GAq�, O 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,5,6 CO 9)Non Standard bearing condition Review required 10)This truss has been designed for a moving concentrated load of 250 Oib live located at all mid panels and at all panel points along * t the Top Chord and Bottom Chord',nonconcurrent with any other live loads I- T W m z �O 080 09 v R°FEssiil July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Mire k• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Budding Component 16023 Swrngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726394 35970R1_Building_C_Roof M05 Monopitch 31 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 10 03 12:14 2019 Page 1 I D:kpAYX54 W WJg8P17VC38rSXzFkxF-heYRtCbyafs3Nf ri2FOzxrhfHBIDXLtxhSyS2zyzbUV 5-6-12 5-6-12 2x4 11 Scale=1 12 3 2 3 3 00 12 7 6 5 m 0 1 4x6 11 8 4 4x4 = 2x4 II 5-6-12 0 4-8 5-24 Plate Offsets(X,Y)-- [1 0-0-7,0-1-61,[1.0-0-12,1-04) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Gnp DOL 1.15 TC 063 Vert(LL) -017 14 >366 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 065 Vert(CT) -022 1-4 >290 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 4 We We BCLL 0 0 Code IBC2015ffP12014 Matrix-S Weight 16 Ib FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-6-12 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left,2x4 SPF No 2 REACTIONS. (Ib/size) 4=221/Mechanical,1=205/0-4-8 Max Horz 1=56(LC 15) Max Uplift 4=-28(LC 12),1=-16(LC 12) Max Grav 4=360(LC 33),1=354(LC 34) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-4=-308/134 NOTES- 1)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6.Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft,Cat 11,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-2-4 to 3-2-4,Interior(1)3-2-4 to 5-8-4 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 2)TCLL•ASCE 7-10;Pr--30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15),Category Il,Exp B,Partially Exp,Ct=1.1,Min.flat roof snow load governs 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members OF N E 6)Refer to girder(s)for truss to truss connections �. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,1 Q'� SA GA& 0 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along .9 the Top Chord and Bottom Chord,nonconcurrent with any other live loads n y W LU �0.080091 ROFEssk July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE � Design valid for use only with MITek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Svingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726395 3597OR1_Building_C_Roof MG01 Monopitch Girder 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 10 03.12.14 2019 Page 1 ID.kpAYX54W WJg8PI7VC38rSXzFkxF-heYRtCbyafs3Nf ri2FOzxrherBncXLtxhSyS2zyzbUV 5-2-4 5-2-4 Scale=1:13 9 2 3 300 12 2x4 6 5 rn LJ 0 1 7 8 4 HUS26 HUS26 4x4 = 2x4 II HUS26 5-2-4 5-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 066 Vert(LL) -003 1-4 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 043 Vert(CT) -006 1-4 >993 180 TCDL 100 Rep Stress Incr NO WB 000 Horz(CT) -0 00 4 n/a n/a BCDL 100 Code IBC2015frP12014 Matnx-S Weight 17 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc purlins, BOT CHORD 2x6 SPF No 2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 1=48410-4-8,4=435/Mechanical Max Horz 1=53(LC 9) Max Uplift 1=-54(LC 8),4=-59(LC 8) Max Grav 1=622(LC 2),4=544(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-4=-304/55 NOTES- 1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft,Cat II;Exp B;enclosed,MWFRS(directional);cantilever left and right exposed,end vertical left and right exposed,Lumber DOL=1 60 plate grip DOL=1 60 2)TCLL ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1 15);Category II;Exp B,Partially Exp;Ct=1 1 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6)Refer to girder(s)for truss to truss connections 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at tolnt(s)1,4 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads ! OF NEIN 9)Use Simpson Strong-Tie HUS26(14-1 Od Girder,4-1 Od Truss,Single Ply Girder)or equivalent spaced at 2-2-8 oc max starting at �vY 0-2-4 from the left end to 4-4-12 to connect truss(es)to front face of bottom chord P JP 1 GAgL,/ 0�� 10) Fill all nail holes where hanger is in contact with lumber 9 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard r e lr 1)Dead+Snow(balanced)-Lumber Increase=1.15,Plate Increase=1.15 n W Uniform Loads(plf) (f1 Z Vert*1-2=-58;2-3=-58,14=-20 'L Concentrated Loads(Ib) Vert 1=-178(F)7=-170(F)8=-174(F) �0A /k(Pi 08009 7G= ROFFss�oNP� July 10,2019 ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE � Design valid for,use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 S mgley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726396 3597OR1_Building_C_Roof MG02 Monopitch Girder 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Wed Jul 10 03 12 15 2019 Page 1 ID kpAYX54WWJg8P17VC38rSXzFkxF-9r6p4YcaLz w?p2vcyXCT2EvFb7mGmZ5v6hOaPyzbUU 3-2-9 5-6-12 51-8-4 3-2-9 2-4-3 0-1- 2x4 11 Scale=1 12 5 3 4 3 00 12 9 6x14 11 8 2 7 rn 0 1 10 11 6 12 5 HUS26 HUS26 4x4 = 4x4 = 0-4-8 3-2-9 5-6-12 0-4-8 2-10-1 24-3 Plate Offsets(X Y)-- [2.0-3-8 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 030 Vert(LL) -0.02 1-6 >999 240 MT20 197/144 Snow(Pf/Pg) 19.3125.0 Lumber DOL 1.15 BC 044 Vert(CT) -0.03 1-6 >999 180 TCDL 100 Rep Stress Incr NO WB 016 Horz(CT) 0 01 5 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight 21 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins, BOT CHORD 2x6 SPF No 2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=572/Mechanical,1=471/0-4-8 Max Horz 1=53(LC 9) Max Uplift 5=-103(LC 8),1=-76(LC 8) Max Grav 5=673(LC 2),1=548(LC 2) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1083/158,3-5=-276/19 BOT CHORD 1-6=-155/1013,5-6=-155/1013 WEBS 2-6=-59/492,2-5=-1097/182 NOTES- 1)Wind-ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=4ft,Cat II;Exp B,enclosed,MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate gnp D0L=1 60 2)TCLL•ASCE 7-10;Pr-30.0 psf(roof live load-Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow);Pf=19.3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category ll,Exp B;Partially Exp,Ct=1.1 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6)Refer to girder(s)for truss to truss connections of N E In, 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=1b) GpR YO 5=103. Q- JP, Cz 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at 1t(s)1 This connection is for uplift only � .y and does not consider lateral forces 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads r y 10)Use Simpson Strong-Tie HUS26(14-1 Od Girder,4-1 Od Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max starting at C1 e W 2-5-4 from the left end to 4-5-4 to connect truss(es)to back face of bottom chord (tl W 11) Fill all nail holes where hanger is in contact with lumber ZN 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) % 'V, 080091 _ LOAD CASE(S) Standard 10 Q. 1)Dead+Snow(balanced) Lumber Increase=1.15,Plate Increase=1 15 FES S10N - July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfiPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Svingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Aiexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726396 35970R1_Building_C_Roof MG02 Monopitch Girder 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03.12.15 2019 Page 2 ID.kpAYX54WWJg8Pj7VC38rSXzFkxF-9r6p4YcaLz_w?p2vcyXCT2EvFb7mGmZ5v6hOaPyzbUU LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-3=-58,34=-58,1-5=-20 Concentrated Loads(lb) Vert:11=-394(B)12=-223(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312DIS BEFORE USE Design valid for use only with MiTek®connectors This design'is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and brarang of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterlield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726397 35970R1_Building_C_Roof T01 Common 20 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 10 03.12 17 2019 Page 1 ID kpAYX54WWJg8PI7VC38rSXzFkxF-5DDZVEegtaEeE6CH1NZgYTJ87PiekaKNNQA6flyzbUS 0 10 8 7-10-6 15-5-4 23-0-2 30-7-0 38-1-14 46-0 4 46 10-12 0-10- 7-10-6 7-6-14 7-6-14 7-6-14 7-6-14; 7-10-6 0-10- Scale=1 77 6 3 75 12 5x6 = 6 25 2324 26 4x4 4x4 � 27 5x6 522 7 5x6 214 8 28 , 4x4 4x4 3 9 20 29 19 30 01 2 1011 0 4x10 = 31 18 32 17 16 33 15 34 14 13 35 12 36 4x10 = o 2x4 II 6x6 = 4x8 = 4x4 = 2x4 II 4x4 = 6x6 = 7-10-6 15-5-4 23-0-2 30-7-0 38-1-14 46-0 4 7-10-6 7-6-14 7-6-14 7-6-14 7-6-14' 7-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 072 Vert(LL) -042 15 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 086 Vert(CT) -072 15-17 >760 180 TCDL 100 Rep Stress Incr YES WB 0 53 Horz(CT) 0 21 10 n/a n/a BCDL 100 * Code IBC2015fTP12014 Matnx-S Weight 233 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins BOT CHORD 2x6 SPF 2100F 1 8E*Except* BOT CHORD Rigid ceding directly applied or 10-0-0 cc bracing 14-16.2x6 SPF No 2 WEBS 1 Row at mldpt 7-15,9-13,5-15,3-17 WEBS 2x4 SPF No 2 REACTIONS. (Ib/size) 2=1853/0-5-8,10=1853/0-5-8 Max Horz 2=-78(LC 14) Max Uplift 2=-145(LC 16),10=-145(LC 16) Max Grav 2=2366(LC 2),10=2366(LC 2) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5999/448,3-5=-5014/429,5-6=-3832/389,6-7=-3832/389,7-9=-5014/429, 9-10=-5999/448 BOT CHORD 2-18=-363/5584,17-18=-363/5584,15-17=-277/4704,13-15=-278/4704,12-13=-364/5584, 10-12=-364/5584 WEBS 6-15=-64/1664,7-15=-1406/147,7-13=0/516,9-13=-993/95,9-12=0/393, 5-15=-1406/147,5-17=0/516,3-17=-993/95,3-18=0/393 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=6ft,Cat II,Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 23-0-2,Extenor(2)23-0-2 to 26-0-2' zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10,Pr=30 0 psf(roof live load,Lumber D0L=1 15 Plate D0L=1 15),Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber D0L=1 15 Plate DOL=1 15);Category Il;Exp B,Partially Exp.;Ct=1 1 of: NEW 4)Unbalanced snow loads have been considered for this design y 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19.3 psf on overhangs � p4 GARC/9 0 non-concurrent with other live loads 6)This truss has been designed for a 10 0 psf bottom chard live load nonconcurrent with any other live loads 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide * t will fit between the bottom chord and any other members 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at Ioint(s)except Ot=1b) n W 2=145,10=145 to ` Z 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 'L the Top Chord and Bottom Chord,nonconcurrent with any other live loads N�OA �0.08009 RoFEs s►o\4 July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 70/03/2015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Budding C Roof 137726398 35970R1_Buildmg_C_Roof T01GE Common Supported Gable 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03 12 22 2019 Page 1 ID kpAYX54WWJg8P/7VC38rSXzFkxF-SBISYxhzi7txLu4FWw9rFX08BQadPu37WhutKVyzbUN -1r10 8 26-6-2 46-6-4 47r4-12 0-10- 26-6-2 20-0-2 0210-8 Scale=178 6 5x6 = 3 75 12 15 66 16 67 17 68 13 64 14 65 18 69 19 3x6 12 62 7020 61 21 5x6 60 11 22 71 23 72 59 10 ! 24 73 Sg 9 25 74 57 4x4 11 8 \ 26 75 55 6 56 7 ' 27-76 3x6 %4 3 54 5 3 012 - --- -- --- --- - 'f}- --- --- ---- --'[T-- --- --- -- - ----tt'-- ----- -- 0 77 52 78 51 79 50 80 49 81 48 82 47 83 46 48P444 43 85 42 86 41 87 40 88 39 89 38 90 37 91 36 92 35 93 34 94 33 95 32 96 31 97 30 98 29 99 4x6 II 3x6 = 5x6 = 4x4 II 46-6-4 46-6-4 Plate Offsets(X Y)-- [2 0-3-7,0-3-21,[9 0-3-0,0-3-01,127:0-2-0,0-1-121,[29 Edge 0-3-81 [37 0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Gnp DOL 1.15 TC 019 Vert(LL) 000 27 n/r 120 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 017 Vert(CT) -0.00 28 n/r 120 TCDL 100 Rep Stress Incr YES WB 0 31 Horz(CT) 000 29 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight 237 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x4 SPF No 2 WEBS 1 Row at mldpt 16-39 SLIDER Left 2x4 SPF No 2 1-6-3 REACTIONS. All bearings 46-6-4 (lb)- Max Horz 2=147(LC 15) Max Uplift All uplift 100 Ib or less atloint(s)29,2,40,41,42,43,44,46,47, 48,49,50,51,52,38,37,36,35,34,33,32,31,30 Max Grav All reactions 250 lb or less at lolnt(s)except 29=307(LC 128),2=314(LC 60),39=326(LC 118),40=332(LC 117),41=330(LC 116),42=330(LC 115), 43=330(LC 114),44=329(LC 113),46=332(LC 112),47=330(LC 111),48=328(LC 110),49=330(LC 109),50=331(LC 108),51=325(LC 107),52=349(LC 106), 38=334(LC 119),37=330(LC 120),36=329(LC 121),35=330(LC 122),34=330(LC 123),33=330(LC 124),32=330(LC 125),31=330(LC 126),30=328(LC 127) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 13-14=-114/277,14-15=-124/306,15-16=-1 34/332,16-17=-134/325,17-18=-1241283, 18-19=-113/251,27-29=-289/124 WEBS 16-39=-271/8,15-40=-274/118,14-41=-271/77,13-42=-273/69,12-43=-274/70, 11-44=-275/69,10-46=-280/73,9-47=-276/69,8-48=-277/66,7-49=-282/70, 6-50=-284/71,5-51=-283164,4-52=-296/112,17-38=-274/117,18-37=-272/78, 19-36=-273170,21-35=-274/70,22-34=-276/70,23-33=-277/70,24-32=-278/70, 25-31=-281/70,26-30=-278/93 �! OF NS Y NOTES- �Q' Jp.N GARC� 0 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=2ft,Cat II,Exp B;enclosed,MWFRS(directional)and C-C Comer(3)-0-10-8 to 2-1-8,Extenor(2)2-1-8 to 26-6-2,Comer(3)26-6-2 to 29-6-2 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions r bi lY shown;Lumber DOL=1.60 plate gnp DOL=1.60 LUW 3)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry TCI Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow);Pf=19.3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp B,Partially Exp,Ct=1.1 ��A �O.08009 �Ci= 5)Unbalanced snow loads have been considered for this design 6)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19 3 psf on overhangsFESS% non-concurrent with other live loads 7)All plates are 2x4 MT20 unless otherwise indicated. July 10,2019 r =ggintinuous bottom chord bearm . ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing ,M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726398 35970R1_Butldmg_C_Roof T01GE Common Supported Gable 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 10 03.12.24 2019 Page 2 ID-kpAYX54W WJg8Pt7VC38rSXzFkxF-OZBCzdjDDk7eaBEdeLBJKy5UhDG5toZP_?N_OOyzbUL NOTES- 9)Gable studs spaced at 2-0-0 oc 10)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)29,2,40,41,42,43,44,46,47,48,49,50,51,52,38, 37,36,35,34,33,32,31,30. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2 14)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 I Job Truss Truss Type Qty Ply Building C Roof 137726399 35970R1_Building_C_Roof T02 Common 20 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 10 03 12 25 2019 Page 1 ID•kpAYX54W WJg8P17VC3BrSXzFkxF-smibBzkr_2FVCLpgB21Yt9eY8dQvc8zZDf6XxgyzbUK Or10 8 6-10-3 13-0-13 19-11-8 26-6-2 33-1-0 39-7-14 46-6-4 47 4-12 0-10- 6-10-3 6-6-11 6-6-11 6-6-11 6-6-14 6-6-14 6-10-6 0-'10-$ Scale=1 781 5x6 = 375 12 7 27 26 46 6 8 9 4x6 25 28 4 5 10 24 29 30 6x8 3 11 12 23 22 O m 01 2 N 0 4x10 - 31 21 32 20 1933 18 3435 17 36 16 15 37 14 38 13 2x4 II 6x6 = 48 = 46 = 5x8 = 6-10-3 13-4-13 19-11-8 26-6-2 33-1-0 39-7-14 46-6-4 6-10-3 6-6-11 6-6-11 6-6-11 6-6-14 6-6-14 6-10-6 Plate Offsets(X Y)-- [14 0-3-8,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 059 Vert(LL) -0.36 18-20 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 090 Vert(CT) -060 18-20 >914 180 TCDL 100 Rep Stress Incr YES WB 075 Horz(CT) 016 13 n/a n/a BCDL 100 * Code IBC2015/TPI2014 Matrix-S Weight 263 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc purlins, BOT CHORD 2x6 SPF 2100F 1 8E*Except* except end verticals. 16-19.2x6 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No 2*Except* WEBS 1 Row at midpt 5-18,6-17,8-17 11-13 2x6 SPF No 2 REACTIONS. (Ib/size) 2=1873/0-5-8,13=1873/0-5-8 Max Horz 2=144(LC 15) Max Uplift 2=-147(LC 16),13=-146(LC 16) Max Grav 2=2391(LC 2),13=2391(LC 2) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-6071/444,3-5=-5346/435,5-6=-4369/408,6-7=-3332/373,7-8=-3332/368, 8-10=-3674/356,10-11=-3279/285,11-13=-2303/285 BOT CHORD 2-21=-449/5653,20-21=-449/5653,18-20=-379/5032,17-18=-294/4097,15-17=-234/3434, 14-15=-224/3051 WEBS 3-21=0/359,3-20=-721/75,5-20=0/466,5-18=-1134/105,6-18=0/749,6-17=-1419/148, 7-17=-74/1444,8-17=-657/83,10-15=-13/471,10-14=-880/155,11-14=-202/3039 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind,ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,B=45ft,L=24ft;eave=6ft,Cat Il,Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 26-6-2,Exterior(2)26-6-2 to 29-6-2 zone,cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber D0L=1 60 plate grip D0L=1 60 OF NEW 3)TCLL ASCE 7-10,Pr--30 0 psf(roof live load Lumber DOL=1 15 Plate D0L=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat y roof snow Lumber D0L=1 15 Plate DOL=1.15),Category 11,Exp B,Partially Exp:Ct=1.1 P� JPN GAgci 0 4)Unbalanced snow loads have been considered for this design. , -9 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19 3 psf on overhangs non-concurrent with other live loads * e 6)All plates are 4x4 MT20 unless otherwise indicated. 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads n W 8)*This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide (tt W will fit between the bottom chord and any other members,with BCDL=10 Opsf 2 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 2=147,13=146 0.080 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads open S4 oNP July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated,s to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek ,s always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncalion,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Svingley Ridge Rd Safety Information available from Truss Plate insbtute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726400 35970R1_Building_C_Roof T02GE Common Supported Gable 5 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03 12 27 2019 Page 1 ID kpAYX54WWJg8P17VC38rSXzFkxF-p8gLbel6WfVDRfzCJTlOyaj9ZRIS4BFsgzbe'?/yzbUI 7-2-14 14-5-12 15-4-4, 10-8 7-2-14 7-2-14 10-8 4x4 = Scale 1/4"=1' 6 22 23 5 7 12 00 12 21 24 4 8 //3 25 26 ♦ 10 c 2 n 27 18 28 17 29 16 30 15 31 14 32 13 33 12 34 3x8 II 3x8 II 14-5-12 14-5-12 Plate Offsets(X Y)-- [2•Edge 0-0-7] [10.Edge 0-0-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 015 Vert(LL) 000 10 n/r 120 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 013 Vert(CT) -000 10 n/r 120 TCDL 100 Rep Stress Incr YES WB 018 Horz(CT) 000 10 n/a We BCDL 100 Code IBC2015ITP12014 Matrix-S Weight 75 Ib FT=20% LUMBER- BRACING TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 cc bracing OTHERS 2x4 SPF No 2 WEDGE Left 2x4 SPF No.2,Right 2x4 SPF No 2 REACTIONS. All bearings 14-5-12. (Ib)- Max Horz 2=-182(LC 12) Max Uplift All uplift 100 Ib or less at loint(s)2,10,16,17,18,14,13,12 Max Grav All reactions 250 Ib or less at/oint(s)except 2=299(LC 40),10=299(LC 48),15=314(LC 60),16=331(LC 59),17=333(LC 58),18=312(LC 57),14=331(LC 61),13=333(LC 62),12=312(LC 63) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown WEBS 5-16=-282/122,4-17=-284/134,3-18=-273/133,7-14=-282/122,8-13=-284/134, 9-12=-273/133 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind*ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=2ft,Cat II,Exp B,enclosed,MWFRS(directional)and C-C Comer(3)-0-10-8 to 2-1-8,Extertor(2)2-1-8 to 7-2-14,Comer(3)7-2-14 to 10-2-14 zone,cantilever left and right exposed,end vertical left and right ezposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 3)Truss designed for wind loads In the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. OF NEIN 4)TCLL ASCE 7-10,Pr--30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19.3 psf(flat Y roof snow Lumber DOL=1 15 Plate DOL=1 15),Category ll,Exp B;Partially Exp,Ct=1 1 ��Q'� SpA GA/�C� 0 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19 3 psf on overhangs non-concurrent with other live loads 6)All plates are 1x4 MT20 unless otherwise Indicated 7)Gable requires continuous bottom chord bearing r- ft 8)Gable studs spaced at 2-0-0 cc. n S W 9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. (tl Z 10)'This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide Z '� will fit between the bottom chord and any other members 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10,16,17,18, �� 0.0 009 14,13,12 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2 9_FESS)ONP 13)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads July 10,2019 ®WARNING-Verify,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 1010312015 BEFORE USE " Design valid for use only with MiTekO connectors This design is based only upon parameters shown,and,is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrTPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Inshtute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726401 3597OR1_Building_C_Roof T03 Common 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03.12.28 2019 Page 1 ID kpAYX54WWJg8P17VC38rSXzFkxF-HLOIp_mkHzd43pYPtBGFVoG7ogVmpfN?vdLCX9yzbUH 3-7-11 7-2-14 10-10-1 14-5-12 3-7-11 3-7-3 3-7-3 3-7-11 4x4 = Scale 1/4"=1' 3 11 1200 12 10 1x4 O 12 9 2 4 8 13 7 14 5 1 IT 15 16 3x8 16 3x8 11 3x8 = 7-2-14 14-5-12 7-2-14 7-2-14 Plate Offsets(X Y)-- [1 Edge 0-0-7),[5:Edge 0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Gnp DOL 115 TC 0 31 Vert(LL) -0.25 1-6 >673 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 115 BC 070 Vert(CT) -0.31 1-6 >546 180 TCDL 100 Rep Stress Incr YES WB 013 Horz(CT) 0 01 5 n/a n/a BCDL 100 Code IBC2015/TP12014 Matnx-S Weight 62 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 SPF No 2 WEDGE Left.2x6 SPF No 2,Right 2x6 SPF No 2 REACTIONS. (Ib/size) 1=550/0-5-8,5=550/0-5-8 Max Horz 1=170(LC 13) Max Uplift 1=-34(LC 14),5=-34(LC 14) Max Gram 1=701(LC 2),5=701(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-777/123,2-3=-606/164,3-4=-606/164,4-5=-777/123 BOT CHORD 1-6=-27/502,5-6=-9/471 WEBS 3-6=-128/471 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft;L=24ft;eave=4ft;Cat II;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-2-12 to 3-2-12,Intenor(1)3-2-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14 zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10,Pr--30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15),Category 11;Exp B,Partially Exp.,Ct=1.1 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads OF NE Iw, 5)`This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members Q� PN GA C?o O 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,5 7)This truss has been designed for a moving concentrated load of 250 OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads m2 .tLIJ LU NCO �0.08009� Qin v R�FES SI SNP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability,of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726402 35970R1_Budding_C_Roof T04 Roof Special Girder 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc. Wed Jul 10 03 12 29 2019 Page 1 ID kpAYX54WWJg8P17VC38rSXzFkxF-IXy50KnM2Glxgy7bQunUl?pHoEg8Y2w87H414byzbUG 3-7-11 7-2-14 10-6-12 13-10-10 16-10-8 3-7-11 3-7-3 3-3-14 3-3-14 2-11-14 4x4 = Scale=149 7 3 14 XF-2 3x64 15 5x8 = 4x4 II 6 5?1 5Z 1 Im 17 11 18 10 19 9 20 8 2122 3x8 I I 7 1x4 II 5x10 = 4x4 = 1x4 II 44 = NAILED 3-7-11 7-2-14 10-6-12 13-10-10 16-10-8 3-7-11 3-7-3 3-3-14 3-3-14 2-11-14 Plate Offsets(X Y)-- [1-Edge,0-0-71,[5 0-5-8,0-2-81,[6 Edge 0-3-8] [10.0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 035 Vert(LL) -008 8-9 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 075 Vert(CT) -014 8-9 >999 180 TCDL 100 Rep Stress Incr NO WB 036 Horz(CT) 003 7 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight 82 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.) 5-6 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left-2x4 SPF No.2 REACTIONS. (Ib/size) 7=680/0-5-8,1=657/Mechanical Max Horz 1=180(LC 9) Max Uplift 7=-53(LC 10),1=-42(LC 10) Max Grav 7=857(LC 2),1=836(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-1023/72,2-3=-765/139,3-4=-757/141,4-5=-1194/95,6-7=-291/37 BOT CHORD 1-11=-23/638,10-11=-23/638,9-1,0=0/804,8-9=-125/2171,7-8=-119/2168 WEBS 2-11=0/327,2-10=-271/106,3-10=-130/677,4-10=-555/120,4-9=0/551,5-9=-1414/135, 5-8=-32/253,5-7=-2103/123 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft;eave=4ft,Cat II;Exp B,enclosed,MWFRS(directional),cantilever left and right exposed,end vertical left and right exposed,Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL:ASCE 7-10;Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow-Lumber DOL=1 15 Plate DOL=1 15),Category II;Exp B,Partially Exp.,Ct=1 1,Lu=50-0-0 4)Provide adequate drainage to prevent water ponding OF NEtN 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide JQN GAAC, will fit between the bottom chord and any other members -9 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at loint(s)7,1 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads n LU 10)Graphical purlln representation does not depict the size or the orientation of the purlln along the top and/or bottom chord (fl Lu 11)"NAILED"Indicates 3-1 Old(0 148"x3")or 3-12d(0 148"x3 25")toe-nails For more details refer to MITek's ST-TOENAIL Detail 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) �� �0.08009 ��C? LOAD CASE(S) Standard AR Q� 1)Dead+Snow(balanced) Lumber Increase=1 15,Plate Increase=1.15 �FESSI�N July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE • Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual,building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing I VliTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726402 35970R1_Building_C_Roof T04 Roof Special Girder 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 10 03 12 29 2019 Page 2 ID kpAYX54WWJg8P/7VC38rSXzFkxF-IXy50KnM2G1xgy7bQunUl?pHoEg8Y2w87H414byzbUG LOAD CASE(S) Standard Uniform Loads(plf) Vert.1-3=-58,3-5=-58,5-6=-59,1-7=-20 Concentrated Loads(lb) Vert:21=-29(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with passible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSO-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Mexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726403 35970R1_Buildmg_C_Roof T05 Roof Special 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 10 0312 30 2019 Page 1 ID kpAYX54WWJg8PI7VC38rSXzFkxF-DIWUEgo_patol6m_c11aDLNKeAnHPAIMxglclyzbUF 3-7-11 , 7-2-14 10-3-0 13-3-2 16-10-8 3-7-11 3-7-3 3-0-2 3-0-2 3-7-6 4x4 = Scale=1 50 3 3 12 00 12 12 1x4 \\ 11 13 2 10 5x8 \\ 4x4 II 9 4 5 1 15 16 8 17 7 18 3x8 11 6 5x10 = 1x4 II 4x4 = 7-2-14 13-3-2 16-10-8 7-2-14 6-0-4 3-7-6 Plate Offsets(X Y)-- [1-Edge 0-0-7] [4,0-5-8,0-241,[5 Edge 0-3-8] [8-0-3-0,0-341 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0 69 Vert(LL) -026 1-8 >781 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 073 Vert(CT) -034 1-8 >587 180 TCDL 100 Rep Stress Incr YES WB 075 Horz(CT) 0 03 6 n/a n/a BCDL 100 * Code IBC2015/TP12014 Matnx-S Weight 73 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 3-9-8 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 4-5 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEDGE Left 2x4 SPF No 2 REACTIONS. (Ib/size) 6=654/0-5-8,1=654/Mechanical Max Horz 1=187(LC 13) Max Uplift 6=-41(LC 14),1=-40(LC 14) Max Grav 6=833(LC 2),1=833(LC 2) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-957/133,2-3=-779/171,3-4=-853/127,5-6=-281/48 BOT CHORD 1-8=-103/613,7-8=-205/1598,6-7=-211/1592 WEBS 3-8=-671566,4-7=0/322,4-6=-1 683/213,4-8=-1150/224 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf;h=25ft;B=45ft,L=24ft;eave=4ft,Cat II;Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Intenor(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Intenor(1)13-3-2 to 16-8-12 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber D0L=1 60 plate grip D0L=1 60 3)TCLL ASCE 7-10,Pr=30.0 psf(roof live load Lumber D0L=1 15 Plate D0L=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL=1.15 Plate D0L=1 15),Category ll;Exp B,Partially Exp,Ct=1.1,Lu=50-0-0,Min flat roof snow load governs ! pF NE►N 4)Provide adequate drainage to prevent water ponding ` Y 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. ��Q� JP,t`1 GARC� 0 6)*This truss has been designed fora live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide , y will fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections r 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atloint(s)6,1 1- a cc 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along C7 f Lu W the Top Chord and Bottom Chord,nonconcurrent with any other live loads (I1 Z 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 2 N�OA0.080091 �C? 9OFESS1 July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1 010 312 0 1 5 BEFORE USE �- Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall y� building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing �V1iTeW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Rocf 137726404 35970R1_Building_C_Roof T06 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 10 03 12 31 2019 Page 1 ID kpAYX54WWJg8P17VC38rSXzFkxF-hw3sROocau9fwGGzYJpy7QuZo2W'?OvsRbbZs8UyzbUE 3-7-11 7-2-14 9-11-4 12-7-10 16-10-8 3-7-11 3-7-3 2-8-6 2-8-6 4-2-14 4x4 = Scale=1 49 7 3 12 00 12 12 13 1x4 \\ 11 14 2 10 5x8 \\ 4x4 II 4 5 9 16 CP ' 1 v `J1Q1 N 6 17 8 18 7 19 3x8 I 6 5x10 = 1x4 II 4x4 = 7-2-1412-7-10 16-10-8 7-2-14 5 4-12 4-2-14 Plate Offsets(X Y)-- [1 Edge 0-0-7] [4-0-5-8,0-2-41,[5 Edge,0-3-81,[8.0-3-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 058 Vert(LL) -025 1-8 >794 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 073 Vert(CT) -034 1-8 >591 180 TCDL 100 Rep Stress Incr YES WB 053 Horz(CT) 003 6 n/a n/a BCLL 0 0 Code IBC2015fTP12014 Matnx-S Weight 75 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 4-5 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left 2x4 SPF No 2 REACTIONS. (Ib/size) 6=654/0-5-8,1=654/Mechanical Max Horz 1=195(LC 13) Max Uplift 6=41(LC 14),1=-40(LC 14) Max Grew 6=833(LC 2),1=833(LC 2) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-956/135,2-3=-778/173,3-4=-830/132,5-6=-289/55 BOT CHORD 1-8=-133/613,7-8=-173/1263,6-7=-177/1259 WEBS 3-8=-86/592,4-7=0/327,4-6=-1374/172,4-8=-845/183 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind•ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft,L=24ft,eave=4ft;Cat ll;Exp B,enclosed,MWFRS(directional)and C-C Exterlor(2)0-0-12,to 3-0-12,Intenor(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Interior(1)12-7-10 to 16-8-12 zone,cantilever left and right exposed,end vertical left and nght exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow-Lumber DOL=1 15 Plate DOL=1 15);Category ll;Exp B,Partially Exp,Ct=1 1,Lu=50-0-0;Min flat roof snow load governs OF NE� 4)Provide adequate drainage to prevent water ponding Y 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loadsJPN GAIL , 0 CO6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide , .9 will fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjolnt(s)1 r— d, (c 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)6 This connection Is for uplift only W and does not consider lateral forces (Il L!1 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 'f. Z the Top Chord and Bottom Chord,nonconcurrent with any other live loads 11)Graphical purlin representation does not depict the size or the orientation of the purlln along the top and/or bottom chord N�OA �0.08009 ROFEssl July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,USB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexancina,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726405 35970R1_Building_C_Roof T07 Roof Special 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 10 03 12 32 2019 Page 1 ID kpAYX54WWJg8P/7VC38rSXzFkxF-96dEfMpELB7WXQrA60KBfeRm_SsGILYbgFJPgwyzbUD 3-7-11 7-2-14 9-7-B 12-0 2 16-10-8 3-7-11 3-7-3 2 4-10 2 4-10 4-10-6 4x4 = Scale=1 49 7 3 12.00 12 12 13 1x4 \\ 11 14 2 4x12 \\ 4x4 II 10 4 5 9 16 17 0 1 r; 18 8 19 7 20 3x8 11 6 5x10 = 1x4 II 4x4 = 7-2-14 12-0-2 16-10-8 7-2-14 4-9 4 4-10-6 Plate Offsets(X Y)-- [1.Edge 0-0-7] [5.Edge 0-3-8] [8 0-3-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 049 Vert(LL) -025 1-8 >809 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 072 Vert(CT) -0.34 1-8 >596 180 TCDL 100 Rep Stress Incr YES WB 063 Horz(CT) 002 6 n/a n/a BCLL 0 0 Code IBC2015/TP12014 Matrix-S Weight 77 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(6-0-0 max) 4-5 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left*2x4 SPF No 2 REACTIONS. (Ib/size) 6=654/0-5-8,1=654/Mechanical Max Horz 1=203(LC 13) Max Uplift 6=-42(LC 14),1=-39(LC 14) Max Grav 6=833(LC 2),1=833(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-955/137,2-3=-778/176,3-4=-809/136,5-6=-297/62 BOT CHORD 1-8=-162/614,7-8=-160/1066,6-7=-163/1062 WEBS 3-8=-106/620,4-7=0/328,4-6=-1185/153,4-8=-684/162 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft,L=248;eave=4ft;Cat Il,Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Intenor(1)12-0-2 to 16-8-12 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber D0L=1 60 plate gnp DOL=1 60 3)TCLL ASCE 7-10;Pr-30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1.15),Category II;Exp B;Partially Exp,Ct=1 1,Lu=50-0-0,Min.flat roof snow load governs pF NE W 4)Provide adequate drainage to prevent water ponding r 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads �X,Q� JPN GAi C 0 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide , .y will fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,1 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along W the Top Chord and Bottom Chord,nonconcurrent with any other live loads m Z 10) Graphical purlin representation does not depict the size or the orientation of the purlln along the top and/or bottom chord. Z G' N�OA ��.08000 R�FESS1 July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev 1010312015 BEFORE USE. �- Design valid for use only with MiTelc®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIlTPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726406 35970R1_Building_C_Roof TOB Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03 12 33 2019 Page 1 ID.kpAYX54W WJg8P17VC38rSXzFkxF-dlBcslgs6VFN9aQMfksQCrzw6rBYUmzk2v2zDMyzbUC 3-7-11 7-2-14 11-4-10 16-10-8 3-7-11 3-7-3 4-1-12 5-5-14 4x4 = Scale=1 49 7 3 12 00 12 i2 13 1x4 \\ 11 14 412 \\ 4x4 I 2 4 10 15 16 17 9 rZrn n A 1 18 8 19 7 20 3x8 1 6 5x10 = 1x4 II 4x4 = 7-2-14 11-4-10 16-10-8 7-2-14 4-1-12 5-5-14 Plate Offsets(X Y)-- [1 Edge,0-0-71,[5•Edge,0-3-81,[8 0-3-0,0-341 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 053 Vert(LL) -024 1-8 >827 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 072 Vert(CT) -033 1-8 >602 180 TCDL 100 Rep Stress Incr YES WB 074 Horz(CT) 0 02 6 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight 79 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 4-5 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left:2x4 SPF No 2 REACTIONS. (Ib/size) 6=654/0-5-8,1=654/Mechanical Max Horz 1=211(LG 13) Max Uplift 6=-45(LC 11),1=-38(LC 14) Max Grav 6=833(LC 2),1=833(LC 2) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-955/139,2-3=-778/178,3-4=-792/148,5-6=-304/69 BOT CHORD 1-8=-189/614,7-8=-158/933,6-7=-160/930 WEBS 3-8=-127/652,4-8=-597/152,4-7=0/330,4-6=-1054/145 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft;L=24ft,eave=4ft,Cat Il,Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Intenor(1)3-0-12 to 7-2-14,Exterlor(2)7-2-14 to 10-2-14,Interior(1)11-4-10 to 16-8-12 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip D0L=1 60 3)TOLL-ASCE 7-10,Pr=30 0 psf(roof live load Lumber D0L=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow.Lumber D0L=1 15 Plate DOL=1.15);Category 11;Exp B,Partially Exp;Ct=1 1,Lu=50-0-0,Min flat roof snow load governs OF NE�i�/ 4)Provide adequate drainage to prevent water ponding y 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. �Q� JPA GA"�C/ 0 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide , .9 will fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,1. 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along n W the Top Chord and Bottom Chord,nonconcurrent with any other live loads (tl t1J 10)Graphical purlin representation does not depict the size or the orientation of the purlln along the top and/or bottom chord N�oA 0.08009 2� R�FESS1oNP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Addibonal temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrfPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726407 3597OR1_Building_C_Roof T09 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Wed Jul 10 03 12.34 2019 Page 1 ID kpAYX54WWJg8Pj7VC38rSXzFkxF-6UI_32rVtpOEnk9YDRNfk3W4ZFXtDBFuHZoWlpyzbUB 3-7-11 7-2-14 10-9-2 16-10-8 3-7-11 3-7-3 3-6 4 6-1-6 4x4 = Scale=1 49 7 3 12 13 12 00 12 14 1x4 \\ 4x12 \\ 4x4 II 11 4 5 2 10 15 16 9 v 1 17 8 18 7 19 3x8 1 6 6x10 = 1x4 II 4x4 = 7-2-14 10-9-2 16-10-8 7-2-14 3-6-4 6 1.6 Plate Offsets(X Y)-- [1-Edge 0-0-7] [5 Edge 0-3-81 [8 0-3-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 0 61 Vert(LL) -024 1-8 >848 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 072 Vert(CT) -0 33 1-8 >612 180 TCDL 100 Rep Stress Incr YES WB 087 Horz(CT) 002 6 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight 81 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 4-5 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left 2x4 SPF No 2 REACTIONS. (Ib/size) '6=654/0-5-8,1=654/Mechanical Max Horz 1=219(LC 13) Max Uplift 6=-61(LC 11),1=-37(LC 14) Max Grav 6=833(LC 2),1=833(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-955/142,2-3=-779/180,3-4=-778/162,5-6=-310/76 BOT CHORD 1-8=-216/615,7-8=-161/835,6-7=-163/832 WEBS 3-8=-150/688,4-8=-556/149,4-7=0/333,4-6=-955/143 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10,Vu1t=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft;Cat 11;Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to - 10-2-14,Intenor(1)10-9-2 to 16-8-12 zone,cantilever left and night exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL•ASCE 7-10;Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow,Lumber DOL=1 15 Plate DOL=1 15);Category Il,Exp B;Partially Exp,Ct=1 1,Lu=50-0-0,Min flat roof snow load governs ! pF NEIN 4)Provide adequate drainage to prevent water ponding ` y 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads �X\Q� JpA GA%/ 0 6)`This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide .9 will fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at loint(s)6,1 r IJ= 9)This truss has been designed fora moving concentrated load of 250 Olb live located at all mid panels and at all panel points along n ` ,i UJ w the Top Chord and Bottom Chord,nonconcurrent with any other live loads m 10)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord 'LN F� N0.08009", v R�FES Sl ONP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swmgley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726408 35970R1_Building_C_Roof T10 Roof Special 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03 12 35 2019 Page 1 ID kpAYX54WWJg8P17VC38rSXzFkxF-ahJNHNs7e6W40taln9uuHG3DSfuQydU1WDX3HFyzbUA 3-7-11 7-2-14 10-1-10 16-10-8 3.7-11 3-7-3 2-10-12 6-8-14 4x4 = Scale=1 49 7 3 13 1200 12 12 6x12 = 44 11 5 1x4 \\ 11 2 14 15 1 m 9 0 v 1 16 8 17 7 18 3xB 11 6 5x10 = 1x4 11 4x4 = 0- 8 7-2-14 10-1-10 16-10-8 0- -B 7-2-6 2-10-12 6-8-14 Plate Offsets(X Y)-- [1 Edge 0-0-71 [4 0-6-0,0-3-41,[5 Edge 0-3-8] [8:0-3-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL(roof) 300, Plate Gnp DOL 1.15 TC 073 Vert(LL) -022 1-8 >899 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 070 Vert(CT) -0 31 1-8 >649 180 TCDL 100 Rep,Stress Incr YES WB 093 HDrz(CT) 002 6 n/a n/a BCDL 100 * Code IBC20151TPI2014 Matrix-S Weight*83 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-10-8 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(6-0-0 max) 4-5. WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEDGE Left 2x6 SPF No.2 REACTIONS. (Ib/size) 6=649/0-5-8,1=649/0-4-9 Max Horz 1=226(LC 13) Max Uplift 6=-77(LC 11),1=-36(LC 14) Max Grav 6=827(LC 2),1=827(LC 2) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-939/141,2-3=-766/181,3-4=-758/177,5-6=-316/83 BOT CHORD 1-8=-240/597,7-8=-170/747,6-7=-168/749 WEBS 3-8=-1741713,4-8=-545/156,4-7=0/337,4-6=-8681142 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,B=45ft;L=24ft,eave=4ft,Cat II,Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)0-2-5 to 3-2-5,Interior(1)3-2-5 to 7-2-14,Extenor(2)7-2-14 to 10-1-10 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1.60 3)TCLL ASCE 7-10,Pr=30 0 psf(roof live load*Lumber DOL=1 15 Plate D0L=1 15);Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15);Category II,Exp B;Partially Exp,Ct=1.1,Lu=50-0-0;Min flat roof snow load governs G OF NE� 4)Provide adequate drainage to prevent water ponding v y 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads p4 GAgC� 0 6)*This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide , 9 will fit between the bottom chord and any other members 71 7)Provide mechanical connection(by others)of truss t0 bearing plate capable of withstanding 100 Ib uplift at lolnt(s)6,1. 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along r CC the Top Chord and Bottom Chord,nonconcurrent with any other live loads (t LU Lu 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord (f1 - N�oA �O.08009 =C? E less ss July 10, 019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrP11 Quality Cntena,DSB-89 and BCSI Building Component 16023 Smngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726409 3597OR1_Building_C_Roof T11 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 10 03.12:36 2019 Page 1 ID:kpAYX54W WJg8Pj7VC38rSXzFkxF-ltd UjslPQex019xLsP7gUbMp3EYhDEAktHdghyzbU9 Q-10-$ 3 7-11 7-2-14 9-6-2 16-10-8 d-10-8' 3-7-11 3-7-3 2-3 4 7-4-6 4x4 = Scale=149 9 4 13 6x14 = 4x4 II 12 1541 15�3 6 12 00 12 1x4 \\ 11 14 15 16 3 10 9 ur 2 10, 17. 9 18 8 19 3x8 11 7 5x10 = 1x4 II 4x4 = 7-2-14 21116-10-8 7-2-14 2-3-4 1 7-4-6 Plate Offsets(X,Y)-- [2.Edge,0-0-7],[5 0-5-8,0-3-41,[6 Edge 0-3-81 [9 0-3-0,0-3-41 LOADING (psf/ SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -022 7-8 >906 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 0.70 Vert(CT) -030 7-8 >656 180 TCDL 100 Rep Stress Incr YES WB 033 Horz(CT) 002 7 n/a n/a BCLL 0 0 ` Code IBC2015/TPI2014 Matrix-S Weight 87 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-2 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 5-6 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE WEBS 1 Row at midpt 5-7 Left:2x6 SPF No 2 REACTIONS. (Ib/size) 7=645/0-5-8,2=714/0-5-8 Max Horz 2=243(LC 13) Max Uplift 7=-92(LC 11),2=-71(LC 14) Max Grav 7=822(LC 2),2=916(LC 2) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-947/130,3-4=-755/169,4-5=-751/184,6-7=-322/89 BOT CHORD 2-9=-260/583,8-9=-180/678,7-8=-178/680 WEBS 4-9=-181/752,5-9=-575/159,5-8=-4/348,5-7=-793/148 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6.Opsf;h=25ft;B=45ft;L=24ft,eave=4ft;Cat II,Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 9-6-2 zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL:ASCE 7-10,Pr--30.0 psf(roof live load-Lumber DOL=1.15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1 15),Category ll;Exp B,Partially Exp;Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs OF NELy 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19.3 psf on overhangs �. non-concurrent with other live loads ��P� JPN GAl( ' 0 ' 5)Provide adequate drainage to prevent water ponding 9 J 6)The Fabrication Tolerance at joint 5=4% 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r— Cr_ will fit between the bottom chord and any other members n it Lu 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2 �1 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)7 This connection is for uplift only and does not consider lateral forces 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along ��A �Q.0$OOg� the Top Chord and Bottom Chord,nonconcurrent with any other live loads 9p.V 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. GEES Sl ON July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev 1010212015 BEFORE USE ` Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Critena,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726410 3597CR1_Building_C_Roof T12 Roof Special 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 10 03.12.37 2019 Page 1 ID kpAYX54WWJg8Pj7VC38rSXzFkxF-W3R7i3tNAkmoeBk7uawMMh8cpTZyQf6KzXOAM7yzbU8 ) $ 3 7-11 7-2-14 ,8-10-1 1 0 , 16-10-8 10-8 3-7-11 3-7-3 -7-12 7-11-14 4x4 = Scale=1 49 9 4 13 10x10 = 4x4 II 6 12 12 00 F127 K 15 113 1x4 \\, 11 3 rn 10 2 17 9 18 8 19 20 3x8 11 7 6x10 = 1x4 II 4x4 = 7-2-148-10-10 , 16-10-8 7-2-14 1-7-12 7-11-14 Plate Offsets(X Y)— [2 Edge,0-0-71,[5 0-5-4,0-3-41,[6 Edge,0-3-81,[9.0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 054 Vert(LL) -0.27 7-8 >741 240 MT20 197/144 Snow(Pf/Pg) 1931250 Lumber DOL 1.15 BC 076 Vert(CT) -0.38 7-8 >528 180 TCDL 100 Rep Stress Incr YES WB 041 Horz(CT) 002 7 n/a n/a BCLL 00 ' Code IBC2015(rP12014 Matrix-S Weight 94 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2*Except* TOP CHORD Structural wood sheathing directly applied or 5-11-2 oc purlins, 5-6.2x6 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 5-6 BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing WEBS 2x4 SPF No 2 WEBS 1 Row at mldpt 5-7 WEDGE Left 2x6 SPF No.2 REACTIONS. (Ib/size) 7=645/0-5-8,2=714/0-5-8 Max Horz 2=249(LC 13) Max Uplift 7=-107(LC 11),2=-70(LC 14) Max Grav 7=822(LC 2),2=916(LC 2) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-947/128,3-4=-755/167,4-5=-741/194,6-7=-329/94 BOT CHORD 2-9=-280/608,8-9=-188/638,7-8=-186/643 WEBS 4-9=-195/782,5-9=-651/158,5-8=-27/419,5-7=-754/161 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat. ll;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 8-10-10 zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL:ASCE 7-10,Pr--30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15),Category II;Exp B;Partially Exp.;Ct=1 1,Lu=50-0-0;Min.flat roof snow load OF NE W governs y 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19.3 psf on overhangs � p4 GARC/9 O,A� non-concurrent with other live loads 5)Provide adequate drainage to prevent water ponding 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide I— Q will fit between the bottom chord and any other members,with BCDL=10 Opsf n � 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2 ft1 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)7 This connection is for uplift only 'L Z and does not consider lateral forces ^, 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along ��A ' 0.08 009 the Top Chord and Bottom Chord,nonconcurrent with any other live loads 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord R�FESSI CNP July 10,2019 ®WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726411 35970R1_Buildmg_C_Roof T13 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03.12 39 2019 Page 1 ID kpAYX54WWJg8P17VC38rSXzFkxF-SSYt7lvdhLOWtVuWO?zgR6D?CGEquTOdRrVHQOyzbU6 -g-11 0- 3-7-11 7-2-14 8-3-2 12-5-1 16-10-8 0-8 3-7-11 3-7-3 1-0-4 4-1-15 4-5-7 4x4 = Scale=1 49 9 4 14 5x6 = 2x4 II 4x4 = 7 X111 III 13 15 16 17 18 12 00 12 1 x4 12 3 m 11 2 1910 20 9 21 22 23 8 3x8 I I 6x10 = 4x4 = 4x4 = 7-2-14 8-3-2 16-10-8 7-2-14 1-0-4 8-7-6 Plate Offsets(X Y)-- (2-Edge 0-0-7] f10 0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 036 Vert(LL) -033 8-9 >607 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 079 Vert(CT) -046 8-9 >428 180 TCDL 100 Rep Stress Incr YES WB 077 Horz(CT) 001 8 n/a n/a BCLL 00 BCDL 100 Code IBC2015/TP12014 Matnx-S Weight,97 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 5-7 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 8-9-4 oc bracing WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 8=645/0-5-8,2=714/0-5-8 Max Horz 2=259(LC 13) Max Uplift 8=-123(LC 11),2=-69(LC 14) Max Grav 8=822(LC 2),2=916(LC 2) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-949/124,3-4=-763/168,4-5=-629/183,5-6=-540/137,7-8=-286/53 BOT CHORD 2-10=-304/605,9-10=-197/574,8-9=-172/421 WEBS 5-9=-186/308,6-9=-42/292,6-8=-729/200,4-10=-187/705,5-10=-656/129 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;13=45ft,L=24ft;eave=4ft;Cat II;Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Interjor(1)2-1-8 to 7-2-14,Exterjor(2)7-2-14 to 8-3-2 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL-ASCE 7-10,Pr=30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15);Category II,Exp B;Partially Exp;Ct=1 1,Lu=50-0-0,Min.flat roof snow load governs of NEW 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19 3 psf on overhangs y non-concurrent with other live loads � P. GC 0 5)Provide adequate drainage to prevent water ponding 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * t will fit between the bottom chord and any other members,with BCDL=10 Opsf CG 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2 n t , w 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)8 This connection is for uplift only ftt and does not consider lateral forces 2 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along ( the Top Chord and Bottom Chord,nonconcurrent with any other live loads ��A �Q.08009 11)Graphical purlin representation does not depict the size or the orientation of the purlln along the top and/or bottom chord 9 �FESS1�� July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE � Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality,Cntena,DSB-89 and BCSI Building Component 16023 Smngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Budding C Roof 137726412 35970R1_Building_C_Roof T14 Roof Special 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03 12 40 2019 Page 1 ID kpAYX54WWJg8Pj7VC38rSXzFkxF-we6GK5vFSf8NVfriaiU3_Km9kgX4dlzmfVFgzSyzbU5 --10- 3-7-11 7-2-14 7- - 0 12-1-5 16-10-8 10 3-7-11 3-7-3 0 - 2 4-5-11 4-9-3 4x12 \\ Scale=1 51 0 4 4x4 = 4x4 II 14 56 16 17 7 15Z13 12 00 12 1x4 \\ 12 3 CP v r 11 - c7 2 acd11 18 10 9 19 20 21 3x8 I 8 4x4 = 4x4 = 5x8 = 7-2-147-- 0 16-10-8 7-2-14 0 -2 9-2-14 Plate Offsets(X Y)-- [2:Edge 0-0-71 [7•Edge 0-3-8] [10 0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0.44 Vert(LL) -046 8-9 >426 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 092 Vert(CT) -0.66 8-9 >300 180 TCDL 100 Rep Stress Incr YES WB 0.28 Horz(CT) 001 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matnx-S Weight:93 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-10-9 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max):5-7. WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing WEDGE WEBS 1 Row at midpt 6-8 Left 2x6 SPF No 2 REACTIONS. (Ib/size) 8=645/0-5-8,2=714/0-5-8 Max Horz 2=266(LC 13) Max Uplift 8=-137(LC 11),2=-67(LC 14) Max Grav 8=825(LC 24),2=916(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-959/122,3-4=-766/161,4-5=-403/138,5-6=-483/139,7-8=-286/57 BOT CHORD 2-10=-324/615,9-10=-216/519,8-9=-184/412 WEBS 5-9=-317/404,6-8=-705/215,4-10=-196/536 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=4ft;Cat II;Exp B,enclosed,MWFRS(directional)and C-C Exterlor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 7-7-10 zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate gnp D0L=1 60 3)TCLL:ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15);Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1 15);Category 11;Exp B;Partially Exp;Ct=1.1,Lu=50-0-0;Min flat roof snow load governs OF NSw 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19 3 psf on overhangs non-concurrent with other live loads P JPN GAC? 09,E 5)Provide adequate drainage to prevent water ponding 9 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10 Opsf r- 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atlt(s)8 and 2 This connection is for n W uplift only and does not consider lateral forces. (S1 LJU 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 2 the Top Chord and Bottom Chord,nonconcurrent with any other live loads 10)Graphical purlln representation does not depict the size or the orientation of the purlin along the top and/or bottom chord N�OA �Q.08009 ROFEssI°tJP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Braang Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swrngtey Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726413 35970R1_Building_C_Roof T15 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 05512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 10 03:12:412019 Page 1 ID kpAYX54WWJg8Pl7VC38rSXzFkxF-OrgeXRwuDyGE6olu7P?IXXJF94ySMUtwu9_OVvyzbU4 10-0-12 -10-8 3-2-14 6-5-6 8-10-2 %7-10 16-10-8 10-8 3-2-14 3-2-7 &4-12 9-8 6-9-12 6x8 T1 Scale=1 49 6 5x8 = 6 5x8 = 4x4 II 5x6 = 22 8 4 19 18 17 1200 12 1x4 \\ 16 3 4 r` 15 14 2 23 13 12 24 11 25 10 26 3x8 1 9 44 = 4x4 =44 = 4x4 = 3x8 = 4 6-5 6 8-10-2 10-0-121 16-10-8 6-5-6 2 4-12 1-2-11 6-9-12 Plate Offsets(X,Y)-- [2:Edge,0-0-71,[4 0-3-9,0-2-81,[5 0-5-4,0-2-81,[6.0-3-8,0-2-41,[7.0-5-4,0-2-121,[8:Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 071 Vert(LL) -0.17 9-10 >999 240 MT20 197/144 Snow(Pf/Pg) 19.3/25.0 Lumber DOL 1.15 BC 059 Vert(CT) -023 9-10 >872 180 TCDL 100 Rep Stress Incr YES WB 030 Horz(CT) 001 9 n/a n/a BCLL 00 BCDL 100 Code IBC2015/TP12014 Matrix-S Weight,116 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2*Except* TOP CHORD Structural wood sheathing directly applied or 5-11-7 cc purlins, 5-6,6-7 2x6 SPF No 2 except end verticals,and 2-0-0 cc purlins(6-0-0 max.)-4-5,7-8 BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No 2 WEBS 1 Row at midpt 7-9 WEDGE Left,2x6 SPF No 2 REACTIONS. (Ib/size) 9=645/0-5-8,2=714/0-5-8 Max Horz 2=264(LC 13) Max Uplift 9=-132(LC 11),2=-67(LC 14) Max Grav 9=822(LC 2),2=916(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-956/129,3-4=-787/166,4-5=-485/152,5-6=-481/166,6-7=-595/162,8-9=-313/77 BOT CHORD 2-13=-335/620,11-13=-218/529,10-11=-203/518,9-10=-199/536 WEBS 4-13=-41/282,5-11=-344/85,6-11=-198/278,6-10=-13/414,7-9=-725/182 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=4ft;Cat 11;Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 6-5-6,Extenor(2)6-5-6 to 10-0-12, Interior(1)10-0-12 to 16-8-12 zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10;Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15);Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15);Category 11;Exp B;Partially Exp,Ct=1.1,Lu=50-0-0;Min flat roof snow load OF NElw, governs 4)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 19 3 psf on overhangs ,JPN Gq/�C/9 O� non-concurrent with other live loads 5)Provide adequate drainage to prevent water ponding 71 6)This truss has been designed for a 19 0 psf bottom chord live load nonconcurrent with any other live loads 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10 Opsf C1 i W 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2. f(i W 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)9 This connection is for uplift only 2 and does not consider lateral forces 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points alongA �0.08009 the Top Chord and Bottom Chord,nonconcurrent with any other live loads R p.� 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord FES S1 ON July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE ' Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse wath possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Podge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chestertield,NO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726414 35970R1_Building_C_Roof T16 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03 12 42 2019 Page 1 ID•kpAYX54 W WJg8P17VC3BrSXzFkxF-t1 EOInxW_GO5kyc5h7WX3lrSW UJT5vl37okx1 LyzbU3 10- 5-0-10 7-5-6 9-7-10 10-8-4 16-10-8 -10-8 5-0-10 2 4-12 2-2 4 -0-10 6-2-4 4x4 = Scale=1 49 9 5 18 6x10 = 4x4 11 5x6 = 17 7 5x6 = 3 9 20 16 12.00 F12- 15 °P m 14 2 21 13 22 12 11 23 10 24 9 25 26 4x8 11 8 1x4 II 5x6 = 3x8 =1x4 II 4x4 = 5-0-10 7-5-6 9-7-10 10-8-4 16-10-8 5-0-10 2 4-12 2-2-4 0-10 6-2-4 Plate Offsets(X Y)-- [2 Edge 0-0-7] [3:0-3-9,0-2-81,[6.0-5-4,0-341,[7•Edge,0-3-8] [12 0-1-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1 15 TC 0.61 Vert(LL) -013 8-9 >999 240 MT20 197/144 Snow(Pf/Pg) 19.3/25.0 Lumber DOL 1.15 BC 054 Vert(CT) -017 8-9 >999 180 TCDL 100 Rep Stress Incr YES WB 039 Horz(CT) 001 8 n/a n/a BCLIL 00 BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight 108 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-3-9 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 3-4,6-7 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE WEBS 1 Row at midpt 6-8 Left 2x6 SPF No 2 REACTIONS. (Ib/size) 8=645/0-5-8,2=714/0-5-8 Max Horz 2=258(LC 13) Max Uplift 8=-112(LC 11),2=-69(LC 14) Max Grav 8=822(LC 2),2=916(LC 2) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-966/125,3-4=-6181151,4-5=-673/198,6-6=-743/227,7-8=-310/72 BOT CHORD 2-13=-272/580,11-13=-273/577,10-11=-238/632,9-10=-185/531,8-9=-183/535 WEBS 3-13=0/342,6-9=0/450,6-8=-731/168,5-10=-261/866,4-10=-465/132,6-10=-514/140 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft,Cat ll,Exp B,enclosed;MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 5-0-10,Extenor(2)5-0-10 to 10-8-4 ,Interior(1)10-8-4 to 16-8-12 zone,cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces &MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL:ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow),Pf=19.3 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1.15),Category 11;Exp B;Partially Exp,Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs. OF NE►N 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19 3 psf on overhangs �. non-concurrent with other live loads ��P� JPN GA,90 O,A� 5)Provide adequate drainage to prevent water ponding J 9 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7).This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide k will fit between the bottom chord and any other members,with BCDL=10 Opsf r v 2 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2. n 4 lLu U 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT attt(s)8.This connection is for uplift only TC1 and does not consider lateral forces 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads �� �O.08009 11)Graphical purlin representation does not depict the size or the orientation of the purlln along the top and/or bottom chord V ROFEs s►°NP July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrTP11 Quality Critena,DSB-89 and BCSI Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply , Building C Roof 137726415 35970R1_Building_C_Roof T17 Roof Special 2 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 10 03 12 43 2019 Page 1 ID.kpAYX54W WJg8Pl7VC38rSXzFkxF-LDoOy7y8laWyM6BHFg1 mcy0ectgXgGZCLSTUZnyzbU2 -g-11 0- 3-7-15 6-0-11 9-7-10 11-3-12 16-10-8 0-8 3-7-15 2-0-12 3-6-15 1-8-2 5-6-12 4x4 = Scale=149 9 5 20 6x8 4x4 = 7 19 5x6 = 22 5x6 = 18 3 r. 12 00 Z 16 17 m ° 2 loll I13 24 12 11 25 10 26 9 27 3x8 1 8 1x4 II 4x4 =4x4 = 3x8 = 1x4 II 4x4 = 3-7-15 , 6-0-11 9-7-10 1 11-3-12 16-10-8 J 3-7-15 2 4-12 3-6-15 1-8-2 5-6-12 Plate Offsets(X Y)-- f2 Edge 0-0-7] T3 0-3-9,0-2-81,r6,0-5-4 0-3-41 [7 Edge 0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 052 Vert(LL) -010 8-9 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber,DOL 1 15 BC 049 Vert(CT) -013 8-9 >999 180 TCDL 100 Rep Stress Incr YES WB 080 Horz(CT) 002 8 n/a n/a BCLL 00 BCDL 100 Code IBC2015(rP12014 Matrix-S Weight:100 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 34,6-7 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left-2x6 SPF No 2 REACTIONS. (Ib/size) 8=645/0-5-8,2=714/0-5-8 Max Horz 2=250(LC 13) Max Uplift 8=-88(LC 11),2=-70(LC 14) Max Grav 8=822(LC 2),2=916(LC 2) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-986/122,34=-783/149,4-5=-736/178,5-6=-705/201,7-8=-304/65 BOT CHORD 2-13=-276/592,12-13=-277/589,10-12=-2591794,9-10=-168/531,8-9=-166/533 WEBS 3-13=0/304,3-12=-41/420,4-12=-307/79,6-9=0/341,6-8=-759/155,5-10=-196022, 6-10=-333/128,4-10=-516/137 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6.Opsf,h=25ft,B=45ft;L=24ft,eave=4ft,Cat ll,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 3-7-15,.Exterior(2)3-7-15 to 11-3-12,Intenor(1)11-3-12 to 16-8-12 zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL•ASCE 7-10,Pr--30 0 psf,(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category Il;Exp B;Partially Exp;Ct=1 1,Lu=50-0-0;Min flat roof snow load G of NE governs 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19.3 psf on overhangs � PN GARC'9 0 non-concurrent with other live loads 5)Provide adequate drainage to prevent water ponding 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7).This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r n OC will fit between the bottom chord and any other members n LU 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2 (S1 Z 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)8 This connection is for uplift only 'L and does not consider lateral forces 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along OA �0.08009 the Top Chord and Bottom Chord,nonconcurrent with any other live loads 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord PESS1 ON July.10,2019 ®WARNING-Venry design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Budding C Roof 137726416 3597OR1_Building_C_Roof T18 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 10 03 12 45 2019 Page 1 ID kpAYX54WWJg8P17VC38rSXzFkxF-Hcw9NozOHBmgbQLgMF3EhNT_chMulCMVpmybegyzbUO 10- 2-3 4 4-8-0 9 7-10 11-11-4 16-10-8 10-8 2-3-4 2 4-12 4-11-10 2-3-10 4-11 4 4x4 = Scale=149 9 5 19 5x8 = 4x4 II 7 18 17 20 21 6x6 = 5x6 = 12 00 12 3 14 2 22 13 23 12 11 10 24 9 25 3x8 I I 8 1x4 II 44 = 46 = 3x8 = 1x4 II 44 = 2-3 4 4-8-0 9-7-10 11-11 4 16-10-8 2-3-4 2 4-12 4-11-10 2-3-10 4-11 4 Plate Offsets(X Y)- [2 Edge,0-0-71,[3.0-3-9 0-2-81,[6.0-5 1,0-3-01,[7•Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 049 Vert(LL) -0.08 10-12 >999 240 MT20 197/144 Snow(P1`/Pg) 19 3/25 0 Lumber DOL 1.15 BC 0.50 Vert(CT) -0.12 10-12 >999 180 TCDL 100 Rep Stress Incr YES WB 065 Horz(CT) 002 8 n/a n/a BCLL 00 BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight:94 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(5-7-8 max) 3-4,6-7 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left-2x6 SPF No.2 REACTIONS. (Ib/size) 8=645/0-5-8,2=714/0-5-8 Max Horz 2=242(LC 13) Max Uplift 8=-63(LC 11),2=-71(LC 14) Max Grav 8=822(LC 2),2=916(LC 2) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(ib)or less except when shown TOP CHORD 2-3=-978/115,34=-1052/162,4-5=-787/157,5-6=-706/181,7-8=-298/60 BOT CHORD 2-13=-263/590,12-13=-264/589,10-12=-276/1079,9-10=-150/550,8-9=-148/552 WEBS 3-13=-64/265,3-12=-84f732,4-12=4651120,6-9=0/315,6-8=-792/138,5-10=-136/618, 4-10=-700/167,6-10=-270/118 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,B=45ft;L=24ft,eave=4ft;Cat ll;Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)-0-10-8 to 4-8-0,Interior(1)4-8-0 to 9-7-10,Extenor(2)9-7-10 to 11-11-4 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL•ASCE 7-10,Pr-30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15),Category ll;Exp B,Partially Exp,Ct=1 1,Lu=50-0-0;Min.flat roof snow load ! OF NEW governs ` y 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19.3 psf on overhangs � p0A GAq�, O� non-concurrent with other live loads 5)Provide adequate drainage to prevent water ponding * 4 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wider (L will fit between the bottom chord and any other members n i ,i U W 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)8,2. (ft Lit 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 0-080091 V PIESS1°tJP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek* ,s always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roaf 137726417 3597OR1_Building_C_Roof T19 Roof Special Girder 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Wed Jul 10 03 12.46 2019 Page 1 ID kpAYX54WWJg8P17VC38rSXzFkxF-IoTXbB_02VuXDawswzbTEbOA95ftlk4f2Qi9A6yzbU2 0-10-9 10- 3-3-5 6-5-7 9-7-10 12-6-12 16-10-8 -10-8 2-0-12 3-2-3 3-2-3 2-11-2 4-3-12 0-10-9 4x4 Scale=1 52 5 = 6 19 18 6x6 = 4x4 4x6 = 8 5// 20 17 6x6 = n 2 0 12 5x8 = o 3 v 15 c31 2 adl 21 22 2312 11 24 10 9 25 3x8 11 74 13 1x4 II 6xB = 4x6 = 3x8 = 4x4 = 2x4 II NAILED NAILED 10- 3-3-5 9-7-10 12-6-12 16-10-8 10- 2-4-12 6 4-5 2-11-2 4-3-12 Plate Offsets(X Y)-- [2 Edge,0-0-71,[3 0-2-12,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 116 TC 044 Vert(LL) -0.16 11-13 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 064 Vert(CT) -0.25 11-13 >789 180 TCDL 100 Rep Stress Incr NO WB 037 Horz(CT) 001 9 n/a n/a BCLIL 00 BCDL 100 a Code IBC2015/TPI2014 Matrix-S Weight.93 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(4-2-9 max.)*3-4,7-8 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 9=651/0-5-8,2=738/0-5-8 Max Horz 2=234(LC 9) Max Uplift 9=-46(LC 7),2=-98(LC 10) Max Grav 9=827(LC 2),2=938(LC 2) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-950/59,3-4=-1825/100,4-5=-2319/181,5-6=-756/132,6-7=-741/131,7-8=-557/85, B-9=-782173 BOT CHORD 2-14=-159/527,13-14=-159/533,11-13=-93/754,10-11=-50/573 WEBS 4-13=-1781/163,5-13=-96/1495,5-11=-486/135,6-11=-119/702,7-10=-572/69, 8-10=481817,3-14=-123/269,3-13=-70/1473 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,B=45ft,L=24ft,eave=4ft;Cat ll;Exp B,enclosed,MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL.ASCE 7-10;Pr--30 0 psf(roof live load-Lumber DOL=1.15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category ll,Exp B,Partially Exp,Ct=1 1,Lu=50-0-0 pF NE 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19 3 psf on overhangs y non-concurrent with other live loads. JPN GARc� 0 5)Provide adequate drainage to prevent water ponding y ,F, 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads � 7)•This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)9,2. 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along {(1 b- � the Top Chord and Bottom Chord,nonconcurrent with any other live loads 2N 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 11)"NAILED"indicates 3-1 Od(0.148"x3")or 2-12d(0.148"x3 25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 0.08009 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ROFEs LOAD CASE(S) Standard July 10,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,note a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Svangley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726417 35970R1_Building_C_Roof T19 Roof Special Girder 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industnes,Inc Wed Jul 10 03 12.46 2019 Page 2 ID kpAYX54WWJg8Pf7VC38rSXzFkxF-IoTXbB_02VuXDawswzbTEb0A95ftlk4f2Qi9A6yzbU7 LOAD CASE(S) Standard 1)Dead+Snow(balanced) Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(pif) Vert 1-3=-59,3-4=-58,4-6=-58,6-7=-59,7-8=-58,2-9=-20 Concentrated Loads(lb) Vert-13=-29(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and is for an individual building component,not • a Wss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall +A building design Bracing Indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with passible personal injury and properly damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrrPlt Quality Criteria,DSB-89 and BCSI Building Component 16023 Swngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726418 35970R1_Bulldmg_C_Roof T20 Roof Spectal 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8.010 s Aug 112017 MiTek Industries,Inc Wed Jul 10 03 12 47 2019 Page 1 ID kpAYX54WWJg8P17VC38rSXzFkxF-D?1voU?epoONcUV2Ug61moYMnV_QmBzoG4RliYyzbU_ 3-7-11 7-2-14 1 10-9-8 14-5-12 3-7-11 3-7-3 3-6-10 3-8 4 4x4 = Scale=1510 3 X 13 14 5x8 = 2x4 II 5 N16 - c� O 17 8 18 7 3x8 6 3x8 = 1x4 II 4x4 = 7-2-1410-9-8 , 14-5-12 7-2-14 MAO 3-8 4 Plate Offsets(X Y)-- [1 Edge 0-0-71 [4:0-5-4,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 032 Vert(LL) -0.22 1-8 >764 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 068 Vert(CT) -030 1-8 >570 180 TCDL 10.0 Rep Stress Incr YES WB 033 Horz(CT) 001 6 n/a n/a BCLL 00 ' Code IBC2015/TPI2014 Matrix-S Weight*73 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 4-5 WEBS 2x4 SPF No 2 BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing WEDGE Left:2x6 SPF No 2 REACTIONS. (Ib/size) 6=55410-5-8,1=554/0-5-8 Max Horz 1=218(LC 13) Max Uplift 6=-37(LC 14),1=-31(LC 14) Max Grav 6=705(LC 2),1=705(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-776/130,2-3=-606/171,3-4=-595/150,5-6=-284/45 BOT CHORD 1-8=-207/499,7-8=-131/484,6-7=-129/486 WEBS 3-8=-129/454,4-7=-36/295,4-6=-711/130 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6.Opsf,BCDL=6 Opsf,h=25ft;8=45ft,L=24ft;eave=4ft,Cat 11,Exp B,enclosed;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Intenor(1)3-2-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Intenor(1)10-9-8 to 14-4-0 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1 60 3)TCLL-ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow);Pf=19 3 psf(flat roof snow-Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp B,Partially Exp.;Ct=1 1,Lu=50-0-0;Min flat roof snow load governs pF NE►N 4)Provide adequate drainage to prevent water ponding Y 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads ��Q� JP�GrQgC/ 0 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 9 will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atloint(s)6,1. 1 ` 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along r (C the Top Chord and Bottom Chord,nonconcurrent with any other live loads n W 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord (11 2 2 _ NCO �0.08009 v FessI SNP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE ° Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall A building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1 VliTek° is always required for stability and to prevent collapse vnth possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIIrPl1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swmgley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726419 3597OR1_Building_C_Roof T21 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Wed Jul 10 03.12 48 2019 Page 1 ID:kpAYX54W WJg8Pt7VC38rSXzFkxF-hBbH?gDHa68ESt4F20dxJO5WPuKgVgXxVkBFE?yzbTz 10- 3 7-11 7-2-14 11-5-0 14-5-12 10-8 3-7-11 3-7-3 4-2-2 3-0-12 4x4 = Scale=1.49 9 4 12 13 12 00 12 1x4 �� 11 14 5x8 = 2x4 II 3 6 15 10 m 2 El 16 9 17 8 18 3x8 1 7 3x8 = 1x4 II 4x4 = 7-2-1411-5-0 14-5 12 7-2-14 4-2-2 3-0-12 Plate Offsets(X Y)-- [2-Edge,0-0-71,[5,0-5-4,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 039 Vert(LL) -022 2-9 >779 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 067 Vert(CT) -029 2-9 >590 180 TCDL 100 Rep Stress Incr YES WB 024 Horz(CT) 001 7 n/a n/a BCLL 00 BCDL 100 k Code IBC2015/TPI2014 Matnx-S Weight:72 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 5-6 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left:2x6 SPF No 2 REACTIONS. (Ib/size) 7=551/0-5-8,2=621/0-5-8 Max Horz 2=219(LC 13) Max Uplift 7=-35(LC 14),2=-68(LC 14) Max Grav 7=702(LC 2),2=797(LC 2) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-790/120,3-4=-598/159,4-5=-608/131,6-7=-276/37 BOT CHORD 2-9=-177/490,8-9=-121/503,7-8=-119/505 WEBS 4-9=-95/445,5-8=-25/299,5-7=-754/128 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10,Vuit=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft;13=45ft;L=24ft,eave=4ft;Cat. II,Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Interior(1)11-5-0 to 14-4-0 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL:ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp B;Partially Exp.,Ct=1 1,Lu=50-0-0;Min flat roof snow load governs OF NEW 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19 3 psf on overhangs j. non-concurrent with other live loads ��P� JPN GA,9 0 5)Provide adequate drainage to prevent water ponding , .9 ,1 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * , will fit between the bottom chord and any other members r (C 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,2 n 1l W 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along (CI Z the Top Chord and Bottom Chord,nonconcurrent with any other live loads 'L 10)Graphical purlin representation does not depict the size or the orientation of the purlln along the tap and/or bottom chord C? � �0.080091 A9�FESSk July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTeW connectors This design is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTeke is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erechon and bracing of trusses and truss systems,see ANSIrrPII quality Criteria,DSB49 and BCSI Building Component 16023 Swngley Ridge Rd safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726420 3597OR1_Building_C_Roof T22 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 10 03 12 49 2019 Page 1 ID-kpAYX54W WJg8P17VC38rSXzFkxF-9N9fDAOvLQG541 fRb58ArDegzlgOE8p5kOwpmRyzbTy -10- 3 7-11 7-2-14 12-0-8 14-5-12 1-18 3-7-11 3-7-3 4-9-10 2-5-4 4x4 = Scale=1.49 9 4 12 12 00 F127 13 1x4 �� 11 14 3 6x8 = 2x4 11 6 10 15 N 2 1,41 16 9 17 8 18 &B 7 3x8 = 1x4 11 4x4 = 7-2-1412-0-8 14-5-12 7-2-14 4-9-10 2­5i_­l Plate Offsets(X Y)-- [2-Edge 0-0-7] [5 0-5-4 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 047 Vert(LL) -0.22 2-9 >765 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 067 Vert(CT) -029 2-9 >585 180 TCDL 10.0 Rep Stress Incr YES WB 018 Horz(CT) 0 01 7 n/a n/a BCDL 100 i Code IBC2015/TPI2014 Matrix-S Weight 70 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.)-5-6. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 7=551/0-5-8,2=621/0-5-8 Max Horz 2=211(LC 13) Max Uplift 7=-34(LC 14),2=-69(LC 14) Max Grav 7=702(LC 2),2=797(LC 2) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-790/119,34=-598/158,4-5=630/120,6-7=-265/30 BOT CHORD 2-9=-148/489,8-9=-112/525,7-8=-110/528 WEBS 4-9=-76/440,5-8=-20/305,5-7=-810/128 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6.Opsf;h=25ft;B=45ft,L=24ft,eave=4ft;Cat 11;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Exterior(2)7-2-14 to 10-2-14,Interior(1)12-0-8 to 14-4-0 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL•ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow),Pf=19 3 psi(flat roof snow*Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp B,Partially Exp,Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs ! of NE(N 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads �X,P JP,N GAA0 5)Provide adequate drainage to prevent water ponding c� , y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide k will fit between the bottom chord and any other members 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at]oint(s)7,2. n 4 W 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along �t1 Z the Top Chord and Bottom Chord,nonconcurrent with any other live loads 2 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord � 0.08009", Qin AROFESSIoNP� July 10,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE ' Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726421 35970R1_Building_C_Roof T23 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03 12.50 2019 Page 1 ID:kpAYX54 W WJg8P17VC38rSXzFkxF-eZj2QW 1 X6iPylBDd9ofP0RAgeIODzbU Ey2gMltyzbTx 10- 3-7-11 7-2-14 12-8-0 14-5-12 10-8 3 7-11 3-7-3 5-5-2 1-9-12 4x4 = Scale=1:49 9 4 12 1200 12 1x4 \\ 11 13 3 2x4 11 6x8 = 10 6 4 n Y N 2 15 9 16 8 17 3x8 11 7 3x8 = 1x4 II 4x4 = 7-2-14 12-8-0 14-5-12 7-2-14 5-5-2 1-9-12 Plate Offsets(X Y)-- [2,Edge 0-0-7] [5:0-5-4,0-341 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 054 Vert(LL) -0.22 2-9 >753 240 MT20 197/144 Snow(Pf/Pg) 19.3/25 0 Lumber DOL 1 15 BC 068 Vert(CT) -0.29 2-9 >582 180 TCDL 100 Rep Stress Incr YES WB 015 Horz(CT) 0 01 7 n/a n/a BCDL 100 Code IBC2015/TP12014 Matnx-S Weight,69 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.) 5-6 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 7=551/0-5-8,2=621/0-5-8 Max Horz 2=203(LC 13) Max Uplift 7=-33(LC 14),2=-70(LC 14) Max Grav 7=702(LC 2),2=797(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-790/117,34=-598/156,4-5=-653/118,6-7=-251/68 BOT CHORD 2-9=-119/489,8-9=-108/549,7-8=-104/553 WEBS 4-9=-58/434,5-8=-18/334,5-7=-882/136 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft;B=45ft;L=24ft;eave=oft,Cat II,Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Interior(1)12-8-0 to 14-4-0 zone;cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL•ASCE 7-10,Pr-30.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1 15);Category II,Exp B,Partially Exp;Ct=1.1,Lu=50-0-0,Min flat roof snow load governs OF NEW 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads ��Q' J04 GARC� 0 5)Provide adequate drainage to prevent water ponding , 9 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members r tr 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,2. n t � 9)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along {f1 _ the Top Chord and Bottom Chord,nonconcurrent with any other live loads 2 10)Graphical purlin representation does not depict the size or the orientation of the purlln along the top and/or bottom chord NCO N0.08009", ��C? v July 10,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTeW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726422 35970111_13uilding_C_Roof T24 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 10 03 12 512019 Page 1 I D.kpAYX54W WJg8Pj7VC38rSXzFkxF-6mHQes29t1 XpJLopl WAexel_w6MR1240BIPvgKyzbTw -l)-10-Q 3-7-11 7-2-14 13-3-8 14-5-12, -10-8 33 7-11 3 7-3 6-0-10 1-2-4 4x4 = Scale=1:50 3 4 12 12 00 12 1x4 �� 11 13 3 2x4 11 10 6x12 = 6 2 m 3x8 II 15 9 16 B 177 4xB = 4x4 = 3x6 11 7-2-14 13-3 8 14-5-12, r 7-2-14 6-0-10 1-2 4 Plate Offsets(X Y)-- [2=Edge 0-0-7] [5 0-5-8 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 063 Vert(LL) -023 2-9 >742 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 068 Vert(CT) -029 2-9 >581 180 TCDL 100 Rep Stress Incr YES WB 019 Horz(CT) 0 01 7 n/a n/a BCLL 0 0 ' Code IBC2015/TPI2014 Matrix-S Weight:67 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc puriins(6-0-0 max) 5-6 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left-2x6 SPF No 2 REACTIONS. (Ib/size) 7=551/0-5-8,2=621/0-5-8 Max Horz 2=195(LC 13) Max Uplift 7=-33(LC 14),2=-70(LC 14) Max Grav 7=702(LC 2),2=797(LC 2) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-790/116,3-4=-598/154,4-5=-678/114 BOT CHORD 2-9=-88/489,8-9=-112/573,7-8=-104/580 WEBS 4-9=-41/429,5-9=-277/169,5-8=-23/482,5-7=-990/159 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf;h=25ft,B=45ft,L=24ft;eave=oft,Cat Il,Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Interior(l)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Intenor(1)13-3-8 to 14-4-0 zone,cantilever left and nght exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL•ASCE 7-10;Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15),Category II,Exp B;Partially Exp,Ct=1.1,Lu=50-0-0,Min flat roof snow load governs QF NEW 4)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 19.3 psf on overhangs �. non-concurrent with other live loads � JPN GAR 0 5)Provide adequate drainage to prevent water ponding 9 6)The Fabrication Tolerance at joint 5=12% 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord 1n all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members0 t W 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)7 and 2.This connection is for {il uplift only and does not consider lateral forces ZN 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads ��A tiQ 080091 11)Graphical purlin representation does not depict the size or the orientation of the puriln along the top and/or bottom chord 9OFEssI°tJP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent braong MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726423 3597OR1_Building_C_Roof T25 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 10 03.12.52 2019 Page 1 ID:kpAYX54W WJg8Pj7VC38rSXzFkxF-ayrorB3ndLfgxVNOH DhtTsGDBWl1 RUhXQM9TNmyzbTv -4-10-$ 3-7-11 7-2-14 13-11-0 14r5-12 10- 33 11 3-7-3 6-8-2 5x6 = Scale=151 3 4 13 12 00 12 2x4 \\ 12 14 15 3 1 3x12 II 10 5x8 = 6 12 I 16 9 17 8 4x4 = 7 4x8 = 3x6 II 7-2-14 13-118-0 14r5-12 7-2-14 6- -2 026-1 Plate Offsets(X Y)-- [2:0-0-0,0-0-01,[5.0-5-4,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 034 Vert(LL) -022 2-9 >785 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 065 Vert(CT) -027 2-9 >626 180 TCDL 100 Rep Stress Incr YES WB 023 Horz(CT) 0 01 7 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight 78 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.) 5-6 WEBS 2x4 SPF No 2*Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing 6-7.2x4 SPF 2100F 1 8E REACTIONS. (Ib/size) 7=551/0-5-8,2=615/0-5-8 Max Horz 2=184(LC 13) Max Uplift 7=-33(LC 14),2=-68(LC 14) Max Grav 7=702(LC 2),2=789(LC 2) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-779/116,3-4=-607/150,4-5=-703/107,5-6=-582/149,6-7=-689/0 BOT CHORD 2-9=-57/503,8-9=-104/538,7-8=-143/563 WEBS 4-9=-21/421,5-9=-308/180,5-8=-210/440 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6.Opsf,h=25ft;B=45ft;L=24ft;eave=oft;Cat Il;Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Interior(1)13-11-0 to 14-4-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1.60 3)TCLL:ASCE 7-10,Pr-30.0 psf(roof live load.Lumber D0L=1 15 Plate D0L=1 15),Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber D0L=1 15 Plate DOL=1 15);Category 11,Exp B,Partially Exp,Ct=1 1,Lu=50-0-0;Min flat roof snow load governs 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19 3 psf on overhangs OF NE�Y non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding JP,t\1 GAgC/ 0 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads .y 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members * t 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,2 r e [[ 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along n W LU the Top Chord and Bottom Chord,nonconcurrent with any other live loads 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 'L �0.08009A, �C? July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSirrPh Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Budding C Roof 137726424 3597OR1_Building_C_Roof T26 Common 2 1 Job Reference(optional) Universal Component Corp., East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 10 03 12 53 2019 Page 1 ID:kpAYX54W WJgBP/7VC38rSXzFkxF-28OA3X3POenXZeyCgxD603oPVvl cAzchfCuOvCyzbTu 10- 3-7-11 7-2-14 10-10-1 14-5-12 10-B 3-7-11 3-7-3 3-7-3 3-7-11 4x4 = Scale 1/4"=1' 4 10 11 1200 121x4 \\ 12 9 1x4 3 5 13 8 14 6 2 I� m 15 16 3x8 11 7 3x8 11 3x8 = 7-2-14 14-5-12 7-2-14 7-2-14 Plate Offsets(X Y)— [2 Edge 0-0-7] [6 Edge,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 0 31 Vert(LL) -0.25 6-7 >675 240 MT20 1971144 Snow(Pf/Pg) 19.3/25.0 Lumber DOL 1 15 BC 070 Vert(CT) -0 31 6-7 >546 180 TCDL 100 Rep Stress Incr YES WB 012 Horz(CT) 0 01 6 n/a n/a BCLL 0 0 ' Code IBC2015/TP12014 Matnx-S Weight.63 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SPF No.2 WEDGE Left-2x6 SPF No.2,Right,2x6 SPF No 2 REACTIONS. (Ib/size) 2=617/0-5-8,6=548/0-5-8 Max Horz 2=178(LC 13) Max Uplift 2=-71(LC 14),6=-32(LC 14) Max Grav 2=793(LC 2),6=698(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-3=-791/115,3-4=-599/154,4-5=-601/163,5-6=-7711122 BOT CHORD 2-7=-25/493,6-7=-5/467 WEBS 4-7=-125/473 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind•ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft;L=24ft;eave=4ft,Cat. II,Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Exterior(2)7-2-14 to 10-2-14 zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL,ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1.15 Plate DOL=1.15),Pg=25.0 psf(ground snow);Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15);Category ll,Exp B;Partially Exp.;Ct=1.1 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19.3 psf on overhangs OF NS Y non-concurrent with other live loads 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads �X,P JPN GAR�'. � 0,�� 6)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide , 9 will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,6. * r 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along r (t the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 0 ; W m w s 4ZI 0-08 v 9OFEss►otJP July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE " Design valid for use only With MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726425 35970R1_Building_C_Roof T31 Common 1 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Wed Jul 10 03 12 54 2019 Page 1 ID:kpAYX54W WJg8Pj7VC38rSXzFkxF-WLyYGt419yvOAoXOOekLYGLaFJNxvQ1 gtgeaReyzbTt Q-10-t1 3-7-11 7-2-14 10-10-1 , 14-5-12 15-4 110-8 3-7-11 3-7-3 3 7-3 3-7-11 d-10-8' 4x4 = Scale=149 9 4 11 12 12 00 12 1 x4 \\ 10 13 1x4 3 5 9 14 2 6 0 7IT 15 16 3x8 I I 8 3x8 I 3x8 = 7-2-14 14-5-12 7-2-14 7-2-14 Plate Offsets(X Y)— [2•Edge 0-0-7] [6 Edge 0-0-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 031 Vert(LL) -025 2-8 >690 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 069 Vert(CT) -030 2-8 >559 180 TCDL 10.0 Rep Stress Incr YES WB Oil Horz(CT) 0 01 6 n/a n/a BCLL 0 0 Code IBC2015(rPI2014 Matnx-S Weight:64 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No 2 WEDGE Left.2x4 SPF No.2,Right,2x4 SPF No 2 REACTIONS. (Ib/size) 2=617/0-3-8,6=617/0-3-8 Max Horz 2=182(LC 13) Max Uplift 2=-67(LC 14),6=-67(LC 14) Max Grav 2=791(LC 2),6=791(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-802/116,3-4=-608/155,4-6=7608/1155,5-6=-802/116 BOT CHORD 2-8=-12/512,6-8=0/475 WEBS 4-8=-114/480 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind.ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=4ft,Cat Il;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 10-2-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL•ASCE 7-10,Pr-30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15),Category Il;Exp B;Partially Exp,Ct=1 1 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19.3 psf on overhangs �! OF NEIN non-concurrent with other live loads. ` V 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. �.<P JPN GARC, 0 6)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .9 will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,6 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along I— d the Top Chord and Bottom Chord,nonconcurrent with any other live loadsn W m W 2 - z 0.08 .08 v 9opesSISNP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Budding C Roof 137726426 3597OR1_Building_C_Roof V01 Valley 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 10 03.12.55 2019 Page 1 ID:kpAYX54W WJg8Pj7VC38rSXzFkxF-_XWxTD5gwG 1 Foy6byMFa5UuiBjnOetAz6KN7z5yzbTs 5-4-6 10-8-12 5-4-6 5-4-6 4x6 = Scale=134 2 2 12 00 12 7 8 6 9 10 5 3 1 v Y o •q 6 0 4x4 // 11 4 12 4x4 1x4 II 00 - 10-8-12 0- 4 10-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1 15 TC 049 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 044 Vert(CT) n/a n/a 999 TCDL 100 Rep Stress Incr YES WB 012 Horz(CT) 000 3 n/a n/a BCLL 0 0 Code IBC2015/TP12014 Matrix-S Weight:34 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=218/10-8-4,3=218/10-84,4=351/10-84 Max Horz 1=-113(LC 12) Max Uplift 1=-31(LC 14),3=-31(LC 14) Max Grav 1=350(LC 33),3=350(LC 35),4=450(LC 38) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown WEBS 24=-274/56 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft;L=24ft;eave=4ft,Cat II;Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)044 to 3-44,Intenor(1)3-4-4 to 54-6,Extenor(2)54-6 to 8-4-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate gnp DOL=1.60 3)TCLL:ASCE 7-10,Pr=30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow);Pf=19 3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1 15);Category II;Exp B,Partially Exp;Ct=1 1 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along OF N E le. the Top Chord and Bottom Chord,nonconcurrent with any other live loads CO �JPN GAi cC/ 0 n h LU m z �0.08009� =C? ROFess+°NP July 10, 019 ®WARNING-Van&design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE � Design valid for use only with MTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIFTP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726427 3597OR1_Building_C_Roof V02 Valley 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Wed Jul 10 03 12 55 2019 Page 1 I D.kpAYX54W WJg8Pl7VC38rSXzFkxF-_XWxTD5gwG 1 Foy6byMFa5Uukfjg4euWz6KN7z5yzbTs 3-4-6 6-8-12 3-4-6 3-4-6 4x4 = Scale=1 23 6 2 12 00 12 6 5 3 1 Y q o -o 6 0 7 4 8 2x4 // 1x4 II 2x4 \\ 0-0� 6-8-12 0-a*-4 6-8-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 033 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 025 Vert(CT) n/a - n/a, 999 TCDL 100 Rep Stress Incr YES WB 003 Horz(CT) 000 3 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight 21 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=141/6-8-4,3=141/6-8-4,4=19116-84 Max Horz 1=-68(LC 12) Max Uplift 1=-28(LC 14),3=-28(LC 14) Max Grav 1=313(LC 33),3=313(LC 35),4=365(LC 38) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft,L=24ft;eave=4ft,Cat Il,Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1.60 3)TCLL-ASCE 7-10;Pr--30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category ll,Exp B;Partially Exp.,Ct=1.1 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at toint(s)1,3 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads OF NEiy Y �P �JP�GARc�'9 0 CO * 1t 0 n 'W 0.08 0091 =C? ROPES S1 July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent breang MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANStrrP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726428 35970R1_Bulldmg_C_Roof V03 Valley 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 0312:56 2019 Page 1 ID kpAYX54WWJg8Pj7VC38rSXzFkxF-Sl4JhZ6lhZ96Q6hnW3mpdhQzD7AANLH7L_7gWXyzbTr 1-4-6 2-8-12 1-4-6 1-4-6 4x4 = Scale=1 9 6 2 12 00 12 5 4 3 1 4 =o 0 0 6 2x4 // 2x4 \\ 0-00 2-8-12 0-0-4 2-8-8 Plate Offsets(X Y)— [2:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 008 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 0.19 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 3 n/a n/a BCDL 100 i Code IBC20151TPI2014 Matrix-S Weight 6 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins. BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 1=79/2-8-4,3=79/2-8-4 Max Horz 1=-23(LC 12) Max Uplift 1=-5(LC 14),3=-5(LC 14) Max Grav 1=291(LC 33),3=291(LC 35) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft;L=24ft,eave=4ft,Cat II;Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber D0L=1 60 plate gnp D0L=1 60 3)TCLL•ASCE 7-10,Pr-30 0 psf(roof live load*Lumber D0L=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow);Pf=19 3 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1.15),Category II;Exp B,Partially Exp.;Ct=1 1 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6).This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads �-OF NEW Y CSP BJP l GARci9 0�Q,� n W N�oloo 0.08o0 �FEss� July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE Design valid for use only mth MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall p building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing AiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 quality Criteria,DSB-89 and BCSI Building Component 16023 Sanrigley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726429 3597OR1_Building_C_Roof VO4 Valley 1 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03.12:57 2019 Page 1 ID kpAYX54WWJg8P17VC38rSXzFkxF-wwehuv7wSlHzlGGz3nH2Avz6yXWH6mHGZesE2zyzbTq 3-1-0 5-1-0 7-1-0 9-1-0 11-1-0 14-2-0 3-1-0 2-0-0 2-0-0 2-0-0 2-0-0 3-1-0 4x4 = Scale=145 2 4 15 16 1200 12 3 5 14 17 2 6 13 1B \ 7 1 q r 0 0 0 0 4x4 // 19 12 20 11 21 10 22 9 23 8 24 4x4 \� 0- 4 3-1-0 5 1-0 9-1-0 11-1-0 14-2-0 0- -4 3-0-12 2-0-0 4-0-0 2-0-0 3-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0 21 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 020 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress Incr YES WB 0.14 Horz(CT) 000 7 n/a n/a BCLL 0 0 Code IBC2015/TPI2014 Matrix-S Weight 61 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No 2 OTHERS 2x4 SPF No 2 REACTIONS. All bearings 14-1-8. (lb)- Max Horz 1=-151(LC 12) Max Uplift All uplift 100 Ib or less at loint(s)1,12,11,9,8 Max Grav All reactions 250 Ib or less at toint(s)except 1=301(LC 37),7=301(LC 43),10=318(LC 52),12=364(LC 50),11=320(LC 51),9=320(LC 53),8=364(LC 54) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown WEBS 2-12=-302/158,3-11=-279/115,5-9=-279/115,6-8=-302/158 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft;L=24ft,eave=4ft,Cat Il;Exp B,enclosed;MWFRS(directional)and C-C Exterior(2)0-4-4 to 3-1-0,Intenor(1)3-1-0 to 7-1-0,Extedor(2)7-1-0 to 10-1-0 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1-60 plate gnp DOL=1 60 3)TCLL:ASCE 7-10,Pr-30 0 psf(roof live load Lumber D0L=1 15 Plate D0L=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp B;Partially Exp;Ct=1 1 4)All plates are 1x4 MT20 unless otherwise indicated 5)Gable requires continuous bottom chord bearing 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide OF NE� will fit between the bottom chord and any other members �. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,12,11,9,8 �Q� P�GA/�L, 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along G, �J /•9 �jr the Top Chord and Bottom Chord,nonconcurrent with any other live loads r OC m w� ' z N�oA 0-080 =C? ROFESS1 July 10,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTeM connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314, Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Building C Roaf 137726430 35970R1_Building_C_Roof V05 Valley 1 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 M1Tek Industries,Inc Wed Jul 10 03.12.59 2019 Page 1 ID.kpAYX54WWJg8Pj7VC38rSXzFkxF-tlmRJb8A UXhHZPMBBJWFK2R4KAPagCZ1yLL7syzbTo 6-5-8 12-11-0 6-5-8 6-5-8 4x4 = Scale=1 43 4 3 11 12 1200 12 1x4 II 1x4 II 2 4 13 10 9 14 5 1 v o -o 0 0 4x4 // 15 8 16 7 17 6 18 44 \\ 1x4 11 1x4 11 1x4 II 0-Q 4 12-11-0 0- 4 12-10-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1 15 TC 030 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3125 0 Lumber DOL 1 15 BC 029 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 012 Horz(CT) 000 5 n/a n/a BCLL 0.0 BCDL 100 i Code IBC2015/TPI2014 Matrix-S Weight 49 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x4 SPF No 2 REACTIONS. All bearings 12-10-8 (lb)- Max Horz 1=-137(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)7 except 6=-130(LC 14),8=-130(LC 14) Max Grav All reactions 250 Ib or less atjoint(s)except 1=314(LC 35),5=314(LC 39),7=300(LC 45),6=437(LC 24),8=438(LC 23) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown WEBS 4-6=-324/211,2-8=-324/212 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft;L=24ft,eave=4ft,Cat II,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-4-4 to 3-4-4,Intenor(1)3-4-4 to 6-5-8,Extenor(2)6-5-8 to 9-5-8 zone,cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL•ASCE 7-10,Pr-30.0 psf(roof live load.Lumber DOL=1.15 Plate DOL=1 15),Pg=25.0 psf(ground snow),Pf=19.3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15);Category II,Exp B;Partially Exp,Ct=1 1 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10 Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at loint(s)7 except(lt=lb) �! of NS 6=130,8=130. 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along P,l GA% the Top Chord and Bottom Chord,nonconcurrent with any other live loads .y n Lu N�OA �O.08009 �C? R�FESSI�tJP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors This design is based only upon parameters shown,and is for an individual building component,not '• a truss system Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Budding Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726431 35970R1_Buiiding_C_Roof V06 Valley 1 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03 12 59 2019 Page 1 ID kpAYX54WWJg8P17VC38rSXzFkxF-tlmRJbBA_UXhHZPMBBJWFK2NKK75afaZ1yLL7syzbTo 5-10-0 11-8-0 5-10-0 5-10-0 5x6 11 Scale=1 37 2 2 1200 12 6 7 8 5 3 1 V -o9 o 0 0 4x4 // 9 4 10 4x4 \\ 1x4 11 0-Q-4 11-8-0 1 0-0-4 11-7-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0 54 Vert(LL) n/a - n/a 999 MT20 197/144 Snow(Pf/Pg) 19.3125.0 Lumber DOL 1 15 BC 050 Vert(CT) nla - n/a 999 TCDL 100 Rep Stress Incr YES WB 016 Horz(CT) 000 3 n/a n/a BCLL 0 0 ' Code IBC2015/TPI2014 Matrix-S Weight,37 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=238/11-7-8,3=238/11-7-8,4=3B4/11-7-8 Max Horz 1=-123(LC 12) Max Uplift 1=-34(LC 14),3=-34(LC 14) Max Grav 1=360(LC 33),3=360(LC 35),4=476(LC 2) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-263/86,2-3=-263/86 WEBS 2-4=-300/59 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6.Opsf;BCDL=6 Opsf;h=25ft;B=45ft,L=24ft,eave=4ft,Cat 11;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-4-4 to 3-4-4,Intenor(1)3-4-4 to 5-10-0,Exterior(2)5-10-0 to 8-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1.60 3)TOLL-ASCE 7-10,Pr-30 0 psf(roof live load.Lumber DOL=1 15 Plate DOL=1 15);Pg=25.0 psf(ground snow);Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15);Category Il,Exp B,Partially Exp.;Ct=1 1 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide'mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3 OF NEIN 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along y the Top Chord and Bottom Chord,nonconcurrent with any other live loads PP�4 GA&C/9 0 n un W 2 �0.08009� V ROFEss�°NP July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE ' Design valid for use only with MTeW connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Addiflonal temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN51rrP11 Quality Criteria,DSE-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Budding C Roof 137726432 3597OR1_Building_C_Roof V07 Valley 1 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 10 03 13 00 2019 Page 1 ID kpAYX54WWJg8Pl7VC3BrSXzFkxF-LVKpXx9olofXu/_YlvdoXbYEkUSJ7ZIGc5uflyzbTn 5-2-8 10-5-0 5-2-8 5.2-8 46 = Scale=133 3 2 1200 12 7 8 6 9 10 5 3 1 v v o -o o a 4x4 // 11 4 12 4x4 \\ 1x4 II 0-q-4 10.5-0 0- 4 10-4-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. to (loc) Well Ud PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1 15 TC 047 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 115 BC 043 Vert(CT) n/a n/a 999 TCDL 100 Rep Stress Incr YES WB Oil Horz(CT) 000 3 n/a n/a IBCLL 0.0 BCDL 10.0 Code IBC2015[TP12014 Matrix-S Weight:33 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (Ib/size) 1=211/10-4-8,3=211/10-4-8,4=340/10-4-8 Max Horz 1=-109(LC 12) Max Uplift 1=-30(LC 14),3=-30(LC 14) Max Grav 1=347(LC 33),3=347(LC 35),4=444(LC 38) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown WEBS 2-4=-266/55 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6.Opsf;h=25ft,B=45ft,L=24ft;eave=4ft,Cat II;Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)0-4-4 to 3-4-4,Intenor(1)3-4-4 to 5-2-8,Extenor(2)5-2-8 to 8-2-8 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate gnp DOL=1.60 3)TCLL:ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1.15);Category Il;Exp B,Partially Exp.,Ct=1 1 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along of N E le, the Top Chord and Bottom Chord,nonconcurrent with any other live loads ro �JPN GA) cC/ 0 r _r Cr 0 tu Z ZN� No O 0800 v AROFEss�°tJP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE �- Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncahon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726433 35970R1_Building_C_Roof V08 Valley 1 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug l l 2017 MITek Industnes,Inc Wed Jul 10 03 13 01 2019 Pagel ID kpAYX54WWJg8P17VC3BrSXzFkxF-phtCkGAQW6nOWtZklcM_Kl8k9Brm2aNsUGgRBkyzbTm 4-7-0 9-2-0 4-7-0 4-7-0 4x6 = Scale=1 30 8 2 1200 12 7 8 6 9 5 10 3 1 4 Y o •o 6 0 2x4 // 11 4 12 2x4 \\ 1x4 II 9-1-12 9-2-0 9-1-12 0-0-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 039 Vert(LL) n/a n/a 999 MT20 1971144 Snow(Pf/Pg) 19 3125.0 Lumber DOL 1 15 BC 036 Vert(CT) n/a n/a 999 TCDL 100 Rep Stress Incr YES WB 0 07 Horz(CT) 0.00 3 n/a n/a BCLL 0 0 Code IBC2015/TP12014 Matrix-S Weight 29 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=184/9-1-8,3=184/9-1-8,4=296/9-1-8 Max Harz 1=-95(LC 12) Max Uplift 1=-26(LC 14),3=-26(LC 14) Max Grav 1=335(LC 33),3=335(LC 35),4=419(LC 38) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft,L=24ft,eave=4ft,Cat II,Exp B;enclosed;MWFRS(directional)and C-C Extefior(2)0-4-4 to 3-4-4,Interior(1)3-4-4 to 4-7-0,Extenor(2)4-7-0 to 7-7-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL:ASCE 7-10,Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15),Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow'Lumber DOL=1 15 Plate DOL=1 15),Category Il;Exp B,Partially Exp,Ct=1 1 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads �! OF NE CLQ' �JPN GARvC/y 0�p,� n i Lu W NCO 0.08009" AROFes sil July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1rPll Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726434 35970R1_Building_C_Roof V09 Valley 1 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Wed Jul 10 03.13.02 2019 Page 1 ID kpAYX54WWJg8P/7VC3BrSXzFkxF-HtRaycA3HPvF818xsKtDtygvbYCIn21?1wa?jByzbTI 3-11-8 7-11-0 3-11-8 3-11-8 4x4 = Scale=1 27 2 2 B 7 12.00 12 9 8 10 5 3 1 Y 4 o -o 6 0 2x4 /i 11 1x4 II 12 2x4 7-10-12 7-11-0 7-10-12 0- 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0 41 Vert(LL) n/a - n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 0 31 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress Incr YES WB 005 Horz(CT) 000 3 n/a nla BCDL 100 Code IBC2015ITP12014 Matrix-S Weight 24 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=169/7-10-8,3=169/7-10-8,4=22917-10-8 Max Horz 1=81(LC 13) Max Uplift 1=-33(LC 14),3=-33(LC 14) Max Grav 1=325(LC 33),3=325(LC 35),4=388(LC 38) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft;Cat Il;Exp B;enclosed,MWFRS(directional)and C-C Exterior(2)0-4-4 to 3-4-4,Interior(1)3-4-4 to 3-11-8,Extenor(2)3-11-8 to 6-11-8 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber D0L=1 60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr--30 0 psf(roof live load Lumber D0L=1 15 Plate D0L=1 15),Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow.Lumber D0L=1 15 Plate DOL=1.15),Category 11,Exp B,Partially Exp,Ct=1 1 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at lolnt(s)1,3 8)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads of N E le, CO JPN GAC?0i y0 W m r a NCO ti0.08009 ��C? v ROFEss►°tJP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTekO connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swmgley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Building C Roaf 137726435 3597OR1_Bullding_C_Roof V10 Valley 1 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Wed Jul 10 03.13 03 2019 Page 1 ID-kpAYX54W WJg8Pj7VC3BrSXzFkxF-14?y9yBh2jl61Bj7Q1 OSQAD51xZOW V W9yaJYGdyzbTk 3 4-0 6-8-0 3-4-0 3-4-0 4x4 = Scale=123 4 2 1200 12 6 5 3 1 a — •o a o 7 4 8 2x4 // 1x4 II 2x4 \\ 0-0-4 6-8-0 044 6-7-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 032 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 0 24 Vert(CT) n/a n/a 999 TCDL 100 Rep Stress Incr YES WB 003 Horz(CT) 0.00 3 n/a n/a BCLL 0 0 ' Code IBC2015(rP12014 Matnx-S Weight:20 Ib FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=139/6-7-8,3=139/6-7-8,4=189/6-7-8 Max Horz 1=-67(LC 12) Max Uplift 1=-2B(LC 14),3=-28(LC 14) Max Grav 1=312(LC 33),3=312(LC 35),4=364(LC 38) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind*ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft;eave=4ft,Cat II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL:ASCE 7-10,Pr-30.0 psf(roof live load.Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow);Pf=19.3 psf(flat roof snow Lumber DOL=1.15 Plate D0L=1 15);Category II;Exp B,Partially Exp.,Ct=1.1 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at toint(s)1,3 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads .c�pF NEW Y CLQ' JPN GARC/,9 0 * t r r• T n d W , - W Z ZN�O �0.08009� ��C? v ROFESS1°tJP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10103/2015 BEFORE USE Design valid for use only with MTek®connectors This design is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,216 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building C Roof 137726436 35970R1_Building_C_Roof V11 Valley 1 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s,Aug 11 2017 MITek Industries,Inc Wed Jul 10 03 13 03 2019 Page 1 ID kpAYX54WWJg8P/7VC38rSXzFkxF-14?y9yBh2f161B17Q1OSQAD7zxazWVf9yaJYGdyzbTk 2-8-8 5 5-0 2-8-8 2-8-8 4x4 = Scale=1.19 7 2 ZF-2 6 3 0 0 0 b 7 4 8 2x4 // 1x4 II 2x4 \\ 4 55-5-0 0- -4 4-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 30.0 plate Gnp DOL 1 15 TC 0 24 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 018 Vert(CT) n/a n/a 999 TCDL 100 Rep Stress Incr YES WB 002 Horz(CT) 0.00 3 n/a n/a BCDL 100 i Code IBC2015/TP12014 Matrix-S Weight:16 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=110/5-4-8,3=110/54-8,4=149/54-8 Max Horz 1=-53(LC 12) Max Uplift 1=-22(LC 14),3=-22(LC 14) Max Grav 1=299(LC 33),3=299(LC 35),4=340(LC 38) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind,ASCE 7-10,VuIt=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,B=45ft;L=24ft,eave=oft,Cat. 11;Exp B;enclosed;MWFRS(directional)and C-C Extedor(2)zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL:ASCE 7-10;Pr-30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow);Pf=19 3 psf(flat roof snow-Lumber DOL=1.15 Plate DOL=1 15);Category 11;Exp B,Partially Exp.,Ct=1 1 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6).This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift attoint(s)1,3 8)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads of NS Y )JPS GggC/ O�'� r Q n W LU NCO 1V'0.080&N ��C? PESS1 July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. • Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see I ANSUTPt7 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 i Job Truss Truss Type Qty Ply Building C Roof 137726437 35970R1_Building_C_Roof V12 Valley i 1 1 Jab Reference(optional) Universal Component Corp, East Haven,CT 06512 1 8 010 s Aug 11 2017 MITek Industnes,Inc Wed Jul 10 03.13 04 2019 Page 1 ID kpAYX54WWJg8Pl7VC38rSXzFkxF-DGZKMICJp19zNLIJ_IvhyNlJtLx5Fy_IAE36o3yzbTj 2-1-0 4-2-4 2-1-0 2-1-0 i 2 4x4 = Scale=1.13 2 I i 12 00 12 6 { 5 I 3 1 I Y •o9 o 0 0 f i 7 4 8 2x4 /i 1x4 II 2x4 1 4-1-12 4-2.0 r 4-1-12 —0--d-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 30 0 Plate Gnp DOL 115 TC 017 Vert(LL) n/a - n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 013 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress Incr YES WB 002 Horz(CT) 000 3 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight*12 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=81/4-1-8,3=81/4-1-8,4=110/4-1-8 { Max Horz 1=-39(LC 12) Max Uplift 1=-16(LC 14),3=-16(LC 14) Max Grav 1=286(LC 33),3=286(LC 35),4=316(LC 38) FORCES. (Ib)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,B=45ft,L=24ft;eave=4ft,Cat Il,Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL ASCE 7-10,Pr=30.0 psf(roof live load-Lumber DOL=1 15 Plate DOL=1 15);Pg=25.0 psf(ground snow);Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15),Category 11,Exp B;Partially Exp,Ct=1 1 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capablel of withstanding 100 Ib uplift at loint(s)1,3. 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads j of NEW y Gggci9 0 91^ I n Lu e ❑J 2 -s cn�oAR�O.08009 oFESS1 July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AllEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MTek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ; ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 a Job Truss Truss Type Qty Ply Building C Roof 137726438 35970R1_Building_C_Roof V13 Valley j 1 1 I Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industnes,Inc Wed Jul 10 03 13 O5 2019 Pagel ID kpAYX54WWJg8Pj7VC38rSXzFkxF-hS7iaeDxaKHq?UtWXSQwVbIVolEw PVSPtofKWyzbTi 1-5-8 2-11-0 1-5-8 1-5-8 4x4 = Scale=1 101 2 12 00 12 5 4 3 1 6 0 I( 6 I 2x4 // 2x4 O 0-0ra 2-11-0 0-0-4 I 2-10-12 Plate Offsets(X Y)— [2.0-2-0 Edge] LOADING (psf) SPACING- 2-0-0 CIS/. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 115 TC 009 Vert(LL) n/a - n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 022 Vert(CT) n/a - n/a 999 BCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 3 n/a n/a BCDL 100 Code IBC2015/TP12014 Matnx-S Weight,7 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=87/2-10-8,3=87/2-10-8 Max Horz 1=-25(LC 12) Max Uplift 1=-5(LC 14),3=-5(LC 14) Max Grav 1=294(LC 33),3=294(LC 35) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,B=45ft;L=24ft;eave=4ft;Cat 11,Exp B;enclosed,MWFRS(directional)and C-C Exterior(2)zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1 60 3)TCLL ASCE 7-10,Pr--30.0 psf(roof live load Lumber DOL=1 15 Plate D01-=1 15),Pg=25 0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11,Exp B,Partially'Exp.;Ct=1.1 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3 8)This truss has been designed for a moving concentrated load of 250.O1b livellocated at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads of: NEWY 1 ��P��JPN GARC mLu NCO 0.08 ROFFss�°tJP July 10,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT i EK REFERENCE PAGE MII-7473 rev 10103/2015 BEFORE USE. � Design valid for use only with MTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent braung MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITTPII Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Mexandna,VA 22314 Chesterrield,NO 63017 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/ ' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1 Additional stability bracing for truss system,e.g and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. C1-2 c2-3 2. Truss bracing must be designed by an engineer.For �'y1 fi 4 wide truss spacing,individual lateral braces themselves WEBS Rey may require bracing,or alternative Tor I T p bracing should be considered 2 ° 3 3 6 N O 3. Never exceed the design loading shown and never U �- tU stack materials on inadequately braced trusses. a O0 p S 4. Provide copies of this truss design to the budding For 4 x 2 orientation,locate csa cs s � designer,erection supervisor,property owner and plates 0- "1s'from outside BOTTOM CHORDS all other interested parties edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSUTPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8 Unless otherwise noted,moisture content lumber shall not exceed 19%at time of fabrication.. PRODUCT CODE APPROVALS 9 Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10 Camber is a non-structural consideration and is the width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. ---- - the length parallel to slots. 11 Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12 Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13 Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. If indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rel on lumber values 14 Bottom chords require lateral bracing at ft spacing, BEARING established by others. g y or less,if no ceding is installed,unless otherwise noted 15 Connections not shown are the responsibility of others Indicates location where bearings 16 Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �k 18 Use of green or treated lumber may pose unacceptable Egienvironmental,health or performance nsks Consult with project engineer before use Industry Standards: ANSI/TPI1: National Design Specification for Metal 19 Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient DSB-89. Design Standard for Bracing. BCSI Building Component Safety Information, MiTek 20 Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 MiTek® MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Re: 35970F2_Building_B_Floor The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Universal Component Corporation. Pages or sheets covered by this seal: I37718180 thru I37718193 My license renewal date for the state of New York is January 31,2020. JUL 1 6 2019 t-- OF NEW Y GARc�'9 0 9'� r Cr nW m �• z 10 8009 �i�C? R pF S July 10,2019 Garcia,Juan IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty PiY 137718180 3597OF2_Building_B_Floor F01 Floor 20 1 ' Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 09 12 46 04 2019 Page 1 I D:uUe_uOZrOXW G cWZ5BYJlzwzG I W 8-SM3h EzKfaytJzPKikl P86wFN hm P Its]PCxrQ_DyzoAX 2-6-0 J 14-0 2-3-12 Scale=1 281 3x8 = 3x8 = 4x4 = 44 = 3x6 FP= 1 26 2 27 3 28 4 29 5 30 6 31 7 8 32 9 0 vi 1 19 17 16 20 15 21 14 22 13 23 12 24 11 25 10 3x6 = 3x6 FP= 3x8 = 3x8 = 3x6 = B-0-08 8-0 9 4-0 17-1-12 8-0-0 0-8-0 0-8-0 7-9-12 Plate Offsets(X Y)-- [4 0-1-8 Edge] [5:0-1-8 Edgel LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 056 Vert(LL) -017 14-15 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 080 Vert(CT) -0.25 14-15 >813 240 BCLL 00 Rep Stress Incr YES WB 0.35 Horz(CT) 005 10 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight:69 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing REACTIONS. (Ib/size) 10=879/Mechanical,18=879/0-5-8 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-18=-271/0,9-10=-271/0,2-3=-2360/0,3-4=-2360/0,4-5=-2720/0,5-6=-2352/0,6-8=-2352/0 BOT CHORD 17-18=0/1467,16-17=0/1467,14-15=0/2720,13-14=0/2720,12-13=012720,11-12=0/1469,10-11=0/1469 WEBS 2-18=-1657/0,2-17=0/295,2-15=0/1008,3-15=-319/0,4-15=-595/76,8-10=-1659/0,8-11=0/296,8-12=0/997, 6-12=-316/0,5-12=-606/64 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)All plates are 1 5x3 MT20 unless otherwise indicated 3)Refer to girder(s)for truss to truss connections 4)This truss has been designed for a moving concentrated load of 250 01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means of NEW Y CSP �JPN GAC?C/ 0 f n , w rn z N�OA �0.080091 �C? R�FESSI�NP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design,s based only upon parameters shown,and,s for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated,s to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` ,s always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Insbtute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply 137718181 3597CF2_Building_B_Floor F03 Floor 32 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc. Tue Jul 09 12.46.06 2019 Page 1 ID uUe_uOZrOXWGcWZ5BYJ/zwzGIW8-PIBReeMw6Z71CIU5sARcBLKeXa4zLkYifFKX36yzoAV 2-6-0 1-4-0 i 11 Scale=1 35 6 4x10 = 4x4 = 4x4 = 3x6 = 3x6 FP= 4x10 = 1 32 2 33 3 34 4 35 5 36 6 37 7 38 8 9 39 10 40 11 0 2 23 21 24 20 19 25 18 26 17 27 16 28 15 29 14 30 13 31 3x8 = 3x10 MT18H FP = 3x6 = 4x10 = 3x8 = 4x10 = 8-0-08-0 4-0 21-8-10 8-0-0 8-0 -8-0 12-4-10 Plate Offsets(X Y)— [4:0-1-8 Edgel 15:0-1-8 Edgel LOADING (psf) SPACING- 1-8-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 086 Vert(LL) -037 16-17 >695 360 MT20 197/144 TCDL 12.0 Lumber DOL 1.00 BC 085 Vert(CT) -058 16-17 >448 240 MT18H 197/144 BCLL 00 Rep Stress Incr YES WB 046 Horz(CT) 008 12 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight 88 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 12=1116/0-5-8,22=1116/0-5-8 FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-22=-27110,11-12=-271/0,2-3=-3229/0,3-4=-3229/0,4-5=-4180/0,5-6=-4419/0, 6-7=-4419/0,7-9=-3252/0,9-10=-3252/0 BOT CHORD 21-22=0/1925,20-21=0/1925,18-20=0/4180,17-18=0/4180,16-17=0/4180,15-16=0/4090, 14-15=0/4090,13-14=0/1920,12-13=0/1920 WEBS 4-18=-7/273,5-17=-255/85,2-22=-2174/0,2-21=0/300,2-20=0/1471,3-20=-297/8, 10-12=-216710,10-13=0/298,10-14=0/1504,9-14=-298/0,7-14=-946/0,7-15=0/285, 4-20=-1181/0,7-16=-74/439,6-16=-345/0,5-16=-207/557 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise Indicated 3)All plates are 1 5x3 MT20 unless otherwise indicated 4)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. or- NEWY rj'�P �JPN GA9�'i,9 O'p'f' * ,t t;7 Lu N�OA 0.080 �C? 9OFEssi°NP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not �le a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply 137718182 35970F2_Bullding_B_Floor FO5 Floor 6 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12 46.07 2019 Page 1 ID.uUe_uOZrOXW GcW25BYJ1zwzGl W 8-txlgs_MYstFugs2HQuygytgy_QU4Bssuv34bYyzoAU 2-6-0 1-4-0 1i 5=14 Scale=1 35 4 4x10 = 4x4 = 4x4 = 3x6 = 3x6 FP= 4x10 = 1 32 2 33 3 34 4 35 5 36 6 37 7 38 8 9 39 10 40 11 0 ro 2 23 21 24 20 19 25 18 26 17 27 16 28 15 29 14 30 13 31 3x8 = 3x10 MT18H FP = 3x6 = 4x10 = 3x8 = 410 = 8-0-08-0 4-0 21-6-14 8-0-0 8-0 -8-0 12-2-14 Plate Offsets(X Y)- [4 0-1-8 Edge] [5.0-1-8,Edgel LOADING (psf) SPACING- 1-8-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Gnp DOL 100 TC 0.82 Vert(LL) -036 16-17 >715 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 083 Vert(CT) -056 16-17 >461 240 MT18H 197/144 BCLL 00 Rep Stress Incr YES WB 045 Horz(CT) 008 12 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight:88 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, BOT CHORD 2x4 SPF 2100F 1 8E(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 12=1108/0-4-6,22=1108/0-5-8 FORCES. (lb)-Max Comp[Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-22=-271/0,11-12=-271/0,2-3=-3202/0,34=-3202/0,4-5=-4131/0,5-6=4358/0, 6-7=-4358/0,7-9=-3223/0,9-10=-3223/0 BOT CHORD 21-22=0/1911,20-21=0/1911,18-20=0/4131,17-18=0/4131,16-17=0/4131,15-16=0/4048, 14-15=0/4048,13-14=011906,12-13=0/1906 WEBS 4-18=-10/269,5-17=-258/82,2-22=-2157/0,2-21=0/300,2-20=0/1457,3-20=-29815, 4-20=-1156/0,10-12=-215110,10-13=0/298,10-14=0/1487,9-14=-29810,7-14=-931/0, 7-15=0/286,7-16=83/427,6-16=348/0,5-16=-204/550 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise Indicated. 3)All plates are 1 5x3 MT20 unless otherwise indicated 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,noncwncurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means .��of- NEW Y �JPN GARci9 0 � t n W 2 ZN�O No •0800 AR�FES SI DNP July 10,2019 ®WARNING-Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with M7ek®connectors This design is based only upon parameters shown,and is for an individual building component,not �- a truss system Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design Bracing indicated is to prevent buckOng of individual truss web and/or chard members only Additional temporary and permanent bracing M!Tek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swmgley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Mexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply 137718183 35970F2_Burldmg_B_Floor F07 Floor 16 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Tue Jul 09 12 46.08 2019 Page 1 ID.uUe_uDZr9XWGcWZ5BYJjzwzGIW8-L71C3KNAdBNISOdUzbT4GmP1 gNkcph??7Zpe7?yzoAT 2-6-0 1-6-2 Scale=1 20 5 1x3 II 3x6 = 1x3 II 3x3 = 1x3 II 1 18 2 19 3 20 4 21 5 4x4 = 22 6 1 13 11 14 10 15 9 16 B 17 7 4x4 = 1x3 II 3x6 = 1x3 II 1x3 II 4x4 = 8-0-0 1 8-8-0 9 4-0 12-3-2 8-0-0 0-8-0 0-8-0 2-11-2 Plate Offsets(X Y)-- [5 0-1-8 Edge] [7•Edge 0-1-81 [12 Edge 0-1-81 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 069 Vert(LL) -020 9-10 >717 360 MT20 197/144 TCDL 120 Lumber DOL 100 BC 097 Vert(CT) -030 9-10 >493 240 BCLL 00 Rep Stress Incr YES WB 027 Horz(CT) 002 7 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight:49 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:9-10 REACTIONS. (Ib/size) 12=627/04-6,7=627/Mechanical FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-12=-272/0,6-7=-258/24,2-3=-1439/0,3-4=-1439/0,4-5=-1125/0 BOT CHORD 11-12=0/977,10-11=0/977,9-10=0/1125,8-9=0/1125,7-8=0/1125 WEBS 5-8=0/314,2-12=-1103/0,2-11=0/288,2-10=0/521,3-10=-352/0,6-7=-1271/0,4-10=-37/450 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections 3)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means .��or- NEW Y CSP GA n 5 W z 2N��A 4O.08000 �C? v ROFFSS1 July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 10/03/2015 BEFORE USE. Design valid for use only with MiTeM connectors This design is based only upon parameters shown,and is for an individual building component,not �- a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,OSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply 137718184 3597OF2_Building_B_Floor F08 Floor 6 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 0912:46 10 2019 Page 1 ID-uUe_uOZrOXWGcWZ5BYJIzwzGIW8-H WQyUOPQ9oeThKns5OWYLBVPABSkHaLlatlkCtyzoAR 2-6-0 1-4-0 1-11-14 Scale=1 27 6 3xB = 4x4 = 4x4 = 3x6 FP= 3xB = 1 26 2 27 3 28 4 29 5 30 6 7 31 8 32 9 0 ui 1 19 17 20 16 15 21 14 22 13 23 12 24 11 25 3x6 = 3x6 FP= 3x8 = 3x6 = 3x8 = 8-0-08-8-0 4-0 16-9-14 B-0-0 0-8-0 09-8-0 7-5-14 Plate Offsets(X Y)-- [4 0-1-8 Edgel [5 0-1-8 Edge] LOADING (pso SPACING- 1-8-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 056 Vert(LL) -0.16 14-15 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 080 Vert(CT) -0.25 14-15 >812 240 BCLL -00 Rep Stress Incr YES WB 034 Horz(CT) 005 10 n/a n/a BCDL 100 Code IBC2015lrP12014 Matnx-S Weight 68 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid calling directly applied or 10-0-0 cc bracing REACTIONS. (Ib/size) 10=863/0-5-8,18=863/0-4-6 FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-18=-271/0,9-10=-271/0,2-3=-2299/0,3-4=-2299/0,4-5=-2614/0,5-6=-2281/0,6-8=-2281/0 BOT CHORD 17-18=0/1435,15-17=0/1435,14-15=0/2614,13-14=0/2614,12-13=0/2614,11-12=0/1440,10-11=0/1440 WEBS 2-18=-1620/0,2-17=0/294,2-15=0/976,3-15=-320/0,8-10=-1625/0,8-11=0/297,8-12=0/949,6-12=-312/0, 4-15=-547/97,5-12=-579/69 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)All plates are 1.5x3 MT20 unless otherwise indicated 3)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. OF NEW y �JPN GAgC 0 CO r- 1P (C nW m z NCO �O.08009 =C? v 9OFessl°tJP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. � Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must Verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPlt Duality Criteria,DSB-89 and BCSI Building Component 16023 Songley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply 137718185 35970F2_Building_B_Floor F09 Floor Supported Gable 2 1 Jab Reference(optional) Universal Component Corp, East Haven,CT 06512 8.010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 09 12:46.10 2019 Page 1 ID uUe_uOZrOXWGcWZ5BYJIzwzGIW8-HWQyUOPQ9oeThKns5OWYLBVUpBbvHfElatlkCtyzoAR 1 1x3 11 9 2 1x3 11 10 3 1 5x3 11 Scale=1 10 3 Ll 0 m 6 7 5 8 4 1x3 II 1x3 II 1x4 11 2-9-2 — — i 2-9-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 020 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 120 Lumber DOL 1 00 BC 021 Vert(CT) n/a - n/a 999 BCLL 00 Rep Stress Incr YES WB 003 Horz(CT) 000 4 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight 11 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 2-9-2 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. (Ib/size) 6=71/2-9-2,4=77/2-9-2,5=179/2-9-2 Max Grav 6=275(LC 10),4=277(LC 12),5=314(LC 11) FORCES. (Ib)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-6=-263/5,34=264/0 WEBS 2-5=-282/0 NOTES- 1)Gable requires continuous bottom chord bearing 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web) 3)Gable studs spaced at 1-4-0 oc 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means Al-pF NE►N y WG i9 0'A,� l! LU 4 m Lu u �0.08009" Rope S1 SNP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply 137718186 3597OF2_Building_B_Floor F10 Floor 15 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12 46.11 2019 Page 1 ID uUe_uOZrOXWGcWZ5BYJjzwzGIWB-II_KIMP2w6mKJTM2fjlnu01bobo602URpXllkJyzoAQ 2-6-0 1-4-0 � 2-2-10 Scale 1/2"=1' 1x3 II 46 = 1x3 II 3x3 = 1x3 II 3x6 = 1x3 II 1 21 2 22 3 23 4 24 5 25 6 26 7 13 0 19 1 15 13 16 12 17 11 18 10 19 9 20 44 = 1x3 II 4x4 = 1x3 II 3x6 = 1x3 II 44 = 5-4-86-0-8 6-8-8 14-5-2 5-4-8 0-8-0 0-8-0 7-8-10 Plate Offsets(X Y)-- [8 Edge 0-1-8] [12 0-1-8,Edge] [14:Edge,0-1-8] LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 051 Vert(LL) -0.14 10-11 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 079 Vert(CT) -0.21 10-11 >830 240 BCLL 0.0 Rep Stress Incr YES WB 028 Horz(CT) 003 8 n/a n/a BCDL 100 Code IBC2015/TP12014 Matnx-S Weight 59 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=73910-4-6,8=739/0-5-8 FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-14=-272/0,7-8=-271/0,2-3=-1866/0,3-4=-1866/0,4-5=-1834/0,5-6=-1834/0 BOT CHORD 13-14=0/1190,12-13=0/1190,11-12=0/1866,10-11=0/1866,9-10=0/1198,8-9=0/1198 WEBS 3-12=-254/17,2-14=-1343/0,2-13=0/300,6-8=-1352/0,6-9=0/293,6-10=0/718,5-10=-330/0,2-12=01796, 4-10=-279/237 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means OF NE►N y CSP JJPN GARO ci9 1! r- I tL W m 4 LU a N�oq �0.08009� ROFEssl°NP July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MiTeW connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply 137718187 3597OF2_Building_B_Floor F11 Floor 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12 46 12 2019 Page 1 ID:uUe_uOZrOXWGcWZ5BYJ1zwzGIW8-DvYlviQhhPuBwdxFCRY0Qcali?911Vmb1 BnrGmyzoAP 2-6-0 1-4-0 � 2-1-0 Scale 1/2"=1' 1x3 II 3x6 = 1x3 II 3x3 = 1x3 II 3x6 = 1x3 II 1 21 2 22 3 23 4 24 5 25 6 26 7 0 1 15 13 16 12 17 11 18 10 19 9 20 4x4 = 1x3 II 4x4 = 1x3 I 3x6 = 1x3 II 4x4 = 5-4-86-0-8 6-&8 14-3-8 5-4-8 0-8-0 0-8-0 7-7-0 Plate Offsets(XY)-- f8 Edge,0-1-81,712:0-1-8,Edgel,r14•Edge,0-1-81 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 050 Vert(LL) -013 10-11 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 077 Vert(CT) -019 10-11 >889 240 BCLL 00 Rep Stress Incr YES WB 028 Horz(CT) 003 8 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight,58 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=732/0-4-6,8=732/0-4-6 FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-14=-272/0,7-8=-271/0,2-3=-1834/0,3-4=-1834/0,4-5=-1803/0,5-6=-1803/0 BOT CHORD 13-14=0/1178,12-13=0/1178,11-12=0/1834,10-11=0/1834,9-10=0/1186,8-9=0/1186 WEBS 3-12=-251/19,2-14=-1330/0,2-13=0/301,6-8=-1338/0,6-9=0/294,6-10=0/697,5-10=-330/0,2-12=0/775, 4-10=-274/234 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means pF NEw y JPA GA � Ac * ,t 0 IJUW 2 �0.08009 v FessI GNP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIIrPl1 Quality Criteria,DSB-B9 and BCSI Building Component 16023 Swmgley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply 137718188 3597OF2_Building_B_Floor F12 Floor Supported Gable 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc. Tue Jul 09 12 46 15 2019 Page 1 ID uUe_uOZrOXWGcWZ5BYJjzwzGIW8-eUDrXjTZ_KGln5gquZ512ECLIC14yvT1 k9?Vt5yzoAM Scale=135 6 3x6 FP= 1 54 2 55 3 56 4 57 5 58 6 59 7 60 8 61 9 62 10 63 11 64 12 65 13 14 6615 67 16 68 17 69 18 19 o m ui 37 38 36 39 35 40 34 41 33 32 42 31 43 30 44 29 45 28 46 27 47 26 48 25 49 24 50 23 51 22 52 21 53 20 3x6 FP= 4x4 = 21-6-14 21-6-14 Plate Offsets(X Y)-- [20:0-1-14 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 019 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 120 Lumber DOL 100 BC 021 Vert(CT) n/a - n/a 999 BCLL 00 Rep Stress Incr YES WB 003 Horz(CT) 000 20 n/a n/a BCDL 100 Code IBC2015([PI2014 Matnx-S Weight.75 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. All bearings 21-6-14 (lb)- Max Grav All reactions 250 Ib or less atjoint(s)except 37=276(LC 55),20=281(LC 71),36=309(LC 56),35=309(LC 57),34=309(LC 58),33=309(LC 59),31=309(LC 60),30=309(LC 61),29=309(LC 62),28=309(LC 63), 27=309(LC 64),26=309(LC 65),25=309(LC 66),24=309(LC 67),23=309(LC 68),22=307(LC 69),21=314(LC 70) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-37=-264/10 WEBS 2-36=-280/0,3-35=-279/0,4-34=-279/0,5-33=-279/0,6-31=-279/0,7-30=-279/0, 8-29=-279/0,9-28=-279/0,10-27=-279/0,11-26=-279/0,12-25=-279/0,14-24=-277/0, 15-23=-280/0,16-22=-279/2,17-21=-282/0 NOTES. 1)All plates are 1 5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing 3)Truss to be fully sheathed from one face or securely braced against lateral movement(I a diagonal web) 4)Gable studs spaced at 1-4-0 oc 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. �! QF NE Gggc�9 O CO �'f^ m 11 w a �0.08009� ��C? ROFEssli July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors This design is based only upon parameters shown,and is for an individual building component,not '• a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate thiadesign into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply 137718189 35970F2_Building_B_Floor F13 Floor Supported Gable 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 09 12 46 17 2019 Page 1 ID.uUe_uOZrOXWGcWZ5BYJizwzGIW8-asLcyPUpWyWT1 PpC?_8B7fHg20_ZQpzKBTUcxzyzoAK Scale=120 5 1.5x3 II 1 5x3 II 1 30 2 31 3 32 4 33 5 34 6 35 7 36 8 37 9 38 10 O f � I ii li 20 21 19 22 18 23 17 24 16 25 15 26 14 27 13 28 12 29 11 1x4 II 1x4 II 12-1-8 12-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.20 Vert(LL) n/a - n/a 999 MT20 1971144 TCDL 120 Lumber DOL 1.00 BC 021 Vert(CT) n/a - n/a 999 BCLL 00 Rep Stress Incr YES WB 003 Horz(CT) 000 11 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight*42 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x4 SPF No.2(flat) REACTIONS. All bearings 12-1-8. (lb)- Max Grav All reactions 250 Ib or less at joint(s)except 20=276(LC 31),11=278(LC 40),19=309(LC 32),18=309(LC 33),17=309(LC 34),16=309(LC 35),15=309(LC 36),14=309(LC 37),13=307(LC 38),12=314(LC 39) FORCES. (lb)-Max.Comp/Max Ten.-A11 forces 250(lb)or less except when shown. TOP CHORD 1-20=-263/10,10-11=-265/6 WEBS 2-19=-280/0,3-18=-279/0,4-17=-279/0,5-16=-279/0,6-15=-279/0,7-14=-280/0, 8-13=-279/4,9-12=-283/0 NOTES- 1)All plates are 1 x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(Le diagonal web) 4)Gable studs spaced at 1-4-0 oc 5)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means OF NEW Y �JPN GAF?C t CC n W m z 2 - F� 08009'\ v 9OPiem NP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not �s a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCS]Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply 137718190 3597OF2_Building_B_Floor F14 Floor 23 1 Job Reference(optional) Universal Componant Corp., East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Tue Jul 09 12:46.19 2019 Page 1 ID uUe_uOZrOXWGcWZ5BYJIzwzGIW8-WFTMN5W42ZmBGizb7PAfD4Nx9patudldenzjOsyzcAl 2-6-0 1-8-8 1-4-0 � Scale=1 31 6 4x4 = 4x8 = 3x6 = 3x6 FP= 4x8 = 1 29 2 30 3 31 4 32 5 33 6 7 34 8 35 9 36 10 4 2 21 19 22 18 23 17 16 24 15 25 14 26 13 27 12 28 3x6 = 4xB = 3x8 MT1BH FP = 4x4 = 4xB = 3x6 = 9-10-0 10-6-011-2-0 1.9-2-0 9-10-0 0-8-0 0-8-0 8-0-0 Plate Offsets(X Y)-- [6'0-1-8 Edge] [15 0-1-8 Edgel LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 055 Vert(LL) -022 15-16 >999 360 MT20 197/144 TCDL 120 Lumber DOL 100 BC 0.62 Vert(CT) -034 15-16 >673 240 MT18H 197/144 BCLL 00 Rep Stress Incr YES WB 039 Horz(CT) -0.06 20 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight 78 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 2100F 1 8E(flat) except end verticals. WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 11=984/0-5-8,20=98410-5-8 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-20=-271/0,10-11=-271/0,2-3=-2749/0,3-4=-2749/0,4-5=-3362/0,5-6=-3362/0,6-8=-2744/0,8-9=-2744/0 BOT CHORD 19-20=0/1669,18-1 9=0/1 669,16-18=0/3341,15-16=0/3341,14-15=0/3362,13-14=0/3362,12-13=0/1 670, 11-12=0/1670 WEBS 2-20=-1884/0,2-19=0/298,2-18=0/1219,3-18=-294/0,4-18=-668/0,9-11=-1885/0,9-12=0/297,9-13=0/1212, 8-13=-307/0,4-16=0/332,4-15=-267/371,6-13=-843/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)All plates are MT20 plates unless otherwise indicated 3)All plates are 1 5x3 MT20 unless otherwise indicated 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means OF NEW Y �JPA GARci"�O9', t. r e [C LU n w 0.08009" �C? R�FEs sI July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. �- Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual budding component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly Incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIR'PI1 quality Criteria,DSB-89 and BCSI Building Component 16023 Swmgiey Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply 137718191 35970F2_Bwldmg_B_Floor F16 Floor 13 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 a Aug 112017 MITek Industries,Inc Tue Jul 09 12:46.20 2019 Page 1 ID uUe_uOZrOXWGcWZ5BYJIzwzGIW8-_R1kaRWiiptu2usYng6hullv6xDxgd46mtRIGYlyzoAH 2-6-0 1i� 1-4-0 Scale=1 30 9 4x8 = 3x6 = 4x4 = 3x6 FP= 4x8 = 1 29 2 30 3 31 4 32 5 33 6 34 7 8 35 9 36 10 0 `Q 20 21 19 22 18 17 23 16 24 15 25 14 26 13 27 12 28 3x6 = 3x6 FP= 3x3 = 4x8 = 3x6 = 4xB = 9-5-8 10-1-8,10-9 8, 18-9-8 9-5-8 0-8-0 0-B-0 8-0-0 Plate Offsets(X Y)-- [6.0-1-8 Edge] LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 0.54 Vert(LL) -020 15 >999 360 MT20 197/144 TCDL 120 Lumber DOL 100 BC 057 Vert(CT) -031 15-16 >732 240 BCLL 00 Rep Stress Incr YES WB 039 Horz(CT) 006 11 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight,77 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 2100F 1.8E(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 11=964/0-5-8,20=964/Mechanical FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-20=-271/0,10-11=-271/0,2-3=-2677/0,3-4=-2677/0,4-5=-3239/0,5-6=-3239/0,6-7=-2673/0,7-9=-2673/0 BOT CHORD 19-20=0/1632,17-19=0/1632,16-17=0/3224,15-16=0/3224,14-15=0/3239,13-14=0/3239,12-13=0/1632, 11-12=0/1632 WEBS 2-20=-1842/0,2-19=0/298,2-17=0/1180,3-17=-295/0,4-17=-618/0,9-11=-1843/0,9-12=0/296,9-13=0/1175, 7-13=-308/0,6-13=-786/0,4-16=-15/336,4-15=-275/358 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)All plates are 1 5x3 MT20 unless otherwise indicated 3)Refer to girder(s)for truss to truss connections 4)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131'X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. OF NE Y �P �JPN Gq ?C � r— n + tr Lu m - z (P�O10 �0.08009 ROFEssli July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only vath MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p/� building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply 137718192 3597OF2_Building_B_Floor F17 Floor Supported Gable 2 1 Job Reference o floral Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12.46.22 2019 Page 1 ID uUe_uOZrOXWGcWZ5BYJlzwzGIWB-xg9V77YyKU8m7AIAoXlMgj?Y_1hc54C3LkCNdByzoAF Scale=1 29 1 3x6 FP= 1 45 2 46 3 47 4 48 5 49 6 50 7 51 8 52 9 53 10 54 11 12 13 55 14 56 1516 31 32 30 33 29 34 2827 35 26 36 25 37 24 38 23 39 22 40 21 41 20 42 19 43 18 44 17 3x6 FP= 4x4 = 17-8-2 - 17-8-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 019 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 120 Lumber DOL 100 BC 022 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 003 Horz(CT) 000 17 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-S Weight 62 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x4 SPF No 2(flat) REACTIONS. All bearings 17-8-2 (lb)- Max Grav All reactions 250 Ib or less at loint(s)except 31=277(LC 46),17=284(LC 59),30=308(LC 47),29=309(LC 48),27=306(LC 21),26=309(LC 50),25=309(LC 51),24=309(LC 52),23=309(LC 53),22=309(LC 54), 21=309(LC 55),20=309(LC 56),19=307(LC 57),18=315(LC 58) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)Cr less except when shown. TOP CHORD 1-31=-264/10 WEBS 2-30=-279/0,3-29=-279/0,4-27=-279/0,5-26=-27910,6-25=-279/0,7-24=-279/0, 8-23=-279/0,9-22=-279/0,10-21=-279/0,11-20=-280/0,13-19=-279/3,14-18=-282/0 NOTES- 1)All plates are 1 5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i e-diagonal web) 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 or and fastened to each truss with 3-1Od(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means of- NEW Y CLQ' JPN GARci9 0 >k � n W m 4 z 41,o 09� �C4 9OFESS0 July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BC51 Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Mexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply 137718193 3597OF2_Building_B_Floor F21 Floor 1 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12 46 24 2019 Page 1 I D.u U e_u OZrOX W G c WZ5 BYJ1zwz G I W 8-tC G FQ o a C s5O U N TsYvym gw84 p X q E9Zwi M o2 h U h 3yzoAD 2-6-0 14-0 2-2-10 r � Scale 1/2"=1' 1x3 II 4x6 = 1x3 II 3x3 = 1x3 II 3x6 = 1x3 II 1 21 2 22 3 23 4 24 5 25 6 26 7 0 1 15 13 16 12 17 11 18 10 19 9 20 4x4 = 1x3 II 4x4 = 1x3 II 3x6 = 1x3 II 4x4 = 5-4-8' 6-0-8 6-8-8 14-5-2 5-4-8 0-8-0 0-8-0 7-8-10 Plate Offsets(X Y)-- [8 Edge 0-1-8] [12 0-1-8 Edge] [14 Edge 0-1-B] LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 051 Vert(LL) -0.14 10-11 >999 360 MT20 197/144 TCDL 120 Lumber DOL 1.00 BC 079 Vert(CT) -0.21 10-11 >830 240 BCLL 00 Rep Stress Incr YES WB 028 Horz(CT) 003 8 n/a n/a BCDL 100 Code IBC20151TPI2014 Matrix-S Weight 59 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2(flat) except end verticals WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (Ib/size) 14=739/0-4-6,8=739/0-5-8 FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-14=-272/0,7-8=-271/0,2-3=-1866/0,3-4=-1866/0,4-5=-1834/0,5-6=-1834/0 BOT CHORD 13-14=0/1190,12-13=0/1190,11-12=0/1866,10-11=0/1866,9-10=0/1198,8-9=0/1198 WEBS 3-12=-254117,2-14=-1343/0,2-13=0/300,6-8=-1352/0,6-9=0/293,6-10=0/718,5-10=-330/0,2-12=0/796, 4-10=-279/237 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. of NE►N y GAAC�'9 O�'� r— b cc LU m i W Z ZN�O �G.080091 AROFEs sil,oNP� July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 10/03/2015 BEFORE USE. � Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erechon and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Informabon available from Truss Plate Institute,218 N Lee Street Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 14-1 3/ ' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1 Additional stability bracing for truss system,e.g and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0'1 � ci-2 c2-3 2. Truss bracing must be designed by an engineer For 16. 4 wide truss spacing,individual lateral braces themselves O WEBS caw may require bracing,or alternative Tor I TT � p bracing should be considered. I O 2 ° 3 O 3. Never exceed the design loading shown and never L) y�°6 U stack materials on inadequately braced trusses a. 0 4 Provide copies of this truss design to the budding For 4 x 2 orientation,locate c�-a cs cs s designer,erection supervisor,property owner and plates 0- 'lid'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5 Cut members to bear tightly against each other 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully Knots and wane at required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. P 7 Design assumes trusses will be suitably protected from „ CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1 Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8 Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11 Plate type,size,orientation and location dimensions indicated are minimum plating requirements LATERAL BRACING LOCATION 12 Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified by text in the bracing section of the truss unless Otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design if indicated Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16 Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. .g 18 Use of green or treated lumber may pose unacceptable environmental,health or performance risks Consult with Industry Standards: protect engineer before use. ANSI/TPI1: National Design Specification for Metal 19 Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient BCSI- Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek� ANSIITPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015--_ -- - MiTek® MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Re: 35970132_Building_13_Roof Building B Roof The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Universal Component Corporation. Pages or sheets covered by this seal: 137718194 thru 137718249 My license renewal date for the state of New York is January 31,2020. OF NE[gj y C.? �JPN GARO r � n W N�oA -.0 R pF S July 10,2019 Garcia,Juan IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSUPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the budding designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply Building B Roof 137718194 35970R2_Bullding_B_Roof G01 Common Girder 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industnes,Inc Tue Jul 09 12.46.48 2019 Page 1 I D.r4VZ9E1MzARStpQYPC0EBCzFrOL-AgjKTOsGDTQ4F9hAJzBSuB3_aV VVB12uJnVIXgyzo9r -Q-10-S 3-7-11 7-2-14 10-10-1 14-5-12 }_'"41 10- 3-7-11 3-7-3 3-7-3 3-7-11 -10. 4x6 11 Scale=1 51 2 4 12 13 12 00 12 3x6 // 3x6 �� 3 5 11 14 c7 2 67 0 1 h 0 1516 17 18 19 20 21 22 23 10 9 8 4x4 = 4x4 HUS26 2x4 11 6x8 = 2x4 II HUS26 = HUS26 HUS26 HUS26 HUS26 3-7-11 7-2-14 10-10-1 14-5-12 3-7-11 3-7-3 37- Plate Offsets(X,Y)-- [2.0-0-0,0-0-41,[6 0-0-0,0-0-41,[90-4-0 0-4-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Lid PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 018 Vert(LL) -0.04 9-10 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 049 Vert(CT) -006 9-10 >999 180 TCDL 100 Rep Stress Incr NO WB 039 Horz(CT) 002 6 n/a n/a BCLL 00 BCDL 100 Code IBC2015frP12014 Matnx-S Weight:160 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x6 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No 2 REACTIONS. (Ib/size) 2=2474/0-5-8,6=2571/0-5-8 Max Horz 2=182(LC 47) Max Uplift 2=-217(LC 10),6=-228(LC 10) Max Grav 2=3174(LC 2),6=3297(LC 2) FORCES. (lb)-Max Comp/Max Ten,-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3732/236,34=-2529/242,4-5=-2529/242,5-6=-3750/241 BOT CHORD 2-10=-120/2406,9-10=-120/2406,8-9=-67/2434,6-8=-67/2434 WEBS 4-9=-267/3145,5-9=-1070/150,5-8=-58/1522,3-9=-1029/145,3-10=-49/1466 NOTES- 1)2-ply truss to be connected together with 10d(0 131"x3")nails as follows, Top chords connected as follows.2x4-1 row at 0-9-0 oc Bottom chords connected as follows 2x6-2 rows staggered at 0-9-0 cc Webs connected as follows-2x4-1 row at 0-9-0 cc 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Unbalanced roof live loads have been considered for this design 4)Wind.ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft,L=24ft;eave=4ft;Cat 11;Exp B,enclosed;MWFRS(directional),cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1 60 pF NEW Y 5)TCLL•ASCE 7-10;Pr-30.0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1.15),Pg=25.0 psf(ground snow),Pf=19.3 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1.15),Category 11;Exp B,Partially Exp.,Ct=1 1 ��P JPN GAgC,� 0 6)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19.3 psf on overhangs 9 non-concurrent with other live loads 71 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8)'Thls truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide r CL will fit between the bottom chard and any other members C1 Alt 111 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)2 and 6.This connection is forZuplift only and does not consider lateral forces 1- (? 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 0.08009 11)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 cc max starting at 2-5-0 from the left end to 12-5-0 to connect truss(es)to back face of bottom chord. q�FES S10NP 12)Fill all nail holes where hanger is In contact with lumber July 10,2019 andard ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse win possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty ply Building B Roof 137718194 3597OR2_Building_B_Roof G01 Common Girder 1 2 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12:46.48 2019 Page 2 I D:r4VZ9EI MzARStpQYPCOEBCzFrOL-AgIKTOsGDTQ4 F9hAJ?BSuB3_aV V VBI2uJ nVlXgyzo9 r LOAD CASE(S) Standard 1)Dead+Snow(balanced) Lumber Increase=1 15,Plate Increase=1.15 Uniform Loads(plf) Vert,14=-59,4-7=-59,2-6=-20 Concentrated Loads(lb) Vert,16=-636(8)17=-636(B)19=-636(B)20=-636(8)22=-636(B)23=-636(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE ` Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-69 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Mexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718195 359702_Building_B_Roof G02 Common Girder 1 Job Reference o honal Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Tue Jul 09 12 46 50 2019 Page 1 ID.r4VZ9EIMzARStpQYPCOEBCzFrOL-6Cr4thuWk5gnUTrYRQEwzc9K4J BzffYBn5_sbZyzo9p -Q-10-1t 3-7-11 7-2-14 10-10-1 , 14-5-12 15-0-4, - -10- 3.7-11 3-7-3 3-7-3 3-7-11 10- 4x6 11 Scale=1 51 2 4 AT X\5 67 0 Im 0 15 10 9 8 16 17 18 19 20 21 2223 4x4 = HUS26 2x4 II HUS26 6x8 = 2x4 II 4x4 = HUS26 HUS26 HUS26 HUS26 3-7-11 7-2-14 10-10-1 14-5-12 3-7-11 3-7-3 3-7-3 3-7-11 Plate Offsets(X Y)-- f2:0-0-0,0-0-41,[6 Edge 0-0-41,[9 0-4-0,0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0.18 Vert(LL) -004 8-9 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 049 Vert(CT) -006 8-9 >999 180 TCDL 10.0 Rep Stress Incr NO WB 039 Horz(CT) 002 6 n/a n/a BCLL 00 BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight 160 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x6 SPF No 2 BOT CHORD Rigid Gelling directly applied or 10-0-0 oc bracing WEBS 2x4 SPF No 2 REACTIONS. (Ib/size) 2=2570/0-5-8,6=2474/0-5-8 Max Horz 2=-182(LC 8) Max Uplift 2=-228(LC 10),6=-217(LC 10) Max Grav 2=3297(LC 2),6=3174(LC 2) FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-3750/241,3-4=-2529/242,4-5=-2529/242,5-6=-3732/236 BOT CHORD 2-10=-123/2434,9-10=-123/2434,8-9=-64/2406,6-8=-64/2406 WEBS 4-9=-267/3145,5-9=-1029/145,5-8=-51/1466,3-9=-1070/150,3-10=-57/1522 NOTES- 1)2-ply truss to be connected together with i Od(0 131"x3")nails as follows Top chords connected as follows 2x4-1 row at 0-9-0 oc Bottom chords connected as follows 2x6-2 rows staggered at 0-9-0 oc Webs connected as follows,2x4-1 row at 0-9-0 oc 2)All loads are considered equally applied to all plies,except If noted as front(F)or back(B)face In the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Unbalanced roof live loads have been considered for this design 4)Wind.ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,B=45ft;L=24ft;eave=4ft;Cat 11;Exp B,enclosed,MWFRS(directional),cantilever left and right exposed,end vertical left and right exposed,Lumber DOL=1 60 plate grip DOL=160 of NEW 5)TCLL ASCE 7-10;Pr--30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19.3 psf(flat �. roof snow:Lumber DOL=1.15 Plate DOL=1.15),Category 11;Exp B;Partially Exp.,Ct=1 1 ��P� JPN GAR 0 6)This truss has been designed for greater of min roof live load of 12 0 psf or 1 OD times flat roof load of 19 3 psf on overhangs ) .9 non-concurrent with other live loads 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r (C will fit between the bottom chord and any other members n � 9)One RT4 USP connectors recommended to connect truss to beanng walls due to UPLIFT at 1t(s)2 and 6.This connection is for (11 uplift only and does not consider lateral forces ti-- 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads ;0 10 0-0800 IV 11) Use Simpson Strong-Tie HUS26(14-1 Od Girder,4-1 Od Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max starting at 2-0-12 from the left end to 12-0-12 to connect truss(es)to back face of bottom chord R�Fes SI SNP` 12) Fill all nail holes where hanger is in contact with lumber. July 10,2019 ndard ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev,1010312015 BEFORE USE � Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterrield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718195 3597OR2_Building_B_Roof G02 Common Girder 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12 46.50 2019 Page 2 I D.r4VZ9E1 MzARStpQYPCO EBCzFrOL-6Cr4thu W k5gn UTrYRQEwzc9K4JBzffYBnS_sbZyzo9p LOAD CASE(S) Standard 1)Dead+Snow(balanced)-Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert 1-4=-58,4-7=-58,2-6=-20 Concentrated Loads(lb) Vert,15=-636(B)16=-636(8)18=-636(B)19=-636(B)21=-636(B)22=-636(8) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-69 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Mexandna,VA 22314 - Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718196 35970R2_Building_B_Roof H01 Half Hip Girder 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 09 12.46.52 2019 Page 1 ID.r4VZ9EIMzARStpQYPC0EBCzFrOL-3bzglNvmGiwVkn?xYgGO21 Ea46gP7eNTEPTzgRyzo9n 2.4-8 4-4-8 6-6-12 2-4-e 2-0-0 2-2-4 Scale=1 12 7 4x4 = 3 00 12 1x4 II x 9 3 1 8 Ci1 r 0 11 7 12 6 13 5 46 11 1x4 11 1x4 11 Special NAILED 4x4 = NAILED 0-4-8 2-4-8 4-4-8 6-6-12 0 4-8 2-0-0 2-D-0 2-2-4 Plate Offsets(X,Y)- [1 0-0-7,0-1-61,[110-0-12,1-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. to (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 053 Vert(LL) -0.07 6-7 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 068 Vert(CT) -0.11 6-7 >677 180 TCDL 100 Rep Stress Incr NO WB 004 Horz(CT) 001 5 n/a n/a BCLL 00 ' Code IBC2015frP12014 Matnx-S Weight 18 Ib FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(5-10-12 max) 2-4. WEBS 2x4 SPF No 2`Except* BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing. 4-5.2x4 SP 2400F 2 OE WEDGE Left:2x4 SPF No 2 REACTIONS. (Ib/size) 5=443/Mechanical,1=391/0-4-8 Max Horz 1=24(LC 62) Max Uplift 5=-94(LC 8),1=-81(LC 8) Max Grav 5=534(LC 2),1=478(LC 2) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-865/157,2-3=-763/151,3-4=-761/150,4-5=-334/56 BOT CHORD 1-7=-141/791,6-7=-138!761,5-6=-138/761 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind,ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf;h=25ft;B=45ft;L=24ft;eave=4ft,Cat II;Exp B;enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed,Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL'ASCE 7-10,Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15),Pg=25.0 psf(ground snow);Pf=19 3 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1.15),Category Il;Exp B;Partially Exp;Ct=1 1,Lu=50-0-0;Min flat roof snow load governs 4)Unbalanced snow loads have been considered for this design OF NE le, 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads ��Q'� JPN Gq/�C/ 0 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide 9 will fit between the bottom chord and any other members 8)Refer to girder(s)for truss to truss connections t 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 Ib uplift at joint 5 r t1 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 This connection is for uplift only n LU W and does not consider lateral forces f11 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord ��A �O.08009" 13)"NAILED"indicates 3-10d(0 148"x3")or 3-12d(0.148"x3 251')toe-nails.For more details refer to MITek's ST-TOENAIL Detail. 9p.� 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)205 Ib down and 82 Ib up at OP SiloN 2-4-8 on bottom chord The design/selection of such connection device(s)is the responsibility of others 15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE. ° Design valid for use only with MTek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrTPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterrield,MO 63017 Job Truss Truss Type Qty Ply Budding B Roof 137718196 35970R2_Building_B_Roof H01 Half Hip Girder 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12 46.52 2019 Page 2 ID r4VZ9E1MzARStpQYPCOEBCzFrOL-3bzqlNvmGiwVkn?xYgGO21Ea46gP7eNTEPTzgRyzo9n LOAD CASE(S) Standard 1)Dead+Snow(balanced)-Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-2=-59,2-4=-59,1-5=-20 Concentrated Loads(lb) Vert 5=-87(F)7=-180(F)6=-78(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE ` Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall _ building design Bracing indicated is to prevent budding of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Mexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718197 35970R2_Building_B_Roof H02 Half Hip 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12.46 53 2019 Page 1 I D.r4VZ9E1MzARStpQYPCOEBCzFrOL-XnWDWjwP102MLxa76YndbFnmiW Dis4ldT3CWCuyzo9m 4-4-8 6-6-12 4-4-8 2-2-4 Scale=1 12 7 5x6 = 3 00 12 x 9 7 6 n 1 46 II 10 5 4 1x4 11 11 44 = 44 = 0 , 4-4-B 6-6-12 614--8 4-0-0 2-2-4 Plate Offsets(X Y)-- r1.0-0-7 0-1-61 f1:0-0-12 1-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 047 Vert(LL) -006 1-5 >999 240 MT20 197/144 Snow(Pf/Pg) 19.3/25 0 Lumber DOL 1 15 BC 042 Vert(CT) -0.07 1-5 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT) 000 4 n/a n/a BCLL 00 BCDL 10.0 Code IBC2015/TP12014 Matnx-S Weight 21 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 Dc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(6-0-0 max) 2-3 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEDGE Left,2x4 SPF No 2 REACTIONS. (Ib/size) 4=244/Mechanical,1=244/0-4-8 Max Horz 1=42(LC 15) Max Uplift 4=-36(LC 12),1=-24(LC 12) Max Grav 4=375(LC 58),1=375(LC 53) FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-484173,3-4=-270/48 BOT CHORD 1-5=-121/455,4-5=-127/427 WEBS 2-5=0/323,2-4=-498/131 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,13=45ft;L=24ft;eave=4ft,Cat II;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-2-4 to 3-2-4,Intenor(1)3-2-4 to 4-4-8,Extenor(2)4-4-8 to 6-5-0 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL:ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow);Pf=19.3 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15),Category ll;Exp B,Partially Exp.;Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs OF NEW 4)Unbalanced snow loads have been considered for this design Y 5)Provide adequate drainage to prevent water ponding P� JPN GARC'� 0 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 9 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members 8)Refer to girder(s)for truss to truss connections r cc: 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 36 Ib uplift at joint 4. n W 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)1.This connection is for uplift only (ti � and does not consider lateral forces ZN C? 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. ��A �Q•0 �Ci= 12)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord ROFEss�°NP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718198 3597OR2_Building_B_Roof J01 Jack-Closed 2 1 Job Reference(ophonal) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12 46.54 2019 Page 1 ID r4V29EjMzARStpQYPCOEBCzFrOL-'?_4bj3x1 oJADz48JgFIs7SJ_ewb_bWmgy3kKyzo91 3-2-13 3-2-13 212 122 3 2x4 II Scale 1 5"=1' 6 1 4x4 = >< 7 3x8 II 5 2x4 11 4 3-2-13 0211-20 2-8-13 Plate Offsets(X,Y)-- [1:0-1-5,0-1-7),[1,0-2-5,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 027 Vert(LL) -002 1-5 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 029 Vert(CT) -003 1-5 >999 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 0.00 5 n/a n/a BCLL 00 ' Code IBC2015ITP12014 Matrix-S Weight 10 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 3-2-13 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left 2x4 SPF No 2 REACTIONS. (Ib/size) 5=128/Mechanical,1=105/0-6-6 Max Horz 1=28(LC 13) Max Uplift 5=-23(LC 12),1=-16(LC 12) Max Grav 5=315(LC 33),1=303(LC 34) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-5=-283/101 NOTES- 1)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft;B=45ft;L=24ft;eave=4ft,Cat ll,Exp B,enclosed;MWFRS(directional)and C-C Comer(3)zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL ASCE 7-10,Pr-30.0 psf(roof live load-Lumber DOL=1.15 Plate DOL=1 15),Pg=25.0 psf(ground snow),Pf=19.3 psf(flat roof snow-Lumber DOL=1 15 Plate DOL=1 15);Category Il;Exp B;Partially Exp.,Ct=1.1;Min flat roof snow load governs. 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6)Refer to girder(s)for truss to truss connections OF NE le, 7)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)5 and 1.This connection is for �V y uplift only and does not consider lateral forces ��P� JPN GAi C 09 8)This truss has been designed for a moving concentrated load of 250 01b live located at all mid panels and at all panel points along .9 the Top Chord and Bottom Chord,nonconcurrent with any other live loads * n 9 W m z 2 - c� Fo �0.0800g� R�FESSI�NP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1 010 312 0 1 5 BEFORE USE " Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718199 3597OR2_Building_B_Roof J02 Jack-Closed 6 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12.46:55 2019 Page 1 ID•r4VZ9EiMzARStpQYPCOEBCzFrOL-TAezxPyfZdl4bEj W Ezp5ggsBnKzyK7owwNhdGmyzo9k 2-4-8 2-4-8 300 12 2 2x4 11 Scale=1.8 2 3 6 1 4x4 = 7 46 II 5 2x4 11 4 0 4-8 2-4-8 0-4-8 2-0-0 Plate Offsets(X Y)-- [1.0-0-7 0-1-61 [1 0-0-12,1-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 018 Vert(LL) -0.01 1-5 >999 240 MT20 197/144 Snow(Pt/Pg) 19 3/25.0 Lumber DOL 1 15 BC 018 Vert(CT) -0.01 1-5 >999 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 5 n/a n/a BCLL 00 BCDL 10.0 Code IBC2015(rP12014 Matrix-S Weight,7 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purims, BOT CHORD 2x4 SPF No 2 except end verticals. WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left,2x4 SPF No 2 REACTIONS. (Ib/size) 5=98/Mechanical,1=74/0-4-8 Max Horz 1=27(LC 13) Max Uplift 5=-11(LC 12),1=-5(LC 12) Max Grav 5=300(LC 32),1=288(LC 33) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-5=-275/69 NOTES- 1)Wind,ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=4ft;Cat II;Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1-60 plate gnp D0L=1 60 2)TCLL•ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate D0L=1 15);Pg=25 0 psf(ground snow);Pf=19.3 psi(flat roof snow.Lumber DOL=1 15 Plate DOL=1.15);Category II;Exp B;Partially Exp.,Ct=1.1,Min flat roof snow load governs 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord,in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6)Refer to girder(s)for truss to truss connections OF N E(N 7)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at 1t(s)5 and 1.This connection is for uplift only and does not consider lateral forces �P JPN GAA? 0 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along C-9 the Top Chord and Bottom Chord,nonconcurrent with any other live loads r r � 0 W m z NCO 0.0800 ��C? AROFFSSIoNP� July 10,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BC5I Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718200 3597OR2_Building_B_Roof J03 Jack-Closed 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 09 12 46 56 2019 Page 1 ID.r4VZ9EIMzARStpQYPCOEBCzFrOL-xMCL8lyHKxRxCOlingKKDtPLykKk3S2391 RApDyzo9j 1-6-2 1-5-7 11 6-2 1-5-7 Scale=1 10 7 2x4 II 4 3 696F1_2 8 2 1 7 6 3x6 11 9 2x4 11 5 1-5-7 1-4-15 Plate Offsets(X Y)-- [7.0-3-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In ([cc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 022 Vert(LL) -000 6 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 008 Vert(CT) -0.00 6 >999 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 5 n/a n/a BCLL 00 * Code IBC2015/TPI2014 Matrix-S Weight:7 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 1-5-7 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceding directly applied or 6-0-0 oc bracing REACTIONS. (Ib/size) 7=209/0-8-7,5=-10/Mechanical Max Horz 7=60(LC 15) Max Uplift 7=-88(LC 16),5=-36(LC 20) Max Grav 7=330(LC 32),5=205(LC 34) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-7=-311/154 NOTES- 1)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;13=45ft,L=24ft,eave=4ft,Cat 11,Exp B,enclosed;MWFRS(directional)and C-C Comer(3)zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1,60 2)TCLL:ASCE 7-10;Pr-30 0 psf(roof live load-Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow);Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category 11,Exp B;Partially Exp,Ct=1 1 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19 3 psf on overhangs non-concurrent with other live loads 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections ! of NE le, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 88 Ib uplift at joint 7 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)5 This connection is for uplift only �Q' ,JPN GAJ�C,9 0 and does not consider lateral forces � 7110)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along * 1k the Top Chord and Bottom Chord,nonconcurrent with any other live loads 0 LU W 2 2N`�oA 0.08009", 9OFEssi July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and'is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Sw ingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718201 35970R2_Building_B_Roof J04 Jack-Closed 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug l l 2017 MITek Industnes,Inc Tue Jul 09 12:46 56 2019 Pagel ID r4VZ9EjMzARStpQYPC0EBCzFrOL-xMCL8lyHKxRxC0lingKKDtPM6kJL3S2391 RApDyzo9j -1-0-14 1-11-3 1-0-14 1-11-3 Scale=1.10 8 2x4 11 4 3 696 12 7 2 1 8 6 2x4 = 2x4 II 5 1-11-3 1-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 014 Vert(LL) -0.01 2-6 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 115 BC 017 Vert(CT) -0.01 2-6 >999 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 5 n/a n/a BCLL 00 BCDL 100 + Code IBC2015fTP12014 Matrix-S Weight:7 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 1-11-3 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals. WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=159/0-6-4,5=54/Mechanical Max Horz 2=47(LC 13) Max Uplift 2=-50(LC 16),5=-5(LC 13) Max Grav 2=317(LC 34),5=246(LC 33) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 3-6=-264/47 NOTES- 1)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft;Cat Il;Exp B;enclosed,MWFRS(directional)and C-C Comer(3)zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1 60 2)TCLL:ASCE 7-10;Pr-30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1.15),Category ll,Exp B,Partially Exp;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections. 8)One RT4 USP connectors recommended to connect truss to beanng walls due to UPLIFT atjt(s)2 and 5.This connection is for of: NE W uplift only and does not consider lateral forces }� 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along Q� JP�1 GAq�,� 0 the Top Chord and Bottom Chord,nonconcurrent with any other live loads , '9 C7 - W m - z �O.OS009" �li�C9 v 9�FESSIGNP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE Design valid for use only with M7i ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Welk'elk' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate institute,218 N Lee Streel,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718202 35970R2_Building_B_Roof J05 Jack-Open 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 0912:46 57 2019 Page 1 ID r4VZ9EIMzARStpQYPCOEBCzFrOL-PZmIL5zv5EZogYtuLOsZ15xYF7gLovHDOhAILfyzo9l 0-10-8 2-0-0 0-10-8 2-0-0 Scale=19 1 3 3 75 12 4x4 11 6 2 N T 1 0 >< • O 7 4 5 1x4 II 3x6 11 2-0-0 , 2-0-0 Plate Offsets(X Y)-- f5:0-3-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 012 Vert(LL) -000 4-5 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 012 Vert(CT) -000 4-5 >999 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 0.00 3 n/a n/a BCLL 00 * Code IBC2015/TPI2014 Matnx-S Weight,7 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x6 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing 3-4.2x4 SPF No.2 REACTIONS. (Ib/size) 5=150/0-5-8,3=32/Mechanical,4=10/Mechanical Max Horz 5=39(LC 16) Max Uplift 5=-41(LC 16),3=-1O(LC 16) Max Grav 5=312(LC 36),3=262(LC 38),4=263(LC 41) FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-5=-292/107 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat 11,Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL:ASCE 7-10,Pr=30.0 psf(roof live load-Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow);Pf=19 3 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1.15),Category ll;Exp B;Partially Exp.;Ct=1 1 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19 3 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide OF NEIe, will fit between the bottom chord and any other members 8)Refer to girder(s)for truss to truss connections P Pr1 GA/�C O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 10 Ib uplift at joint 3. �� 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)5 This connection is for uplift only and does not consider lateral forces 11)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along r v [[ the Top Chord and Bottom Chord,nonconcurrent with any other live loads. (7 ; ii Iw 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in (t1 Z Z F� X0.08009 v R�FESSIDNP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTeM connectors This design is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Budding Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718203 3597OR2_Building_B_Roof M01 Monopitch 30 1 Job Reference(ophonal) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc. Tue Jul 09 12:46.58 2019 Page 1 ID r4VZ9EIMzARStpQYPCOEBCzFrOL-UK6ZQ_XsyhfSlS5v5No1IUb?XtIXMXMcLwHt5yzo9h 5-6-12 J 5-6-12 2x4 11 Scale=1 13 2 2 3 3 00 12 7 6 5 rn 0 1 4x6 11 8 4 4x4 = 2x4 11 04-8 5-6-12 _J 64-i 5-2-4 Plate Offsets(X Y)-- [1.0-0-7 0-1-61 [1:0-0-121-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 063 Vert(LL) -017 1-4 >366 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -022 1-4 >290 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 4 n/a n/a BCLIL 00 BCDL 100 Code IBC2015/TP12014 Matrix-S Weight 16 Ib FT=20% LUMBER- BRACING. TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-6-12 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEDGE Left 2x4 SPF No 2 REACTIONS. (Ib/size) 4=221/Mechanical,1=205/0-4-8 Max Horz 1=56(LC 13) Max Uplift 4=-28(LC 12),1=-16(LC 12) Max Grav 4=360(LC 36),1=354(LC 34) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-4=-308/134 NOTES- 1)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft;eave=4ft,Cat II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-24 to 3-2-4,Intenor(1)3-2-4 to 5-84 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10,Pr-30.0 psf(roof live load,Lumber DOL=1 15 Plate D0L=1 15),Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow Lumber D0L=1 15 Plate DOL=1.15),Category 11,Exp B;Partially Exp;Ct=1 1;Min flat roof snow load governs 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members of NEW 6)Refer to girder(s)for truss to truss connections Y 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 Ib uplift at joint 4 Q'� JPN GAil � 0 8)One RT4 USP;connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 This connection is for uplift only .9 and does not consider lateral forces 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads r n i W m2N� do .0800 Ali v ROFFss�oNP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTekO connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPH Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718204 35970R2_Building_B_Roof M02 Monopitch 3 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12 46 59 2019 Page 1 ID r4VZ9EIMzARStpQYPC0EBCzFrOL-LxuUmm29dspW3slHTpulgWllnxDZGpnVr?fgPXyzo9g 5-6-10 5-6-10 2x4 11 Scale=1 13 2 2 3 3.00 12 7 6 5 0 1 4x6 11 6 4 4x4 = 2x4 II 5-6-10 0 4-8 5-2-2 Plate Offsets(X Y)- [1:0-0-7,0-1-61,[1,0-0-12,1-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 063 Vert(LL) -0.17 1-4 >367 240 MT20 197/144 Snow(Pf1Pg) 19 3125 0 Lumber DOL 1 15 BC 065 Vert(CT) -0.21 1-4 >291 180 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 4 n/a n/a BCILL 00 BCDL 100 Code ISC2015(rP12014 Matnx-S Weight.16 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. WEDGE Left 2x4 SPF No 2 REACTIONS. (Ib/size) 4=221/Mechanical,1=204/0-4-8 Max Horz 1=56(LC 15) Max Uplift 4=-28(LC 12),1=-16(LC 12) Max Grav 4=360(LC 36),1=354(LC 34) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-4=-308/134 NOTES- 1)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf;h=25ft,B=45ft,L=24ft;eave=4ft;Cat II,Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)0-2-4 to 3-2-4,Interior(1)3-2-4 to 5-8-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 2)TCLL.ASCE 7-10;Pr-30 0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1.15);Category ll;Exp B,Partially Exp,Ct=1 1;Min flat roof snow load governs. 3)Unbalanced snow loads have been considered for this design. , 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members of NE►N 6)Refer to girder(s)for truss to truss connections }� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 Ib uplift at joint 4 JPN GA 9 0 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 This connection is for uplift only .9 and does not consider lateral forces 9)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads _r b• Ir n LU 2 2 0.0809"', FES SI ON July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. • Design valid for use only wrath MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated,s to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek• ,s always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and braong of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718205 35970R2-Building-,B--Roof M03 Monopitch Supported Gable 4 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12 47 00 2019 Page 1 I D.r4VZ9E1MzARStpQYPCOEBCzFrOL-g8Rs_6?oO9xNh?cTOWPGNIZ_gLd5?Flf4fPOyyzo9f 5-6-12 5x8-4 5-6-12 0-1- 2x4 11 Scale=1 13 3 3x6 1110 3 4 3 00 12 2 9 8 7 rn 0 LJ 1 11 6 12 5 44 = 3x6 II 2x4 II 5-6-12 5-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0.35 Vert(LL) 000 3 n/r 120 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 037 Vert(CT) 000 3 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 008 Horz(CT) 000 5 n/a n/a BCLL 00 ' Code IBC2015/TPI2014 Matrix-S Weight.16 lb FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=147/5-2-4,5=-259/5-2-4,6=553/5-2-4 Max Horz 1=56(LC 13) Max Uplift 1=-9(LC 12),5=-448(LC 37),6=-69(LC 12) Max Grav 1=325(LC 35),5=113(LC 40),6=773(LC 32) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 3-5=-263/371 WEBS 2-6=-629/470 NOTES- 1)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft;L=24ft;eave=2ft,Cat Il,Exp B;enclosed;MWFRS(directional)and C-C Comer(3)0-0-0 to 3-0-0,Extenor(2)3-0-0 to 5-8-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 2)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 3)TCLL ASCE 7-10;Pr-30 0 psf(roof live load.Lumber DOL=1 15 Plate DOL=1.15);Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category Il;Exp B,Partially Exp,Ct=1 1;Min flat roof snow load governs 4)Unbalanced snow loads have been considered for this design 5)Gable studs spaced at 2-0-0 oc 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads OF NE Iw, 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �V y will fit between the bottom chord and any other members �P� 0 GAR O 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 9 Ib uplift at joint 1,448 lb uplift at joint 5 GO and 69 Ib uplift at joint 6. 9)Non Standard bearing condition Review required. 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along r ([ the Top Chord and Bottom Chord,nonconcurrent with any other live loads n S W Z 0 0-080 ROilloNP`� July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIIrP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718206 3597OR2_Building_B_Roof M04 Monopitch Supported Gable 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12 47 012019 Page 1 ID r4VZ9EIMz4RStpQYPCOEBCzFrOL-IK'IEBSOQ9T3EJ9BfaDwVwx6ATl_nkjYoJJBxUQyzoge 0-10-8 5-5-8 0-10-8 5-5-8 Scale 3/4-=1' 2x4 11 5 3 75 12 9 1x4 II 4 4x4 % 8 3 2 1 Ll 10 7 11 6 3x6 11 1x4 11 2x4 11 Plate Offsets(X Y)-- [2:0-3-3,0-3-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 030 Vert(LL) 000 1 n/r 120 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 028 Vert(CT) 000 1 n/r 120 TCDL 100 Rep Stress Incr YES WB 005 Horz(CT) 0.00 6 n/a n/a BCLL 00 BCDL 100 * Code IBC2015/TP12014 Matnx-S Weight 19 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals. WEBS 2x4 SPF No 2 BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-9-4 REACTIONS. (Ib/size) 6=33/5-5-8,2=172/5-5-8,7=263/5-5-8 Max Horz 2=69(LC 13) Max Uplift 6=-41(LC 37),2=-32(LC 16),7=-24(LC 16) Max Grav 6=266(LC 40),2=327(LC 35),7=387(LC 39) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 5-6=-259/45 WEBS 4-7=-314/267 NOTES- 1)Wind-ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft,L=24ft,eave=2ft,Cat II;Exp B,enclosed,MWFRS(directional)and C-C Comer(3)-0-10-8 to 2-1-8,Extenor(2)2-1-8 to 5-3-12 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 3)TCLL ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow-Lumber DOL=1 15 Plate DOL=1.15);Category II;Exp B,Partially Exp.,Ct=1.1 4)Unbalanced snow loads have been considered for this design OF NEIe. 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19.3 psf on overhangs �V y non-concurrent with other live loads p,l GAigcz 0 6)Gable requires continuous bottom chord bearing 9 7)Gable studs spaced at 2-0-0 oc 8)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. t 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r Q will fit between the bottom chord and any other members n W 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 41 Ib uplift at joint 6,32 Ib uplift at joint Sri til 2 and 24 Ib uplift at joint 7 ZN x^ 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2 12)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 0.Qg the Top Chord and Bottom Chord,nonconcurrent with any other live loads l4 p� oFESS1oN July 10,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE � Design valid for use only wrath MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUrPl1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718207 3597OR2_Building_B_Roof MG01 Monopitch Girder 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc. Tue Jul 09 12 47.02 2019 Page 1 I D.r4VZ9EjMzARStpQYPCOEBCzFrOL-mWZcPol2wnB4wJmsBxRkS8fLBBG9T8gyXzuUOsyzo9d 3-2-9 5-6-12 S18:4 3-2-9 2-4-3 0-1- 2x4 I I Scale=1 13 2 3 4 3 00 12 9 6x14 \\ 8 2 7 rn 6 1 10 11 6 12 5 HUS26 HUS26 4x4 = 4x4 = 0 4-8 , 3-2-9 5-6-12 r0-4 8 2-10-1 24-3 Plate Offsets(X Y)-- (2.0-3-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft Lid PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 030 Vert(LL) -002 1-6 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3125.0 Lumber DOL 1.15 BC 053 Vert(CT) -003 1-6 >999 180 TCDL 100 Rep Stress Incr NO WB 018 Horz(CT) 001 5 n/a We BCLL 00 Code IBC2015frP12014 Matnx-S Weight 21 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-1-9 cc purlins, BOT CHORD 2x6 SPF No 2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing REACTIONS. (Ib/size) 5=624/Mechanical,1=529/04-8 Max Horz 1=53(LC 9) Max Uplift 5=-112(LC 8),1=-86(LC 8) Max Grav 5=725(LC 2),1=609(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-1210/180,3-5=-277/19 BOT CHORD 1-6=-176/1134,5-6=-176/1134 WEBS 2-6=-74/582,2-5=-1228/204 NOTES- 1)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf;h=25ft;B=45ft;L=24ft,eave=4ft;Cat Il;Exp B;enclosed,MWFRS(directional),cantilever left and right exposed;end vertical left and right exposed,Lumber DOL=1 60 plate gnp DOL=1 60 2)TCLL ASCE 7-10,Pr--30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1.15);Category II;Exp B;Partially Exp;Ct=1 1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 112 Ib uplift at joint 5 �� EvV �. 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1.This connection is for uplift only GA/�C/9 O� and does not consider lateral forces 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along CO the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)Use Simpson Strong-Tie HUS26(14-1 Od Girder,4-1 Od Truss,Single Ply Girder)or equivalent spaced at 2-0-0 cc max starting at r e (r 2-5-4 from the left end to 4-5-4 to connect truss(es)to back face of bottom chord. n W 11)Fill all nail holes where hanger is in contact with lumber m Lu 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 'L(P LOAD CASE(S) Standard ��AJ •VO.08009" 1)Dead+Snow(balanced) Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) R�FES SI�tJP Vert,1-3=-59,3-4=-59,1-5=-20 July 10,2019 ®WARNING-Venfy,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and,s for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Sw,ngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718207 3597DR2_Building_B_Roof MG01 Monopitch Girder 2 1 Job Reference(ophonal) Universal Componant Carp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 09 12:47 02 2019 Page 2 I D:r4VZ9Ej MzARStpQYPCOEBCzFrOL-m WZcPol 2wn B4wJ m s8xRkS8fLB8 G9T8gyXzu UOsyzo9d LOAD CASE(S) Standard Concentrated Loads(lb) Vert 11=-491(B)12=-236(8) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. ` Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncalion,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718208 3597OR2_Building_B_Roof T01GE Common Supported Gable 2 1 Job Reference(optional) Universal Componant Corp., East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 09 12:47.09 2019 Page 1 I D.r4VZ9E1MzARStpQYPCOEBCzFrOL-3sUGtB6RGw35GOoC2v3N EdRYJzlncGk_SY4Mmyyzo9W -11l- 8 25-9-2 46-6-4 47r4-12 0-10- 25-9-2 20-9-2 0-10- Scale=1 78 6 5x6 = 3 75 12 15 66 16 67 17 68 65 6313 64 14 18 69 19 70 3x6 3x6 � 10 61 11 62 12 20 2122 72 8 g60 71 23 24 73 57 58 7 59 I 25 74 6 26 75 4x4 I I 3x6 5:. 4 56 5 2771h 2977 71 �1355 2 � 4x6 II 54 53 52 51 50 49 48 �g 45 44 43 42 41 40 38 37 36 35 34 33 32 3130 100 79 80 81 82 83 84 85 47 87 88 89 90 91 92 39 93 94 95 96 97 98 99 5x6 = 3x6 = 4x4 II 46-6-4 46-6-4 Plate Offsets(X,Y)- [2-0-3-7,0-3-21,128.0-2-0,0-1-121,130 Edge,0-3-81,[47 0-3-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1,15 TC 030 Vert(LL) 000 28 n/r 120 MT20 197/144 Snow(PF/Pg) 19.3/25.0 Lumber DOL 1.15 BC 027 Vert(CT) -000 29 n/r 120 TCDL 100 Rep Stress Incr YES WB 029 Horz(CT) 000 30 n/a n/a BCLL 00 BCDL 100 a Code IBC2015ITP12014 Matrix-S Weight,233 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No.2 except end verticals WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2x4 SPF No 2 WEBS 1 Row at midpt 16-42 SLIDER Left 2x4 SPF No 2 1-10-14 REACTIONS. All bearings 46-64. (lb)- Max Horz 2=133(LC 15) Max Uplift All uplift 100 Ib or less at joint(s)30,2,43,44,45,46,48,49,50, 51,52,53,54,41,40,38,37,36,35,34,33,32,31 Max Grav All reactions 250 Ib or less at loint(s)except 30=286(LC 128),2=333(LC 60),42=326(LC 117),43=332(LC 116),44=330(LC 115),45=330(LC 114), 46=330(LC 113),48=330(LC 112),49=330(LC 111),50=330(LC 110),51=328(LC 109),52=337(LC 108),53=304(LC 107),54=396(LC 106),41=332(LC 118), 40=330(LC 119),38=330(LC 120),37=330(LC 121),36=330(LC 122),35=330(LC 123),34=330(LC 124),33=329(LC 125),32=333(LC 126),31=297(LC 127) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 13-14=-107/269,14-15=-117/298,15-16=-126/324,16-17=-126/317,17-18=-117/274, 28-30=-269/75 WEBS 1642=-270/4,1543=-275/119,14-44=-272177,1345=-273/69,1246=-275/70, 1148=-276170,1049=-278/70,8-50=-279/70,7-51=-280/68,6-52=-285/76, 5-53=-273/48,4-54=-321/142,17-41=-275/117,18-40=-272/78,19-38=-273/69, 20-37=-275/70,22-36=-276/70,23-35=-278/70,24-34=-279/70,25-33=-280/69, 26-32=-283/85 OF NEGy Y NOTES- � JP'N GA'90/ 0 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf;h=25ft,B=45ft,L=24ft,eave=2ft,Cat II,Exp B,enclosed,MWFRS(directional)and C-C Comer(3)-0-10-8 to 2-1-8,Exterior(2)2-1-8 to 25-9-2,Comer(3)25-9-2 to 28-9-2 , zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions r (c shown,Lumber DOL=1.60 plate grip DOL=1 60 n 6 W 3)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry m Z Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 2 4)TCLL.ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25.0 psf(ground snow),Pf=19.3 psf(flat (P roof snow:Lumber DOL=1 15 Plate DOL=1 15),Category II,Exp B,Partially Exp;Ct=1 1 5)Unbalanced snow loads have been considered for this design. RP� 6)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 19 3 psf on overhangs �FESSI ON non-concurrent with other live loads 7)All plates are 2x4 MT20 unless otherwise indicated. July 10,2019 r ntinuous bottom chord beann . ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev 10/03/2015 BEFORE USE '° Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI7 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingiey Rdge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718208 3597OR2_Building_B_Roof T01GE Common Supported Gable 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12.47.10 2019 Page 2 ID r4VZ9EIMzARStpQYPCOEBCzFrOL-X32e4X731 EByuYNOccbcnq-j3N3OLjz7NCgvlPyzo9V NOTES- 9)Gable studs spaced at 2-0-0 oc 10)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 11)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)30,2,43,44,45,46,48,49,50,51,52,53,54,41,40, 38,37,36,35,34,33,32,31. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2 14)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015'BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabricator,storage,delivery,erection and bracing of trusses and truss systems,see ANSirrPI1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718209 3597OR2_Building_B_Roof T02 Common 22 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12:47:13 2019 Page 1 ID r4VZ9EIMzARStpQYPCOEBCzFrOL-xekntZ9xK9aX1?5zH18JPTcAEawgYzaZ3A2avlyzo9S Or10 8 12-1-6 17-8-4 23-3-2 , 28-10-0 344-14 39-11-12 46-6-4 47012 0-10 6-6-8 5-6-14 5-6-14 5-6 14 5-6-14 5-6-14 5-6-140-10- Scale=178 4 3 75 12 5x6 = 6 27 26 8x824 25 5 7 28 29 8x8 4 8 23 30 3 9 21 22 31 32 01 2 1011 0 Z O 4x10 = 33 20 34 19 35 18 17 36 16 37 15 14 38 13 39 12 40 4x10 = o 2x4 II 6x6 = 4x8 = 6x6 = 2x4 II 6-6-8 12-1-6 17-8-0 23-3-2 28-10-0 34 4-14 39-11-12 46-6 4 6-6-8 5-6-14 5-6-14 5-6-14 5-6-14 5-6-14 5-6-14 6-6-a Plate Offsets(X,Y)-- (4:0-4-0,0-4-81,18.0-4-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 056 Vert(LL) -043 15-16 >999 240 MT20 197/144 Snow(PI`/Pg) 19 3/25 0 Lumber DOL 1.15 BC 0.91 Vert(CT) -073 15-16 >760 180 TCDL 100 Rep Stress[nor YES WB 075 Horz(CT) 021 10 n/a n/a BCLL 00 Code IBC2015/TP12014 Matnx-S Weight*251 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x6 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins BOT CHORD 2x6 SPF 2100F 1.8E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except, 14-18:2x6 SPF No.2 2-2-0 oc bracing.17-19,13-15. WEBS 2x4 SPF No 2 WEBS 1 Row at midpt 7-16,5-16 REACTIONS. (Ib/size) 2=1873/0-5-8,10=1873/0-5-8 Max Horz 2=-79(LC 14) Max Uplift 2=-146(LC 16),10=-146(LC 16) Max Grav 2=2391(LC 2),10=2391(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-6049/447,3-4=-5483/447,4-5=-4682/425,5-6=-3830/399,6-7=-3830/399, 7-8=-4682/425,8-9=-5483/447,9-10=-6049/447 BOT CHORD 2-20=-371/5630,19-20=-371/5630,17-19=-315/5173,16-17=-246/4406,15-16=-247/4406, 13-15=-317/5173,12-13=-372/5630,10-12=-372/5630 WEBS 6-16=-108/1807,7-16=-1201/129,7-15=0/651,8-15=-959/89,B-13=0/430,9-13=-578/60, 9-12=0/341,5-16=-1201/129,5-17=0/651,4-17=-959/89,4-19=0/430,3-19=-578/60, 3-20=0/341 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind,ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft;L=24ft;eave=6ft;Cat II,Exp B,enclosed;MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-B,Interior(1)2-1-8 to 23-3-2,Extenor(2)23-3-2 to 26-3-2 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 OF NEW 3)TOLL'ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow);Pf=19 3 psf(flat roof snow-Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp B;Partially Exp;Ct=1 1 ��Q'� JP�1 GAgC-� 0 4)Unbalanced snow loads have been considered for this design 9 5)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 19 3 psf on overhangs non-concurrent with other live loads 6)All plates are 4x4 MT20 unless otherwise indicated r [[ 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. n { IJU 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide (A LU will fit between the bottom chord and any other members 2 Z 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)2 and 10 This connection Is for uplift only and does not consider lateral forces ��A �D.080091 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads R�FES SI July 10,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE ` Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall n building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Aiexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718210 35970R2_Building_B_Roof T02GE Common Supported Gable 6 1 Job Reference(optional) Universal Component Corp., East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc. Tue Jul 09 12:47.15 2019 Page 1 ID r4VZ9EIMzARStpQYPC0EBCzFrOL-tOsX7EBCsmgE_JFMPAAnUuhbH0pT00vsXUXg_cyzo9Q 10- 7-2-14 14-5-12 5-4 -10-8 7-2-14 7-2-14 10- 4x4 = Scale=150 2 6 22 23 5 7 12 00 12 21 24 4 8 20 25 3 9 19 26 10 c 2 110 27 18 28 17 29 16 30 15 31 14 32 13 33 12 34 3x8 14-5-12 14-5-12 Plate Offsets(X,Y)-- [2:Edge,0-0-7],[10•Edge,0-0-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) 000 10 n/r 120 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 013 Vert(CT) -0.00 10 n/r 120 TCDL 100 Rep Stress Incr YES WB 018 Horz(CT) 000 10 n/a n/a BCLL 00 ' Cade IBC2015/TP12014 Matnx-S Weight 75 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing OTHERS 2x4 SPF No 2 WEDGE Left 2x4 SPF No.2,Right 2x4 SPF No 2 REACTIONS. All bearings 14-5-12 (lb)- Max Horz 2=-182(LC 12) Max Uplift All uplift 100 Ib or less at jolnt(s)2,10,16,17,18,14,13,12 Max Grav All reactions 250 Ib or less atjoint(s)except 2=299(LC 40),10=299(LC 48),15=314(LC 60),16=331(LC 59),17=333(LC 58),18=312(LC 57),14=331(LC 61),13=333(LC 62),12=312(LC 63) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown WEBS 5-16=-282/122,4-17=-284/134,3-18=-273/133,7-14=-282/122,8-13=-284/134, 9-12=-273/133 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf;h=25ft;B=45ft;L=24ft,eave=2ft,Cat ll;Exp B,enclosed,MWFRS(directional)and C-C Corner(3)-0-10-8 to 2-1-8,Extenor(2)2-1-8 to 7-2-14,Comer(3)7-2-14 to 10-2-14 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1 60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as perANSI/TPI 1. OF NEW 4)TCLL ASCE 7-10;Pr-30 0 psf(roof live load-Lumber DOL=1 15 Plate DOL=1 15);Pg=25.0 psf(ground snow),Pf=19.3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15);Category Il;Exp B;Partially Exp;Ct=1 1 ��Q'� JPN GAR y0,p 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19 3 psf on overhangs .9 non-concurrent with other live loads 71 6)All plates are 1x4 MT20 unless otherwise indicated 7)Gable requires continuous bottom chord bearingr IT- 8)Gable studs spaced at 2-0-0 oc. n ; nl Lu W 9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads t(1 10).This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide 7i will fit between the bottom chord and any other members 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10,16,17,18, �� �0.08 009 �lr 14,13,12 12)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along RGFES SI O the Top Chord and Bottom Chord,nonconcurrent with any other live loads July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE �� Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the budding designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bmcmg indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN51fTPI1 Quality Cnteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718211 3597OR2_Building_B_Roof T03 Common 11 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12 47 18 2019 Page 1 I D-r4VZ9E1MzARStpQYPCO EBCzFrOL-I bXfl G D48h Cprm_x41 kU6 WJ Ovb e_DDxIDSmLaxyzo9N 0 10 813-0-5 19-0-12 25-9-2 32-7-0 39-4-14 46-6-4 47 -2 0-10- 6-7-15 6 4-7 6 4-7 6 4-7 6-9-14 6-9-14 7-1-6 0-10- Scale=178 4 5x6 = 375 12 7 28 27 29 4x6 26 6 8 309 4x6 25 31 4 5 10 24 32 33 6x8 3 11 12 23 22 m 01 2 N 0 4x10 = 21 35 20 19 18 36 37 17 38 16 3915 40 14 41 13 2x4 6x6 = 4x8 = 5x6 = 6x8 = 4x6 = 6-7-15 13-0-5 19 4-12 25-9-2 32-7-0 39-4-14 46-6-4 6-7-15 6 4-7 6-4-7 6-4-7 6 9-14 6-9-14 7-1-6 Plate Offsets(X Y)-- T13-Edge,0-2-01,[14 0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 057 Vert(LL) -037 18-20 >999 240 MT20 1971144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 091 Vert(CT) -062 18-20 >895 180 TCDL 100 Rep Stress Incr YES W13 080 Horz(CT) 016 13 n/a n/a BCLL 00 BCDL 100 * Code IBC2015/TP12014 Matrix-S Weight 260 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-5-7 oc purlins, BOT CHORD 2x6 SPF 210OF 1 8E*Except* except end verticals. 16-19 2x6 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 SPF No 2*Except* - WEBS 1 Row at micipt 5-18,6-17,8-17 11-13 2x6 SPF No 2 REACTIONS. (Ib/size) 2=1873/0-5-8,13=1873/0-5-8 Max Horz 2=130(LC 15) Max Uplift 2=-147(LC 16),13=-146(LC 16) Max Grav 2=2391(LC 2),13=2391(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-6066/444,3-5=-5391/438,5-6=4449/412,6-7=-3449/379,7-8=-3457/375, 8-10=-3950/370,10-11=-3701/307,11-13=-2293/285 BOT CHORD 2-21=-432/5648,20-21=-432/5648,18-20=-366/5077,17-18=-284/4175,15-17=-240/3696, 14-15=-242/3448,13-14=-38/279 WEBS 3-21=0/352,3-20=-674/70,5-20=0/456,5-1B=-1097/102,6-18=01723,6-17=-1372/144, 7-17=-76/1513,B-17=-800/95,B-15=-45/277,10-15=-76/367,10-14=-7331146, 11-14=-210/3275 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=6ft,Cat II,Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 25-9-2,Exterior(2)25-9-2 to 28-9-2 zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions ! Of NE�/'/ shown;Lumber D0L=1 60 plate grip DOL=1.60 3)TCLL•ASCE 7-10,Pr--30 0 psf(roof live load Lumber D0L=1 15 Plate D0L=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat ��Q. ,JpA GR/gc�9 0 roof snow Lumber D0L=1 15 Plate D0L=1 15),Category 11;Exp B,Partially Exp.,Ct=1.1 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 19 3 psf on overhangs non-concurrent with other live loads 6)All plates are 44 MT20 unless otherwise Indicated 0 uJ 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads (it tU 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 2 -� will fit between the bottom chord and any other members,with BCDL=10 Opsf 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at 1t(s)2 and 13 This connection Is for �� �0.08009 uplift only and does not consider lateral forces AR 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along FES SI ON the Top Chord and Bottom Chord,nonconcurrent with any other live loads July 10,2019 ®WARNING-Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p/� building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing IV IiTek* is always required for stability and to prevent collapse with possible personal,iniury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see- ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718212 35970R2_Bullding_B_Roof T04 Common 7 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12.47 20 2019 Page 1 ID r4VZ9EIMzARStpQYPCOEBCzFrOL-E_fQAyFKgJSX448JBImyBxOKDPJRh7QbgmFRfgyzo9L 6-7-15 13-0-5 19-4-12 25-9-2 32-7-0 39=4-14 46-6-4 471-12 fi-7-15 6 4-7 64 6-9-14 6-9-14 7-1-6 0-10- Scale=1 77 8 5x6 = 3 75 12 5 25 4x4 24 26 4x4 4x6 8x8 % 23 4 6 27 7 22 28 4x4 3 8 ci 4x4 21 29 30 6x8 2 9 10 20 m 1Fe N N G 31 32 17 33 34 35 14 36 37 38 4x10 = 19 18 16 15 13 12 11 2x4 I 4x4 = 6x6 = 4x4 = 4x8 = 5x6 = 4x4 = 6x8 = 4x6 = 6-7-15 13-0-5 19-4-12 25-9-2 32-7-0 39-4-14 46-6-4 6-7-15 6-4-7 64 6-0-7 6-9-14 6-9-14 7-1-6 Plate Offsets(X Y)-- [3 0-4-0;0-4-81,[11 Edge 0-2-0] [12'0-3-8,0-;-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 064 Vert(LL) -037 16-18 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 115 BC 091 Vert(CT) -0 62 1'6-18 >893 180 TCDL 100 Rep Stress Incr YES WB 080 Horz(CT) 016 11 n/a n/a BCLL 00 BCDL 100 * Code IBC2015/TPI2014 Matrix-S Weight'259 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins, BOT CHORD 2x6 SPF 2100F 1.8E*Except* except end verticals 14-17.2x6 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing WEBS 2x4 SPF No 2*Except* WEBS 1 Row at midpt 3-16,4-15,6-15 9-11,2x6 SPF No 2 REACTIONS. (Ib/size) 1=1807/0-5-8,11=1873/0-5-8 Max Horz 1=129(LC 15) Max Uplift 1=-111(LC 16),11=-146(LC 16) Max Grav 1=2302(LC 2),11=2393(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-6071/476,2-3=-5399/451,3-4=-4454/419,4-5=-3452/383,5-6=-3460/375, 6-8=-3952/374,8-9=-3703/310,9-11=-2294/286 BOTCHORD 1-19=-436/5671,18-19=-436/5671,16-18=-367/5085,15-16=-284/4180,13-15=-240/3699, 12-13=-242/3450,11-12=-38/279 WEBS 2-19=0/353,2-18=-691/93,3-18=0/457,3-16=-1100/107,4-16=0/725,4-15=-1375/144, 5-15=-79/1515,6-15=-800/95,6-13=-45/277,8-13=-76/368,8-12=-733/146, 9-12=-211/3277 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind,ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,B=45ft;L=24ft,eave=6ft,Cat II,Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 25-9-2,Exterior(2)25-9-2 to 28-9-2 zone,cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for ! OF NEIe. reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10,Pr=30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow),Pf=19 3 psf(flat �P JPN GAC � 0 roof snow,Lumber DOL=1.15 Plate DOL=1 15),Category II,Exp B,Partially Exp,Ct=1 1 , ,9 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads0 Lu LIJ 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide (ft will fit between the bottom chord and any other members,with BCDL=10 Opsf 2� 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 and 11 This connection Is for uplift only and does not consider lateral forces ��A 41,0•08009" 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads Fess�GNP July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE � Design valid for use only with M,Tek®connectors This design,s based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall A building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSirrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Sw,ngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718213 35970R2_Building_B_Roof T05 Common 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Tue Jul 09 12 47 21 2019 Page 1 ID r4VZ9E1MzARStpQYPCOEBCzFrOL-IADoOIGzRcaOiEjVIQHBj9xbFpjyQIGlvQ_?BGyzo9K 3-7-11 7-2-14 10-10-1 3-7-11 3-7-3 3-7-3 3-7- 4x4 = Scale=149 7 3 12 00 12 10 11 1x4 9 12 1x4 2 4 8 13 7 14 5 1 I1 m 0 15 16 3x8 II 6 3x8 II 3x8 = 7-2-14 14-5-12 7-2-14 7-2-14 Plate Offsets(X Y)-- [1 Edge 0-0-7] [5 Edge 0-0-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft. Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 031 Vert(LL) -025 1-6 >673 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 070 Vert(CT) -031 1-6 >546 180 TCDL 100 Rep Stress Incr YES WB 013 Horz(CT) 001 5 n/a n/a BCLL 00 BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight*62 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing WEBS 2x4 SPF No 2 WEDGE Left 2x6 SPF No 2,Right 2x6 SPF No 2 REACTIONS. (Ib/size) 1=550/0-5-8,5=550/0-5-8 Max Horz 1=-170(LC 12) Max Uplift 1=-34(LC 14),5=-34(LC 14) Max Grav 1=701(LC 2),5=701(LC:2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-777/123,2-3=-606/164,3-4=-606/164,4-5=-777/123 BOT CHORD 1-6=-27/502,5-6=-9/471 WEBS 3-6=-128/471 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind•ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf;h=25ft,B=45ft;L=24ft;eave=4ft;Cat ll,Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10;Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow);Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category II,Exp B;Partially Exp;Ct=1 1 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads OF NE►N 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �V y will fit between the bottom chord and any other members ��Q� SpA GA% 6)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atlt(s)1 and 5.This connection is for .9 uplift only and does not consider lateral forces 7)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads r [C r7 c tIU Z ZN�O 0.0809 ��C? AR�FEssl July 10,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p _ building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718214 35970R2_Buildmg_B_Roof T06 Roof Special Girder 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12 47 23 2019 Pagel ID:r4VZ9E/MzARStpQYPCOEBCzFrOL-eZKYp_HDzEg6yYsutrJfpaOw'2cNrubyl MkT6G8yzo91 3-7-11 7-2-14 10-6-12 13-10-10 16-11-0 3-7-11 3-7-3 3-3-14 3-3-14 3-0-6 4x4 = Scale=1 51 0 3 14 12 00 12 13 3x6 // 3x6 4 2 15 12 5x8 = 4x4 11 NAILED 6 18 11 19 10 20 9 21 8 2223 3x8 11 7 1x4 II 5x10 = 40 = 1x4 II 4x4 = NAILED 3-7-11 7-2-14 10-6-12 13-10-10 16-11-0 3-7-11 3-7-3 3-3-14 3-3-14 3-0-6 Plate Offsets(X Y)-- [1 Edge 0-0-7] [5 0-5-4,0-2-81,[6*Edge 0-3-81 [10.0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 035 Vert(LL) -009 8-9 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 080 Vert(CT) -015 8-9 >999 180 TCDL 100 Rep Stress Incr NO WB 037 Horz(CT) 003 7 n/a n/a BCLL 00 BCDL 100 Code IBC2015/TP12014 Matrix-S Weight.82 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 5-6 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left 2x4 SPF No 2 REACTIONS. (Ib/size) 7=655/0-5-8,1=656/Mechanical Max Horz 1=180(LC 9) Max Uplift 7=-41(LC 10),1=-40(LC 10) Max Grav 7=832(LC 2),1=835(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-1022/70,2-3=-764/137,3-4=-755/139,4-5=-1197/90,6-7=-292/37 BOT CHORD 1-11=-23/638,10-11=-23/638,9-10=0/802,8-9=-106/2225,7-8=-98/2218 WEBS 2-11=0/327,2-10=-271/106,3-10=-127/675,4-10=-554/117,4-9=0/558,5-9=-1468/118, 5-7=-2144/104 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6.Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat 11,Exp B,enclosed;MWFRS(directional);cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL.ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category ll;Exp B,Partially Exp,Ct=1 1,Lu=50-0-0 4)Provide adequate drainage to prevent water ponding pF NE(N 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads y 6).This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide QN GA%, O,A� will fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)7 This connection is for uplift only r— and and does not consider lateral forces W 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along tSI LU the Top Chord and Bottom Chord,nonconcurrent with any other live loads 7N 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 12)"NAILED"indicates 3-10d(0 148"x3")or 3-12d(0.148"x3.25")toe-nails For more details refer to MITek's ST-TOENAIL Detail. ��A �O,080CI 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) "OFFS S1 ONP LOAD CASE(S) Standard July 10,2019 ontintip. on nage ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 1010312015 BEFORE USE �s Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall , building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718214 35970R2_Building_B_Roof T06 Roof Special Girder 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Tue Jul 09 12 47.23 2019 Page 2 ID r4VZ9E1MzARStpQYPCOEBCzFrOL-eZKYp_HDzEg6yYsutrJfpaOw?cNrubylMkT6GByzo91 LOAD CASE(S) Standard 1)Dead+Snow(balanced) Lumber Increase=l 15,Plate Increase=1 15 Uniform Loads(plf) Vert 1-3=-58,3-5=-58,5-6=-58,1-7=-20 Concentrated Loads(lb) Vert 22=1(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE �� Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718215 35970R2_Building_B_Roof T07 Roof Special 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 09 12.47 24 2019 Page 1 ID r4VZ9E1MzARStpQYPC0EBCzFrOL-7luxOJlrkXyz2: R4QZruLnZOVOkAdxQBb0Dfobyzo9H 3-7-11 7-2-14 13-3-2 16 11-0 3-7-11 3-7-3 6-0-4 3-7-14 4x4 = Scale=1 50 7 3 X 14 6x6 = 4x6 = 5 115 16 CP 17 9 8 18 7 19 3x8 11 6 4x8 = 4x4 = 4x6 = 4x4 II 7-2-14 13-3-2 16 11-0 7-2-14 6-0-4 3-7-14 Plate Offsets(X Y)-- fl•Edge 0-0-7] 14:0-3-0 0-3-41'f6 Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 069 Vert(LL) -026 1-9 >777 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 073 Vert(CT) -034 1-9 >587 180 TCDL 100 Rep Stress Incr YES WB 080 Horz(CT) 002 6 n/a n/a BCLL 00 BCDL 100 Code IBC2015/TP12014 Matrix-S Weight 73 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(4-7-0 max) 4-5 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left 2x4 SPF No 2 REACTIONS. (Ib/size) 6=656/0-5-8,1=656/Mechanical Max Horz 1=187(LC 13) Max Uplift 6=-41(LC 14),1=-40(LC 14) Max Grav 6=835(LC 2),1=835(LC 2) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-960/133,2-3=-782/171,3-4=-856/127,4-5=-1556/176,5-6=-789/107 BOT CHORD 1-9=-102/615,7-9=-212/1612 WEBS 3-9=-66/570,4-9=-1162/229,4-7=-595/143,5-7=-197/1644 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft;Cat 11;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Interior(1)13-3-2 to 16-9-4 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL•ASCE 7-10,Pr-30 0 psf(roof live load-Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category 11,Exp B,Partially Exp,Ct=1.1,Lu=50-0-0,Min flat roof snow load governs OF NEW 4)Provide adequate drainage to prevent water ponding 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. JPN GAR�'� 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 9 will fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 r [[ 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT attt(s)6 This connection is for uplift only n W and does not consider lateral forces (Sl 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along ZN the Top Chord and Bottom Chord,nonconcurrent with any other live loadsA. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord ;0 10 , 0.08 O0g� V 9�FESSI�NP July 10,2019 -- ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718216 3597OR2_Building_B_Roof T08 Roof Special 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 09 12:47 25 2019 Page 1 ID r4VZ9ElMzARStpQYPCOEBCzFrOL-bxSJEfJTVr4gBrOH_GM7u?5C_Q30MSBKg2yCK1yzo9G 3-7-11 7-2-14 12-7-10 16-11-0 3-7-11 3 7-3 5 4-12 4-3-6 4x4 = Scale=1 50 7 3 12 00 12 13 1x4 14 12 15 2 11 5x6 = 4x6 = 5 10 16 17 rn N 18 9 8 19 7 20 3x8 11 6 3x8 = 4x4 = 4x6 = 44 II 7-2-14 12-7-10 16-11-0 7-2-14 5 4-12 4-3-6 Plate Offsets(X,Y)-- [1-Edge,0-0-71,[4.0-1-12,0-3-0],[6 Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 058 Vert(LL) -0.25 1-9 >789 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 073 Vert(CT) -0.34 1-9 >590 180 TCDL 100 Rep Stress Incr YES WB 051 Horz(CT) 002 6 n/a n/a BCLL 00 * Code IBC2015/TPI2014 Matrix-S Weight 75 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(5-0-4 max) 4-5 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left 2x4 SPF No 2 REACTIONS. (lb/size) 6=656/0-5-8,1=656/Mechanical Max Horz 1=195(LC 13) Max Uplift 6=-41(LC 14),1=-40(LC 14) Max Grav 6=835(LC 2),1=835(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-959/135,2-3=-781/173,3-4=-833/132,4-5=-1235/150,5-6=-789/120 BOT CHORD 1-9=-133/615,7-9=-177/1272 WEBS 3-9=-86/596,4-9=-852/187,4-7=-555/134,5-7=-162/1349 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE,7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf;h=25ft;B=45ft,L=24ft;eave=4ft,Cat 11;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Intenor(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Interior(1)12-7-10 to 16-9-4 zone;cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL ASCE 7-10;Pr-30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow);Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15),Category 11,Exp B;Partially Exp;Ct=1 1,Lu=50-0-0;Min flat roof snow load governs OF NEIw, 4)Provide adequate drainage to prevent water ponding 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads ���� JP,r1 GAil ' 0 6)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 9 will fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 r— a (r 9)One RT4 USP connectors recommended to connect truss to beanng walls due to UPLIFT at jt(s)6 This connection is for uplift only n W and'does not consider lateral forces m W 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along ZN C? the Top Chord and Bottom Chord,nonconcurrent with any other live loads 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 0.08009" ROFess%0 V July 10,2019 ®WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN511TP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718217 35970R2_Buildmg_B_Roof T09 Roof Special 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Tue Jul 09 12 47 26 2019 Page 1 I D.r4VZ9E1MzARStpQYPC0EBCzFrOL-38OhR?K5G9Chp?bTYztMQCePAgPe5yhU2iimtTyzo9F 3-7-11 7-2-14 , 12-0-2 16-11-0 3-7-11 3-7-3 4-9 4 4-10-14 4x4 = Scale=1 50 7 3 12 00 12 13 14 1x4 12 15 2 5x6 = 4x4 = 11 5 10 16 17 18 0 19 9 8 20 7 21 3x8 11 6 3x8 = 4x4 = 4x4 = 4x4 II 7-2-1412 9-0-2 16-11-0 7-2-14 4- -4 4-10-14 Plate Offsets(X,Y)— [1:Edge,0-0-7),[4.0-2-4,0-3-0),16 Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 049 Vert(LL) -025 1-9 >803 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 073 Vert(CT) -034 1-9 >594 180 TCDL 100 Rep Stress Incr YES WB 037 Horz(CT) 002 6 n/a n/a BCLL 00 * Code ISC2015TTP12014 Matrix-S Weight 76 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(5-1-5 max) 4-5 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left-2x4 SPF No 2 REACTIONS. (Ib/size) 6=656/0-5-8,1=656/Mechanical Max Horz 1=203(LC 13) Max Uplift 6=-42(LC 14),1=-39(LC 14) Max Grav 6=835(LC 2),1=835(LC 2) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 1-2=-958/137,2-3=-781/175,3-4=-813/136,4-5=-1046/140,5-6=-785/131 BOT CHORD 1-9=-162/615,7-9=-164/1072 WEBS 3-9=-106/625,4-9=-688/165,4-7=-518/131,5-7=-145/1168 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft,L=24ft,eave=4ft,Cat Il,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Interior(1)12-0-2 to 16-9-4 zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL•ASCE 7-10;Pr-30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow);Pf=19 3 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15),Category Il,Exp B,Partially Exp.,Ct=1.1,Lu=50-0-0,Min.flat roof snow load governs OF NE�/ 4)Provide adequate drainage to prevent water ponding y 5)This truss has been designed for a 10 0 psf bottom chord live load nonrwncurrent with any other live loads ��P� J04 GAA? 0 6)*This truss has been designed for a live load of 20 Opsf on,the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 9)One RT4 USP connectors recommended to connect truss to beanng walls due to UPLIFT at jt(s)6 This connection Is for uplift only C7 f W and does not consider lateral forces fC1 LUZ 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 'LN 1 the Top Chord and Bottom Chord,nonconcurrent with any other live loads 11)Graphical purlln representation does not depict the size or the onentatlon of the purlln along the top and/or bottom chord 0.08009 L ROFFS si°tJP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev 10103/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Jab Truss Truss Type Qty Ply Building B Roof 137718218 3597OR2_Building_B_Roof T10 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 0912:47 28 2019 Page 1 ID:r4VZ9EIMzARStpQYPCOEBCzFrOL-?W8RshLMomTO2JIsfOvgWdlkQd59ZsGn WOBsxMyzo9D 3-7-117-2-14 11-4-10 , 16-11-0 3-7-11 4-1-12 5 6-6 4x4 = Scale=1 50 7 3 12 00 12 13 14 1x4 \\ 12 15 5x_6 = 4x4 = 2 5 11 16 17 18 10 r cb , 1 19 9 8 20 7 21 3x8 11 6 3x8 = 4x4 = 4x4 = 4x4 II 7-2-14 1114-10 16-11-0 7-2-14 4-1-12 5 6-6 Plate Offsets(X Y)-- [l Edge,0-0-7),[4 0-2-4,0-3-0),[6 Edge,0-3-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 057 Vert(LL) -0.24 1-9 >819 240 MT20 197/144 Snow(Pf/Pg) 19.3/25.0 Lumber DOL 1.15 BC 072 Vert(CT) -0.33 1-9 >599 180 TCDL 100 Rep Stress Incr YES WB 030 Horz(CT) 001 6 n/a n/a BCLL 00 Code IBC2015ITP12014 Matrix-S Weight 78 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-9-5 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(5-0-6 max) 4-5. WEBS 2x4 SPF No 2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing WEDGE Left-2x4 SPF No 2 REACTIONS. (Ib/size) 6=656/0-5-8,1=656/Mechanical Max Horz 1=211(LC 13) Max Uplift 6=-45(LC 11),1=-38(LC 14) Max Grav 6=835(LC 2),1=835(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-958/139,2-3=-781/178,3-4=-795/148,4-5=-918/137,5-6=-779/142 BOTCHORD 1-9=-189/616,7-9=-161/937 WEBS 3-9=-127/656,4-9=-600/155,4-7=-484/132,5-7=-138/1041 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind-ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6.Opsf,h=25ft;B=45ft;L=24ft,eave=4ft;Cat ll;Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 7-2-14,Exterior(2)7-2-14 to 10-2-14,Interior(1)11-4-10 to 16-9-4 zone,cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip D0L=1 60 3)TCLL•ASCE 7-10,Pr-30.0 psf(roof live load,Lumber D0L=1.15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15),Category II;Exp B;Partially Exp;Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs OF NE►N 4)Provide adequate drainage to prevent water ponding �. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loadsJ04 GARC/ 0 6).This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members � 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift attolnt(s)1. _r 1 (L 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT attt(s)6 This connection Is for uplift only n „ W and does not consider lateral forces (Sl � 10)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 11)Graphical purlln representation does not depict the size or the orientation of the purlin along the top and/or bottom chord ��A �O.0$009 ROFEss10 V July 10, 019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design,s based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall n n building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` ,s always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Budding Component 16023 Svnngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718219 35970R2_Building_B_Roof T11 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12.47:29 2019 Page 1 ID r4VZ9E1MzARStpQYPCOEBCzFrOL-TIig31M_Z4bFgTK2D6Q32rGtM1RSIJuwIgwQToyzo9C 3-7-11 7-2-14 10-9-2 16-11-0 3-7-11 3-7-3 3-6-4 6-1-14 44 = Scale=1 50 7 3 12 00 12 13 14 1x4 �� 12 15 6x6 = 4x6 = 5 2 DOI 15:Z] CRI 11 16 17 10 v 1 16 9 B 7 19 6 3x8 11 3x8 = 44 = 44 = 44 II 7-2-1410-9-2 i 6-11-0 7-2-14 3-6-4 6-1-14 Plate Offsets(X Y)-- [1-Edge 0-0-7] [4 0-3-0 0-3-41 [6:Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 0.68 Vert(LL) -0.24 1-9 >839 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 0.72 Vert(CT) -033 1-9 >607 180 TCDL 100 Rep Stress Incr YES WB 028 Horz(CT) 0.01 6 n/a n/a BCLL 0.0 BCDL 100 Code IBC2015/TP12014 Matnx-S Weight 80 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(4-7-10 max):4-5 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left:2x4 SPF No.2 REACTIONS. (Ib/size) 6=656/0-5-8,1=656/Mechanical Max Horz 1=219(LC 13) Max Uplift 6=-61(LC 11),1=-38(LC 14) Max Grav 6=835(LC 2),1=835(LC 2) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-958/142,2-3=-781/180,3-4=-781/162,4-5=-823/137,5-6=-774/153 BOT CHORD 1-9=-216/617,7-9=-164/838 WEBS 3-9=-150/692,4-9=-558/152,4-7=-451/136,5-7=-137/945 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasil=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft;L=24ft,eave=4ft,Cat 11,Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Intenor(1)10-9-2 to 16-9-4 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 3)TCLL.ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19.3 psi(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category Il;Exp B;Partially Exp,Ct=1.1,Lu=50-0-0,Min.flat roof snow load governs ! pF NEW 4)Provide adequate drainage to prevent water ponding v y 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads � JQ,N GAgC� O,A� 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atloint(s)1 r Q 9)One RT4 USP connectors recommended to connect truss to beanng walls due to UPLIFT at jt(s)6.This connection is for uplift only n W and does not consider lateral forces m 10)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 'L the Top Chord and Bottom Chord,nonconcurrent with any other live loads (P 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord �OA VO.08009 ROFEss%°tJP July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not �s a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718220 35970R2-Building-.B-Roof T12 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Tue Jul 0912:47.31 2019 Page 1 ID r4VZ9E1MzARStpQYPCOEBCzFrOL-P5paUjNE4hrzvmTQLXTX7GL9Ar7HmDFDC_PXYhyzo9A 3-7-11 7-2-14 10-1-10 16-11-0 3-7-11 3-7-3 2-10-12 6-9-6 4x4 = Scale=1 50 7 3 14 12 00 12 i3 6x6 = 4x6 = 1x4 \\ 5 12 154�1 5Z:I 1541 2 15 16 17 1 10 v 1 18 9 8 7 19 3x8 11 6 3xB = 4x4 = 4x4 = 4x4 II 0- 8 7-2-14 10-1-10 16-11-0 0- -8 7-2-6 2-10-12 6-9-6 Plate Offsets(X Y)-- [1:Edge 0-0-7] [4.0-2-0 0-3-41 [6*Edge 0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 085 Vert(LL) -022 1-9 >900 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 0.70 Vert(CT) -031 1-9 >647 180 TCDL 10.0 Rep Stress Incr YES WB 029 Horz(CT) 001 6 ri n/a BCLL 00 BCDL 10.0 Code IBC2015[TP12014 Matnx-S Weight,83 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(3-5-6 max.) 4-5. WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 6=651/0-5-8,1=651/04-9 Max Horz 1=226(LC 13) Max Uplift 6=-77(LC 11),1=-36(LC 14) Max Grav 6=829(LC 2),1=829(LC 2) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-941/141,2-3=-769/181,3-4=-761/177,4-5=-740/139,5-6=-763/164 BOT CHORD 1-9=-240/599,7-9=-171/752 WEBS 3-9=-174/717,4-9=-552/155,4-7=-411/145,5-7=-140/857 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft;L=24ft,eave=4ft;Cat Il;Exp B;enclosed,MWFRS(directional)and C-C Exterior(2)0-2-5 to 3-2-5,Interior(1)3-2-5 to 7-2-14,Extenor(2)7-2-14 to 10-1-10 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate gnp DOL=1 60 3)TCLL:ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow,Lumber DOL=1 15 Plate DOL=1 15),Category II;Exp B;Partially Exp;Ct=1.1,Lu=50-0-0;Min flat roof snow load governs ! OF NEW 4)Provide adequate drainage to prevent water ponding. v y 5)This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads ��P� JPN GA/�C� 0 6)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)6 and 1 This connection is for uplift only and does not consider lateral forces. r- CC 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along n � the Top Chord and Bottom Chord,nonconcurrent with any other live loads (t1 � 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 'L ��OA �0.08009 Z� R�FEs sli, July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Mexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718221 3597OR2_Building_13_Roof T22 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Tue Jul 09 12.47.32 2019 Page 1 ID r4VZ9ElMzARStpQYPCOEBCzFrOL-ulNyi2Osr?zgXw2duE-mgTuStETIUKMRd9447yzo99 3-7-11 7-2-14 10-7-4 14-6 4 3-7-11 3 7-3 3-4-6 3-11-0 4x4 = Scale=150 7 3 13 12 00 12 12 6x6 = 4x4 = 1x4 \\ 11 14 5 2 15 16 1 9 4 v 1 17 8 18 7 19 3x8 16 3x8 = 4x4 = 2x4 II 7-2-1410-7-4 14-6-4 7-2-14 3-4-6 3-11-0 Plate Offsets(X Y)- f1:Edge 0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 034 Vert(LL) -022 1-8 >771 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 068 Vert(CT) -030 1-8 >572 180 TCDL 100 Rep Stress Incr YES WB 017 Horz(CT) 001 6 n/a n/a BCLL 00 BCDL 100 * Code IBC2015/TPI2014 Matrix-S Weight 74 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.) 4-5. WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 6=555/0-5-8,1=555/0-5-8 Max Horz 1=221(LC 13) Max Uplift 6=-41(LC 11),1=-31(LC 14) Max Grav 6=707(LC 2),1=707(LC 2) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-779/131,2-3=-608/172,3-4=-592/154,4-5=-468/118,5-6=-666/146 BOT CHORD 1-8=-215/501,7-8=-134/483 WEBS 3-8=-135/458,4-7=-472/135,5-7=-128/686 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft;L=24ft,eave=4ft,Cat Il;Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Intenor(1)3-2-12 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Interior(1)10-7-4 to 14-4-8 zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL-ASCE 7-10;Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow,Lumber DOL=1.15 Plate DOL=1.15),Category II,Exp B,Partially Exp,Ct=1 1,Lu=50-0-0,Min.flat roof snow load governs OF NE►N 4)Provide adequate drainage to prevent water ponding Y 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads P� JP,N GAgC/ 0 6)*This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)6 and 1.This connection is for uplift only and does not consider lateral forces r- a (C 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along n W the Top Chord and Bottom Chord,nonconcurrent with any other live loads (f1 W 9)Graphical purlin representation does not depict the size or the orientabon of the purlin along the top and/or bottom chord. NCO ti0.08009 A9GFEssilio \. July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and Is for an Individual building component,note a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse wrath possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718222 3597OR2_Building_B_Roof T23 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 09 12 47.34 2019 Page 1 I D•r4VZ9E1MzARStpQYPC OEBCzFrOL-ggVj6kQ6NcDYm EC?OfOEI uzoz290zchfuxeB90yzo97 --10- 3-7-11 7-2-14 11-2-12 14-6-4 10- 3-7-11 3-7-3 3-11-14 3-3-8 4x4 = Scale=1 50 9 4 12 13 12 00 12 1x4 \\ 11 14 6x6 4x4 = = 3 6 5 16 10 r m M 2 17 9 18 8 19 7 3x8 II 3x8 = 4x4 = 2x4 II 7-2-14 11-2-12 14-6-4 7-2-14 3-11-14 3-3-8 Plate Offsets(X,Y)-- 12.Edce,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL(roof) 300 Plate Grip DOL 1 15 TC 037 Vert(LL) -022 2-9 >786 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 115 BC 067 Vert(CT) -029 2-9 >592 180 TCDL 100 Rep Stress Incr YES WB 018 Horz(CT) 001 7 n/a n/a BCLL 0.0 ' Code IBC2015rrP12014 Matnx-S Weight 73 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(6-0-0 max),5-6 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 7=553/0-5-8,2=622/0-5-8 Max Horz 2=221(LC:13) Max Uplift 7=-35(LC 14),2=-68(LC 14) Max Grav 7=704(LC 2),2=799(LC 2) FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-793/121,3-4=-601/160,4-5=-605/134,5-6=-483/107,6-7=-6691132 BOT CHORD 2-9=-186/491,8-9=-125/503 WEBS 4-9=-101/449,5-8=-501/136,6-8=-125/723 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,13=45ft,L=24ft,eave=4ft;Cat. ll,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Intenor(1)11-2-12 to 14-4-8 zone;cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1 60 3)TCLL:ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate D0L=1 15);Pg=25.0 psf(ground snow),Pf=19.3 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15),Category Il,Exp B,Parbally Exp.;Ct=1.1,Lu=50-0-0,Min.flat roof snow load governs of: NEW 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19.3 psf on overhangs �. non-concurrent with other live loadsJp,N GARC� 0 5)Provide adequate drainage to prevent water pond � ing 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members r y (C 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)7 and 2.This connection is for n W uplift only and does not Consider lateral forces. Z 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 'L the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord ;0 10 �0.08009 V R�FESS10NP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN51rrP11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Mexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718223 3597OR2_Building_B_Roof T24 Roof Special 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Tue Jul 09 12 47 35 2019 Page 1 ID r4VZ9E1MzARStpQYPCOEBCzFrOL-It35K4R18wLPOOnCaMXT16WyYSVai31p7bNkhSyzo96 -10- 3-7-11 7-2-14 11-10-4 14-6-4 10- 3-7-11 3-7-3 4-7-6 2-8-0 4x4 = Scale=1 50 9 4 12 13 12 00 12 1x4 \\ 11 14 3 6x6 = 4x4 = ER 6 10 15 u� 2 2 16 9 17 8 18 3x8 17 3xB = 4x4 = 2x4 II 7-2-14 11-10-4 14-6-4 7-2-14 4-7-6 2-8-0 Plate Offsets(X Y)-- [2 Edge 0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 045 Vert(LL) -022 2-9 >771 240 MT20 1971144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 067 Vert(CT) -029 2-9 >587 180 TCDL 100 Rep Stress Incr YES WB 019 Horz(CT) 001 7 n/a n/a BCLL 00 BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight 71 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.)-5-6. WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEDGE Left-2x6 SPF No 2 REACTIONS. (Ib/size) 7=553/0-5-8,2=622/0-5-8 Max Horz 2=213(LC 13) Max Uplift 7=-34(LC 14),2=-69(LC 14) Max Grav 7=704(LC 2),2=799(LC 2) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-793/119,3-4=-601/158,4-5=-626/123,5-6=-500/102,6-7=-676/113 BOT CHORD 2-9=-157/491,8-9=-116/526 WEBS 4-9=-81/443,5-8=-5421139,6-8=-123/769 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind'ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft;Cat II;Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Interior(1)11-10-4 to 14-4-8 zone,cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TOLL-ASCE 7-10,Pr--30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1.15);Category Il;Exp B;Partially Exp.,Ct=1.1,Lu=50-0-0,Min flat roof snow load governs OF NE W 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19 3 psf on overhangs non-concurrent with other live loads �,<Q- JPN GAR�'i 0,9� 5)Provide adequate drainage to prevent water ponding , y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * t, will fit between the bottom chord and any other members r b cc 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)7 and 2 This connection is for n W uplift only and does not consider lateral forces. m Z 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 'L the Top Chord and Bottom Chord,nonconcurrent with any other live loads. (P 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord �OA �O.08009 ROFEs sI°tJP July 10,2019 ®WARNING-Venfy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an individual building component,nott• a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718224 3597OR2_Building_B_Roof T25 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 09 12.47 37 2019 Page 1 ID r4VZ9EIMzARStpQYPCOEBCzFrOL-EFBrImS?gXb7dhxahnaxNXbGpFBOAy15aysrlKyzo94 10- 3-7-11 7-2-14 12-5-12 14-6 4 -10- 3-7-11 3-7-3 5-2-14 4x4 = Scale=1 51 2 4 12 12 00 12 13 1x4 \\ 11 14 3 4x4 = 5x6 = 10 15 8 r, 19 N 2 16 9 17 8 18 3x8 I 7 3x8 = 4x4 = 2x4 II 7-2-14 12-5 12 14-6-4 , 7-2-14 5-2-14 2-0-8 Plate Offsets(X Y)- [2•Edge 0-0-7] [5:0-1-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.22 2-9 >758 240 MT20 197/144 Snow(Pf/Pg) 19.3/25 0 Lumber DOL 1.15 BC 0.68 Vert(CT) -029 2-9 >583 180 TCDL 100 Rep Stress Incr YES WB 020 Horz(CT) 001 7 n/a n/a BCLL 00 BCDL 100 Code IBC2015/TP12014 Matrix-S Weight 69 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 5-6 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 7=553/0-5-8,2=622/0-5-8 Max Horz 2=206(LC 13) Max Uplift 7=-33(LC 14),2=-70(LC 14) Max Grav 7=704(LC 2),2=799(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-793/118,3-4=-601/156,4-5=-649/119,5-6=-514/98,6-7=-686/92 BOT CHORD 2-9=-128/491,8-9=-110/552 WEBS 4-9=-63/438,5-8=-595/151,6-8=-127/826 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind.ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf;h=25ft;B=45ft,L=24ft,eave=oft,Cat. II,Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Intenor(1)12-5-12 to 14-4-8 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1.60 3)TCLL•ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1 15),Category ll,Exp B,Partially Exp.,Ct=1.1,Lu=50-0-0;Min flat roof snow load governs pF NE�y 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19 3 psf on overhangs non-concurrent with other live loads ,r\Q� JpN GAl 0 5)Provide adequate drainage to prevent water ponding , y ,F 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. � 7).This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * t will fit between the bottom chord and any other members r s (C 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)7 and 2 This connection is for n 1 W uplift only and does not consider lateral forces. ft1 9)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along 2 the Top Chord and Bottom Chord,nonconcurrent with any other live loads 10)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord 0.08009 FESSI OtJP�' July 10,2019 ®WARNING-Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718225 35970R2_Building_B_Roof T26 Roof Special 2 1 Job Reference o bona) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12 47 38 2019 Page 1 I D:r4VZ9E1MzARStpQYPCOEBCzFrOL-i RkDy6TdRr)_FrW n FV5AwkBQHf W DvP?FpZcOl nyzo93 10- 3-7-11 7-2-14 13-1-4 14-6-4 -10- 33 7-11 3-7-3 5-10-6 1-5 0 44 = Scale=1 51 3 4 12 1200 12 1x4 \\ 11 13 3 4x4 = 10 6x8 = 6 6 2 15 9 16 8 3x8 I I 17 7 3x8 = 2x4 II 6x6 = 7-2-14 13-1 7-2-14 5-10-6 1-5 0 Plate Offsets(X Y)-- [2.Edge,0-0-7),[5.0-2-12,0-3-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 061 Vert(LL) -023 2-9 >747 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 0.68 Vert(CT) -029 2-9 >582 180 TCDL 100 Rep Stress Incr YES WB 022 Horz(CT) 001 7 n/a n/a BCLL 00 BCDL 100 Code IBC2015/TP12014 Matrix-S Weight 68 Ib FT=20% LUMBER- EIRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max):5-6 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEDGE Left,2x6 SPF No 2 REACTIONS. (Ib/size) 7=553/0-5-8,2=622/0-5-8 Max Horz 2=198(LC 13) Max Uplift 7=-33(LC 14),2=-70(LC 14) Max Grav 7=704(LC 2),2=799(LC 2) FORCES. (lb)-Max Camp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-793/116,3-4=-601/155,4-5=-673/116,5-6=-519/95,6-7=-699/61 BOT CHORD 2-9=-98/491,8-9=-111/580 WEBS 4-9=-45/433,5-9=-275/161,5-8=-676/186,6-8=-141/900 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,B=45ft;L=24ft,eave=4ft,Cat II,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Intenor(1)13-1-4 to 14-4-8 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces 8i MWFRS for reactions,shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL:ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1.15),Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1 15),Category 11,Exp B;Partially Exp;Ct=1.1,Lu=50-0-0,Min.flat roof snow load governs of NEIN 4)This truss has been designed for greater of min roof live load of 12.0 psf or 100 times flat roof load of 19.3 psf on overhangs Y non-concurrent with other live loads P� JPN GA ��� 5)Provide adequate drainage to prevent water ponding y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members r— n [[ 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at 1t(s)7 and 2 This connection is for n W uplift only and does not consider lateral forces. ftt ' W 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 10)Graphical purlln representation does not depict the size or the orientation of the purlin along the top and/or bottom chord N�OA �O.08009", ��C? V 9�FESSI�NP July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse wrath possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrrPl1 Quality Criteria,DSB-89 and BCS1 Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718226 35970R2_Building_B_Rocf T27 Common 3 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 0912:47 39 2019 Page 1 I D:r4VZ9EIMzARStpQYPC OE BCzFr9 L-Ael cAS U FCBrgs75zpCcPSyh gi3s3 eumO2 DLyq Dyzo92 10- 3 7-11 7-2-14 10-10-1 14-6 4 10-B3-7-3 3-7-3 3-B-3 4x4 = Scale=149 9 4 10X12 12 00 121x4 \\ 9382IT 15 3x8 I I 7 4x6 I 3x8 = 7-2-14 14-6-4 7-2-14 7-3-6 Plate Offsets(X Y)-- f2 Edge 0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 031 Vert(LL) -025 6-7 >666 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 070 Vert(CT) -031 6-7 >537 180 TCDL 100 Rep Stress Incr YES WB 012 Horz(CT) 001 6 n/a n/a BCLL 00 BCDL 10.0 Code IBC2015lrP12014 Matnx-S Weight 63 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEBS 2x4 SPF No 2 WEDGE Left:2x6 SPF No 2,Right 2x6 SPF No 2 REACTIONS. (Ib/size) 2=619/0-5-8,6=549/0-5-8 Max Horz 2=178(LC 13) Max Uplift 2=-71(LC 14),6=-32(LC 14) Max Grav 2=795(LC 2),6=700(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-793/115,3-4=-602/154,4-5=-604/163,5-6=-776/122 BOT CHORD 2-7=-25/495,6-7=-5/473 WEBS 4-7=-126/476 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf;h=25ft;B=45ft;L=24ft,eave=4ft;Cat II;Exp B,enclosed;MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 10-2-14 zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL-ASCE 7-10,Pr=30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow);Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15);Category 11,Exp B;Partially Exp.,Ct=1.1 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19 3 psf on overhangs �l of- NE(/�/y non-concurrent with other live loads 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. ��Q' JPN GAR�'� 0 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide , .9 will fit between the bottom chord and any other members 7)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)2 and 6 This connection is for uplift only and does not consider lateral forces r" a CC 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along n ;, � the Top Chord and Bottom Chord,nonconcurrent with any other live loads m2 Z 0.080 �C? ROFESS1 July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE ' Design valid for use only with MTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718227 3597OR2_Buildmg_B_Roof T28 Roof Special 2 1 Job Reference(optional) Universal Componant Corp., East Haven,CT 06512 8 010 s Aug 112017 MTek Industries,Inc Tue Jul 09 12 47 412019 Page 1 ID r4VZ9E1MzARStpQYPCOEBCzFrOL-70QMa7VVkm5Y6JELwdetXNmt3tX36kghVXr2u6yzo90 - -10- 3-7-11 7-2-14 9-6-2 16-11-0 10- 33 7-11 3-7-3 2-3-4 7-4-14 44 = Scale=1.51 2 4 14 6x12 \\ 4x4 II 13 5 6 12 00 12 1x4 \\ 12 15 16 17 3 11 2 18 10 9 19 8 20 3x8 II 7 3x6 = 1x4 II 44 = 3x8 = 7-2-14 92 2 16-11-0 7-2-14 2-3-4 7-4-14 Plate Offsets(X Y)-- [2:Edge 0-0-7] [5:0-6-0,0-2-6],16 Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 089 Vert(LL) -0.24 7-8 >814 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 073 Vert(CT) -0.34 7-8 >585 180 TCDL 100 Rep Stress Incr YES WB 035 Horz(CT) 002 7 n/a n/a BCLL 00 BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight,88 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(4-10-14 max) 5-6 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE WEBS 1 Row at midpt 5-7 Left.2x6 SPF No 2 REACTIONS. (Ib/size) 7=647/0-5-8,2=716/0-5-8 Max Horz 2=243(LC 13) Max Uplift 7=-93(LC 11),2=-71(LC:14) Max Grav 7=824(LC 2),2=918(LC 2) FORCES. (lb)-Max Comp./Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-950/130,3-4=-758/169,4-5=-755/184,6-7=-323/90 BOT CHORD 2-10=-260/585,8-10=-178/685,7-8=-180/683 WEBS 4-10=-1811757,5-10=-588/155,5-8=-12/377,5-7=-793/151 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf;h=25ft,B=45ft:L=24ft,eave=oft,Cat 11,Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 9-6-2 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL•ASCE 7-10,Pr=30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow);Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category ll,Exp B;Partially Exp.,Ct=1.1,Lu=50-0-0;Min flat roof snow load governs. OF NS 4)This truss has been designed for greater of min roof live load of 12 0 psf or 100 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads Q- JPN GA 9C 0 5)Provide adequate drainage to prevent water ponding , y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at tt(s)7 and 2.This connection is for n W uplift only and does not consider lateral forces m Z 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 'L the Top Chord and Bottom Chord,nonconcurrent with any other live loads 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord OA �O.08009" V 9�FES SI GNP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing NliTek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUiPl1 Quality Criteria,OSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718228 3597OR2_Building_B_Roof T29 Roof Special 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc Tue Jul 09 12 47.42 2019 Page 1 ID r4VZ9E1MzARStpQYPCOEBCzFrOL-bD_koTW8V3DP1TpYUL964aJAbGtCr64gkBacRYyzo9? 10- 3-7-11 7-2-14 8-10-10 12-9-1 16-11-0 -10- 3-7-11 3-7-3 1-7-12 3-10-7 4-1-15 44 = Scale=150 9 4 14 5x6 = 2x4 II 4x4 = 7 13 XX3 541 1541 12 00 1215 16 17 18 1 x4 12 3 m 11 �1 2 19 10 20 9 21 22 23 8 3x8 11 3x8 = 5x8 = 4x4 = 7-2-14 8-10-10 16-11-0 7-2-14 1-7-12 8-0-6 Plate Offsets(X Y)-- [2•Edge 0-0-7] [9.0-4-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 033 Vert(LL) -0.27 8-9 >729 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 074 Vert(CT) -0.38 8-9 >520 180 TCDL 100 Rep Stress Incr YES WB 066 Horz(CT) 0.01 8 n/a n/a BCLL 00 ' Code IBC2015/TP12014 Matnx-S Weight.94 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(6-0-0 max) 5-7. WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEDGE Left-2x6 SPF No.2 REACTIONS. (Ib/size) 8=647/0-5-8,2=716/0-5-8 Max Horz 2=250(LC 13) Max Uplift 8=-108(LC 11),2=-70(LC 14) Max Grav 8=824(LC 2),2=918(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-949/128,3-4=-757/167,4-5=-682/181,5-6=-595/133,7-8=-284/48 BOT CHORD 2-10=-283/599,9-10=-182/609,8-9=-160/439 WEBS 4-10=-177/699,5-10=-586/139,6-9=-37/322,6-8=-754/186 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind,ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft;L=24ft,eave=oft,Cat Il,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 8-10-10 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1 60 3)TCLL•ASCE 7-10;Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow);Pf=19 3 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category ll,Exp B,Partially Exp;Ct=1.1,Lu=50-0-0,Min.flat roof snow load governs OF NS� 4)This truss has been designed for greater of min roof live load of 12.0 psf or 100 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads P JPM GAgC/ 0 5)Provide adequate drainage to prevent water ponding. 9 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * , will fit between the bottom chord and any other members,with BCDL=10.Opsf r TL 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT attt(s)8 and 2 This connection is for n W uplift only and does not consider lateral forces LU 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 2 the Top Chord and Bottom Chord,nonconcurrent with any other live loads 10)Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/Gr bottom chord NCO 0 �Q.08 V 90FFSs]ONP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall /� building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Jab Truss Truss Type Qty Ply Building B Roof 137718229 35970R2_Building_B_Roof T30 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12.4743 2019 Page 1 ID r4VZ9EIMzARStpQYPCOEBCzFrOL-3PY6?pXmGNLGLcOk22gLdorLrgCgaXY_zrKgzyzo9_ 10- 3-7-11 7-2-14 8-3-2 12-5-5 16-11-0 10- 3-7-11 3-7-3 1.0 4 4-2-3 4-5-11 4x4 = Scale=1 51 2 4 15 5x6 = 2x4 11 4x4 = 7 14 16 17 18 19 12 00 12 1x4 \\ 13 3 9 12 r, I if 2 rocc�d�l Al I I 20 11 21 10 9 22 23 24 3x6 I I 8 3x8 = 4x6 = 4x4 = 4x4 = 7-2-14 8-3-2, 16-11-0 7-2-14 1-0 4 8-7-14 Plate Offsets(X,Y)-- [2 Edge,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/clef] Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 036 Vert(LL) -033 8-10 >608 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 079 Vert(CT) -046 8-10 >429 180 TCDL 10.0 Rep Stress Incr YES WB 0.78 Horz(CT) 001 8 n/a n/a BCLL 00 Code IBC2015/TPI2014 Matnx-S Weight:98 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(6-0-0 max) 5-7 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or B-11-2 cc bracing WEDGE Left.2x6 SPF No 2 REACTIONS. (lb/size) 8=647/0-5-8,2=716/0-5-8 Max Horz 2=258(LC 13) Max Uplift 8=-122(LC 11),2=-69(LC 14) Max Grav 8=824(LC 2),2=918(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-950/125,3-4=-758/164,4-5=-640/185,5-6=-541/137,7-8=-286/53 BOT CHORD 2-11=-305/606,10-11=-196/572,8-10=-172/424 WEBS 4-11=-180/694,5-11=-666/125,5-10=-233/364,6-10=-39/281,6-8=-731/199 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind.ASCE 7-10,Vuit=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6.Opsf;h=25ft,B=45ft;L=24ft;eave=4ft,Cat 11;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 8-3-2 zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1 60 3)TCLL:ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25.0 psf(ground snow);Pf=19 3 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1 15),Category 11,Exp B;Partially Exp;Ct=1.1,Lu=50-0-0,Min flat roof snow load governs OF NE`N 4)This truss has been designed for greater of min roof live load of 12.0 psf or 100 times flat roof load of 19 3 psf on overhangs �. non-concurrent with other live loads P� JPN GAA? 0 5)Provide adequate drainage to prevent water ponding '9 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide * t will fit between the bottom chord and any other members,with BCDL=10.Opsf r b cc 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)8 and 2 This connection is for n W uplift only and does not consider lateral forces (t1 > 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points,along the Top Chord and Bottom Chord,nonconcurrent with any other live loads 10)Graphical purlm representation does not depict the size or the orientation of the purlin along the top and/or bottom chord N�OA �O.08009 ROFEssl°NP July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` ,is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply, Building B Roof 137718230 35970R2_Building_B_Roof T31 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12 47 44 2019 Page 1 ID:r4VZ9EIMzARStpQYPC0EBCzFrOL-Xb6VD9XO1 hU7zmzwblCa9?0Uu4VKJ737BV31UQyzo8z 10- 3-7-11 7-2-14 7-- 0 12-1-9 16-11-0 -10- 3-7-11 3-7-3 0 -2 4-5-15 4-9-7 5x6 // Scale=1 50 B 4 5x6 = 4x4 = 4x4 II 14 5d5 6 16 17 7 13 12 00 12 1x4 Q 12 3 rn r- 11 2 VXJ 18 10 9 19 20 21 8 3x8 11 4x6 = 4x4 = 3x8 = 7-7-10 16-11-0 7-7-10 9-3-6 Plate Offsets(X Y)-- (2'Edge,0-0-71,[4.0-2-8,Edge],[7 Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft Ud PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 047 Vert(LL) -052 8-9 >385 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 095 Vert(CT) -0.70 8-9 >284 180 TCDL 100 Rep Stress Incr YES WB 025 Horz(CT) 001 8 n/a n/a BCLL 00 * Code IBC2015frP12014 Matnx-S Weight:86 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2*Except* TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins, 4-5.2x6 SPF No 2 except end verticals,and 2-0-0 cc purlins(6-0-0 max) 5-7 BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing WEBS 2x4 SPF No 2 WEBS 1 Row at micipt 6-8 WEDGE Left-2x6 SPF No 2 REACTIONS. (Ib/size) 8=647/0-5-8,2=71610-5-8 Max Horz 2=267(LC 13) Max Uplift 8=-138(LC 11),2=-67(LC 14) Max Grav 8=828(LC 24),2=918(LC 2) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-945/120,3-4=-744/150,5-6=-485/136,7-8=-285/55 BOT CHORD 2-9=-324/609,8-9=-185/416 WEBS 6-8=-719/216 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6.Opsf;BCDL--6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft;Cat Il,Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 7-7-10 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10;Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1.15);Category ll,Exp B;Partially Exp.,Ct=1.1,Lu=50-0-0,Min flat roof snow load ! OF NS governs ` y 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19 3 psf on overhangs �QQ,N GggO� non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads * t 7)*This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide r— v OC will fit between the bottom chord and any other members,with BCDL=10 Opsf n ;, W 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at/t(s)8 and 2 This connection Is for m LU uplift only and does not consider lateral forces Y- 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loadsN�OA 0.08 10)Graphical purlln representation does not depict the size or the orientation of the purlln along the top and/or bottom chord RP� oFEss�oN July 10,2019 ®WARNING-Venfy,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse-th possible personal injury and property damage For general guidance regarding the fabncation,storage,delivery,erection and bran ang of trusses and truss systems,see ANSIRPII Quality Cnterla,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718231 35970R2_Building_B_Roof T32 Roof Special 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc. Tue Jul 09 12.47 46 2019 Page 1 ID r4VZ9EIMzARStpQYPCOEBCzFrOL-T_DFerZeYlkrC47JIAE2EQTrUuGkn?dQfpYpZJyzoBx 9-10-14 10- 3-3-15 6-7-7 9-0-3 7-1 16-11-0 10-8 3-3-15 3-3-8 2-4-12 -7- 7-0-2 64 Scale=152 9 6x8 = 4x4 II 5x6 = 6 2 8 4 19 its 17 12 00 12 1x4 16 3 15 14 2 23 13 12 24 11 25 10 26 27 9 3x8 11 4x4 = 1x4 111x4 II 4x4 = 3x8 = 6-7-7 9-0-3 9710-1¢ _ 16-11-0 6-7-7 2 4-12 0-10-1 7-0-2 Plate Offsets(X Y)- [2 Edge 0-0-71 [4.0-3-9 0-2-8] [5 0-5-4,0-3-121,[6,0-8-4,0-3-01,[8-Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 040 Vert(LL) -019 9-10 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 064 Vert(CT) -025 9-10 >786 180 TCDL 100 Rep Stress Incr YES WB 031 Horz(CT) 0.01 9 n/a n/a BCLL 00 BCDL 100 Code IBC2015frP12014 Matnx-S Weight:107 Ib FT=20% LUMBER- BRACING. TOP CHORD 2x6 SPF No 2*Except* TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins, 1-4.2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 4-5,6-7,7-8 BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No 2 WEBS 1 Row at midpt 7-9 WEDGE Left-2x6 SPF No.2 REACTIONS. (Ib/size) 9=647/0-5-8,2=716/0-5-8 Max Horz 2=265(LC 13) Max Uplift 9=-136(LC 11),2=-67(LC 14) Max Grav 9=824(LC 2),2=918(LC 2) FORCES. (lb)-Max Comp./Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-957/130,3-4=-783/167,4-5=-484/154,5-6=-436/100,6-7=-384/155,8-9=-316/82 BOT CHORD 2-13=-337/623,11-13=-207/522,10-11=-206/524,9-10=-204/530 WEBS 4-13=-24/282,7-10=0/475,7-9=-721/196 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind.ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,B=45ft;L=24ft;eave=4ft,Cat ll;Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 6-7-7,Extenor(2)6-7-7 to 9-10-14, Interior(1)9-10-14 to 16-9-4 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL ASCE 7-10,Pr-30.0 psf(roof live load-Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow);Pf=19 3 psf(flat roof snow-Lumber DOL=1.15 Plate DOL=1 15);Category 11,Exp B;Partially Exp,Ct=1 1,Lu=50-0-0;Min flat roof snow load OF NEW govems 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19.3 psf on overhangs PN GARC,/9 0 non-concurrent with other live loads 5)Provide adequate drainage to prevent water ponding 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7).This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r Q will fit between the bottom chord and any other members,with BCDL=10 Opsf C1 1 ii Lu One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)9 and 2.This connection is for ftl -.E Z uplift only and does not consider lateral forces. 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads N�OA �Q-08009 10)Graphical purlm representation does not depict the size or the orientation of the purlin along the top and/or bottom chord R�FEssIoNP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718232 3597OR2_Building_13_Roof T33 Roof Special 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12:47.48 2019 Page 1 I D.r4VZ9EIM7ARStpQYPCOEBCzFrOL-QNL?2Xbu4v_ZROHigbGXJrY7RhycFvfj671 wdCyzo8v 10- 2-7-6 5-2-6 7-7-2 9-7-10 0-6 6 16-11-0 10- 2-7-6 2-6 15 2 4-12 2-0-8 0-10-1 6-4-10 5x6 = Scale=151 2 6 19 5x8 = 4x4 I[ 5x8 = 8 5x6 = 18 4 20 21 17 12 00 12 16 1x4 \\ m 0 3 15 14 �1 2 22 13 23 1211 24 1025 26 27 3x8 I I 9 3x8 = 4x4 = 3x8 = 4x4 = 1x4 II 5-2-6 7-7-2 10-6-6 16-11-0 5-2-6 2 4-12 2-11-5 64-10 Plate Offsets(X Y)-- [2:Edge 0-0-71 [4 0-3-9 0-2-81,[5 0-5-4,0-1-121,p:0-5-4,0-2-81,[8-Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 063 Vert(LL) -017 9-10 >999 240 MT20 197/144 Snow(Pf/Pg) 19.3/25 0 Lumber DOL 1.15 BC 0.61 Vert(CT) -022 9-10 >898 180 TCDL 100 Rep Stress Incr YES WB 027 Horz(CT) 002 9 n/a n/a BCLL 00 BCDL 100 Code IBC20151TP12014 Matnx-S Weight,110 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, 5-6,6-7.2x6 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 4-5,7-8. BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No 2 WEBS 1 Row at micipt 7-9 WEDGE Left-2x6 SPF No 2 REACTIONS. (Ib/size) 9=647/0-5-8,2=716/0-5-8 Max Horz 2=258(LC 13) Max Uplift 9=-116(LC 11),2=-68(LC 14) Max Grav 9=824(LC 2),2=918(LC 2) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-964/125,3-4=-825/156,4-5=-528/138,5-6=-613/174,6-7=-760/219,8-9=-310173 BOT CHORD 2-13=-336/614,11-13=-241/624,10-11=-241/624,9-10=-191/536 WEBS 4-13=-44/320,5-10=-393/133,6-10=-213/771,7-10=-350/167,7-9=-726/177 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind,ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,B=45ft;L=24ft,eave=4ft;Cat II;Exp B,enclosed;MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 5-2-6,Extenor(2)5-2-6 to 10-6-6, Intenor(1)10-6-6 to 16-9-4 zone,cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces& MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL.ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1 15),Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category ll,Exp B,Partially Exp;Ct=1 1,Lu=50-0-0;Min flat roof snow load ! OF NEy� governs ` Y 4)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 19 3 psf on overhangs ��Q�,JPp1 GA/�C,9 O� non-concurrent with other live loads 5)Provide adequate drainage to prevent water ponding 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7).This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide t- z CL will fit between the bottom chord and any other members,with BCDL=10 Opsf n I W 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)9 and 2.This connection is for 1T J uplift only and does not consider lateral forces 2 9)This truss has been designed for a moving concentrated load of 250 Olb jive located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads N�oA �O.08009 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 9OFEssI°tJP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an individual building component,not truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek` ,s always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Budding B Roof 137718233 35970R2_Building_B_Roof T34 Roof Special 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12 47.49 2019 Page 1 ID r4VZ9EjMzARStpQYPC0EBCzFrOL-uZv0GtbXrD6Q3Xsu0Jnms35JK5KU_DxsLnnUAeyzoBu 10- 3-9 4 6-2-0 9-7-10 11-1-14 16-11-0 10- 3-9-4 2-4-12 3-5-10 1-6 4 5-9-2 44 = Scale=1 50 9 5 20 6x8 = 44 II 7 19 5x6 = 22 5x6 = 3 18 12 00 12 6 17 15 O 14 2 23 13 24 12 11 25 10 26 9 27 3x8 II 8 1x4 II 4x4 =4x4 = 3x8 = 1x4 II 44 = 3-9-4 6-2-0 9-7-10 111-1-14 , 16-11-0 3-9-4 2-4-12 3-5-10 1-6 4 5-9-2 Plate Offsets(X Y)- [2•Edge 0-0-7] [3 0-3-9 0-2-8] [6 0-5-4 0-3-4] p•Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 055 Vert(LL) -011 8-9 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 051 Vert(CT) -014 8-9 >999 180 TCDL 100 Rep Stress Incr YES WB 085 Horz(CT) 002 8 n/a n/a BCLL 00 BCDL 100 { Code IBC2015(rP12014 Matnx-S Weight:102 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-10-13 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 3-4,6-7 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 8=647/0-5-8,2=716/0-5-8 Max Horz 2=252(LC 13) Max Uplift 8=-93(LC 11),2=-70(LC 14) Max Grav 8=824(LC 2),2=918(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-988/122,3-4=-770/149,4-5=-736/179,5-6=-712/205,7-8=-306/68 BOT CHORD 2-13=-281/592,12-13=-281/589,10-12=-261/781,9-10=-173/531,8-9=-171/533 WEBS 3-13=0/307,3-12=-38/402,4-12=-296/76,4-10=-510/136,5-10=-204/748,6-9=0/363, 6-8=-753/158,6-10=-359/130 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind,ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft,B=45ft,L=24ft,eave=4ft,Cat Il,Exp B;enclosed,MWFRS(directional)and C-C Exterior(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 3-9-4,Exterior(2)3-9-4 to 11-1-14, Intenor(1)11-1-14 to 16-9-4 zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces &MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1.60 3)TCLL ASCE 7-10;Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1 15);Category II;Exp B,Partially Exp.,Ct=1.1,Lu=50-0-0,Min flat roof snow load �! OF NEW Y governs. ` �V 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19 3 psf on overhangs ��Q• ,JP 1 GggC/9 0 non-concurrent with other live loads 5)Provide adequate drainage to prevent water ponding 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members (� 4 V LU� 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at 1t(s)8 and 2 This connection Is for fT1 uplift only and does not consider lateral forces 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads N�OA �O.0 S 009 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord R oFEssIoN July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrfPl1 Quality Criteria,DSB-89 and BC51 Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718234 35970R2_Building_B_Roof T35 Roof Special 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc. Tue Jul 09 12 47 512019 Page 1 I D:r4VZ9E1MzARStpQYPC0EBCzFrOL-gy18hYdnNgMBJr7GWkgExUAgcv7ESFn9o5GaEXyzoBs 10- 214 42 4-8-14 9-7-10 11-9-6 16-11-0 -10- 2-4-2 2-4-12 4-10-12 2-1-12 5-1-10 4x4 = Scale=1 51 2 5 19 6x6 = 4x4 = 7 18 17 2021 6x6 = 5x6 = 12 00 12 3CP 15 14 cg 2 n 61 cash 2213 23 12 11 10 24 g 25 3x8 II 8 1x4 II 4x4 = 4x6 = 3x8 = 4x4 = 2x4 II 2 4-2 r 9-7-- 2-1 16-11-0 410 6 5-1-102-4-2 28-12 12 Plate Offsets(X Y)-- [2:Edge 0-0-7] [3 0-3-9 0-2-B] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 050 Vert(LL) -008 10-12 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 049 Vert(CT) -012 10-12 >999 180 TCDL 100 Rep Stress Incr YES WB 038 Horz(CT) 001 8 n/a n/a BCLIL 00 BCDL 100 Code IBC20151TPI2014 Matrix-S Weight*95 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purims, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(5-8-2 max.) 3-4,6-7. WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEDGE Left,2x6 SPF No 2 REACTIONS. (Ib/size) 8=647/0-5-8,2=716/0-5-8 Max Hort 2=244(LC 13) Max Uplift 8=-68(LC 11),2=-71(LC 14) Max Grav 8=824(LC 2),2=918(LC 2) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-9821116,3-4=-1036/161,4-5=-787/158,5-6=-706/184,6-7=-538/134, 7-8=-775/165 BOT CHORD 2-13=-269/594,12-13=-269/592,10-12=-278/1062,9-10=-154/550 WEBS 3-13=-59/267,3-12=-81/714,4-12=-457/117,4-10=-686/165,5-10=-142/634, 6-10=-286/119,6-9=-504/161,7-9=-139/773 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6.Opsf,BCDL=6 Opsf,h=25ft;13=45ft,L=24ft,eave=4ft;Cat 11;Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)-0-10-8 to 4-8-14,1ntenor(1)4-8-14 to 9-7-10,Extedor(2)9-7-10 to 11-9-6 zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10;Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25.0 psf(ground snow),Pf=19.3 psf(flat �! of NEIe,Y roof snow-Lumber DOL=1 15 Plate DOL=1.15),Category II;Exp B,Partially Exp,Ct=1 1,Lu=50-0-0;Min flat roof snow load V �V governs �Q. Jp<A GAgci O,p 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1 00 times flat roof load of 19 3 psf on overhangs C9 , 9 non-concurrent with other live loads 5)Provide adequate drainage to prevent water ponding 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads r IL 7).This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide C1 S w will fit between the bottom chord and any other members fB 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atit(s)8 and 2.This connection is for 2 uplift only and does not consider lateral forces 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along SOA 0.08 the Top Chord and Bottom Chord,nonconcurrent with any other live loads 10)Graphical purlln representation does not depict the size or the orientation of the purlin along the top and/or bottom chord FES S1 O� July 10,2019 ®WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718235 3597OR2_Building_B_Roof T36 Roof Special Girder 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12:47 53 2019 Page 1 ID r4VZ9EIMzARStpQYPCOEBCzFrOL-mK8u6EelvRcrY99fd8siOvG0eihSwAFSGPIhJPyzoBq 0-11-1 --10- 3-3-13 6-5-11 &7-10 12-4-14 16-11-0 -10-8 2-0-12 3-1-15 3-1-15 2-9-4 0.11-1 4x4 Scale=1 54 5 = 6 20 19 3x6 /i 6x6 = 4x4 = 8 5 21 4x4 = 18 12;0 12 4x8 = 0 3 �116 2 22 23 3x8 II 15 14 24 1312 25 11 26 10 27 9 1x4 II 4x4 = 4x4 = 3x8 = 44 = 20 II NAILED NAILED 44 = 11-13-3-13 6-5-11 9-7-10 12-4-14 16-11-0 -11-1 2 4-12 3-1-15 3-1-15 2-9 4 4-6-2 Plate Offsets(X Y)-- 12:Edge,0-0-71,(3.0-6-4,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 047 Vert(LL) -0.05 9-10 >999 240 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 115 BC 050 Vert(CT) -008 13-14 >999 180 TCDL 100 Rep Stress Incr NO WB 031 Horz(CT) 002 9 n/a n/a BCLL 00 ' Code IBC20151TP12014 Matnx-S Weight 96 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-4-15 cc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 cc purlins(4-7-6 max) 3-4,7-8. WEBS 20 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left-2x6 SPF No.2 REACTIONS. (Ib/size) 9=652/0-5-8,2=737/0-5-8 Max Horz 2=236(LC 9) Max Uplift 9=-51(LC 7),2=-100(LC 10) Max Grav 9=829(LC 2),2=941(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-937/50,3-4=-1565/107,4-5=-1123/92,5-6=-738/137,6-7=-727/137,7-8=-561/86, 8-9=-786/73 BOT CHORD 2-15=-162/498,14-15=-160/503,13-14=-106/1633,11-13=-87/759,10-11=-54/576 WEBS 3-15=-30/263,3-14=-88/1282,4-14=-601/71,4-13=-942/105,5-13=-0/525, 5-11=-527/117,6-11=-130/694,7-11=-270/80,7-10=-534/77,8-10=-45/817 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph,TCDL=6.Opsf;BCDL=6 Opsf;h=25ft,B=45ft,L=24ft,eave=4ft,Cat Il;Exp B;enclosed;MWFRS(directional),cantilever left and right exposed;end vertical left and right exposed,Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10;Pr=30 0 psf(roof live load-Lumber DOL=1.15 Plate DOL=1.15),Pg=25.0 psf(ground snow),Pf=19.3 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15),Category II;Exp B,Partially Exp,Ct=1 1,Lu=50-0-0 or- NEW 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19.3 psf on overhangs non-concurrent with other live loads � JPN GAR�'� 0,�� 5)Provide adequate drainage to prevent water ponding '9 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7)`This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide * /, will fit between the bottom chord and any other members. f- ► CC 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s)9 and 2.This connection is for n i tl LLl uplift only and does not consider lateral forces. m 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 'L the Top Chord and Bottom Chord,nonconcurrent with any other live loads 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord �6A N0.0811) 009 12) In hie LOADdicates CASE(S)1Od section,to ds)or 2-12d(0 148"X3 appl d o the face of he truss are noted as frrontoe-nails.For more tls(F)or back((IBr to ;k's ST-TOENAIL Detail R�FEs s1 ONP� LOAD CASE(S) Standard / July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an,individual budding component,not • a truss system Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swmgley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718235 35970R2_Building_B_Roof T36 Roof Special Girder 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 0912:47.53 2019 Page 2 ID r4VZ9EIMzARStpQYPCOEBCzFrOL-mK8u6Ee1vRcrY99fd8slOvGOeihSwAFSGPIhJPyzoBq LOAD CASE(S) Standard 1)Dead+Snow(balanced)-Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert.1-3=-58,34=-58,4-6=-58,6-7=-59,7-8=-59,2-9=-20 Concentrated Loads(lb) Vert-14=-30(B)22=3(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Addibonal temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Budding Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute„218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718236 35970R2_Building_B_Roof T37 Roof Special 1 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MiTek Industries,Inc. Tue Jul 09 12 47 54 2019 Page 1 I D:r4VZ9 E1 MzARStpQYP COEBCzFrOL-E W I GJ affgl kiAJ krBsNxZ6o Er6_rfeBcV3U Frryzo8 p -Q-10-a 3-7-11 7-2-14 10-10-1 13-8-12 1,4-6 4 10- 3-7-11 3-7-3 3 7-3 2-10-11 -9-8 4x4 = Scale=1 513 4 13 14 12 00 12 1x4 \ 12 15 1x4 3 5 11 16 4x4 = 44 = 6 717 c� 2 1" I 1810 19 9 3x8 I I 820 3x8 = 2x4 II 44 = 7-2-14 13-8-12 1,4-6-4 7-2-14 6-5-14 -9-8 Plate Offsets(X Y)-- [2 Edge 0-0-7] [6,0-2-0,0-341 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 031 Vert(LL) -024 2-10 >708 240 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 069 Vert(CT) -0.30 2-10 >567 180 TCDL 10.0 Rep Stress Incr YES WB 021 Horz(CT) 001 8 n/a n/a BCLL 00 BCDL 100 Code IBC2015/TP12014 Matnx-S Weight*65 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No 2 except end verticals,and 2-0-0 oc purlins(6-0-0 max) 6-7 WEBS 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left 2x6 SPF No 2 REACTIONS. (Ib/size) 8=553/0-5-8,2=622/0-5-8 Max Horz 2=190(LC 13) Max Uplift 8=-33(LC 14),2=-71(LC 14) Max Grav 8=704(LC 2),2=799(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-795/117,3-4=-603/156,4-5=-601/150,5-6=-755/116,6-7=-569/51,7-8=-732/50 BOT CHORD 2-10=-70/494,9-10=-53/487 WEBS 4-10=-113/472,6-9=-564/138,7-9=-91/843 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind*ASCE 7-10;VuIt=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=4ft,Cat. Il;Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)-0-10-8 to 2-1-8,Intenor(1)2-1-8 to 7-2-14,Extenor(2)7-2-14 to 10-2-14,Interior(1)13-8-12 to 14-4-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL:ASCE 7-10;Pr-30.0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1.15);Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1 15),Category 11;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0,Min.flat roof snow load governs pF NEW 4)This truss has been designed for greater of min roof live load of 12 0 psf or 1.00 times flat roof load of 19.3 psf on overhangs y non-concurrent with other live loads P� JPN GARc/ 5)Provide adequate drainage to prevent water ponding '9 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * , will fit between the bottom chord and any other members, r CL 8)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s)8 and 2.This connection is for n W uplift only and does not consider lateral forces fn >` Z 9)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along 2 the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord N�oA �Q.08009 ROPESsIotJP�' July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall wt building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIIfP111 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718237 3597OR2_Building_B_Roof V01 Valley 2 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12:47.55 2019 Page 1 I D.r4VZ9EjMzARStpQYPCOEBCzFrOL-ijGfWwgIR3sZnSJ21ZuA6KLPuW QD07VIjiEoN lyzc8o 5-4-6 10-8-12 5-4-6 5-4-6 44 = Scale=1 351 3 10 11 1x4 II 1x4 II 12 00 12 2 4 9 12 13 8 5 1 0 0 4x4 // 14 7 15 6 16 4x4 \\ 1x4 II 1x4 If 0- -4 10-8-12 0--4 10-8-8 Plate Offsets(X Y)-- 13.0-2-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 029 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 19.3/25.0 Lumber DOL 1.15 BC 029 Vert(CT) n/a n/a 999 TCDL %0 Rep Stress Incr YES WB 007 Horz(CT) 000 5 n/a n/a BCLIL 00 BCDL 100 Code IBC2015/TP12014 Matnx-S Weight:36 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 10-8-4. (lb)- Max Horz 1=-113(LC 12) Max Uplift All uplift 100 Ib or less at loint(s)except 6=-115(LC 14),7=-115(LC 14) Max Grav All reactions 250 Ib or less at loint(s)except 1=305(LC 35),5=305(LC 39),6=426(LC 24),7=429(LC 23) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown WEBS 4-6=-321/207,2-7=-321/207 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft;L=24ft,eave=4ft,Cat Il;Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)0-4-4 to 3-4-4,Intenor(1)34-4 to 5-4-6,Exterior(2)5-4-6 to 84-6 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate gnp DOL=1.60 3)TCLL:ASCE 7-10,Pr=30 0 psf(roof live load-Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow);Pf=19 3 psf(flat roof snow,Lumber DOL=1.15 Plate DOL=1.15);Category II,Exp B,Partially Exp.;Ct=1.1 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10 OpsfF NE 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 Ib uplift at joint 6 and 115 Ib uplift at ° joint 7 �,<Q` JPN GARci 0 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along '9 the Top Chord and Bottom Chord,nonconcurrent with any other live loads. m w 0.080 v ROFEss,i July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with M7i ek®connectors This design Is based only upon parameters shown,and is for an individual building component,note a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718238 3597OR2_Building_B_Roof V02 Valley 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc. Tue Jul 09 12.47.56 2019 Page 1 ID r4VZ9E1MzARStpQYPCOEBCzFrOL-BvglkGhwCM_QPcuEIHPPeXuZ5wn87bNuyMzLvkyzo8n 3-4-6 6-8-12 3-4-6 3-4-6 Scale 1/2"=1' 4x4 = 2 Z�12 6 3 `r Y o •o a a 2x4 // 7 1x4 41 8 2x4 0-0-4 6-8-12 0-0-4 6-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 033 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 025 Vert(CT) n/a n/a 999 TCDL 100 Rep Stress Incr YES WB 003 Horz(CT) 0.00 3 n/a n/a IBCLL 0.0 BCDL 100 i Code IBC2015frP12014 Matrix-S Weight:21 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=141/6-8-4,3=141/6-8-4,4=191/6-8-4 Max Horz 1=-68(LC 12) Max Uplift 1=-28(LC 14),3=-28(LC 14) Max Grav 1=313(LC 33),3=313(LC 35),4=365(LC 38) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind,ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6.Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft,Cat ll;Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)zone,cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 3)TCLL:ASCE 7-10,Pr--30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1-15),Category Il,Exp B;Partially Exp.,Ct=1.1 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6).This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 Ib uplift at joint 1 and 28 Ib uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads �! QF N E CSP JJPA GAR C/ O�'� r b CL n , LU z 2 �0.08009� A9�FES SI SNP July 10,2019 ®WARNING-Van&design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev.10/03/2015 BEFORE USE ' Design valid for use only wth MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIriPit Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Insbtute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718239 3597OR2_Building_B_Roof V03 Valley 2 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12 47 57 2019 Page 1 ID r4VZ9EIMzARStpQYPCOEBCzFrOL-f5OPxciYzg6H1mTQs__weBlQoeJ6Es282B0jvSAyzo8m 1412-8-12 - 14-6 14-6 4x4 = Scale=1 9 6 2 12 00 12 5 4 3 1 V T ro 0 0 6 2x4 /i 2x4 \\ 0-O4 2-8-12 0-0-4 2-8-8 Plate Offsets(X Y)— [2:0-2-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 008 Vert(LL) n/a - n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 019 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 000 3 n/a n/a BCLL 00 BCDL 100 Cade IBC2015/TPI2014 Matrix-S Weight.6 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins. BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 1=79/2-8-4,3=79/2-8-4 Max Horz 1=-23(LC 12) Max Uplift 1=-5(LC 14),3=-5(LC 14) Max Grav 1=291(LC 33),3=291(LC 35) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft;eave=4ft,Cat II;Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)zone;cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate gnp D0L=1 60 3)TCLL:ASCE 7-10;Pr-30.0 psf(roof live load.Lumber DOL=1 15 Plate D0L=1 15);Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow:Lumber DOL=1.15 Plate D0L=1 15);Category II;Exp B,Partially Exp;Ct=1.1 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 Ib uplift at joint 1 and 5 Ib uplift at joint 3 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads �! OF N E y �JPN GAlc 0 71 r I <b CC m y w z 0.080 v ROPESS1°NP July 10,2019 AL WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an individual building component,not �s a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB49 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718240 359702_Building_B_Roof VO4 GABLE 1 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 1112017 MITek Industries,Inc Tue Jul 09 12 47 59 2019 Page 1 ID:r4VZ9EIMzARStpQYPCOEBCzFrOL-bU W9MH1oUH N?G4cp_Pz6GAW677oZKwOLeKC?W3yzo8k 3-1-0 7-1-0 11-1-0 14-2-0 3-1-0 4 0-0 4-0-0 3-1.0 4x4 = Scale=1 44.9 4 15 16 12 00 12 3 5 14 17 2 6 13 \\ 18 1 ��7 v O -O a o 4x4 // 19 12 20 11 21 10 22 9 23 8 24 4x4 \\ 3- 1-0 11-1-0 14-2-0 3-1-0 8-0-0 3-1 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 021 Vert(LL) n/a - hire 999 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 020 Vert(CT) hire - n/a 999 BCLL TCDL 10 0 Rep Stress Incr YES WB 014 Horz(CT) 000 7 n/a n/a BCDL 100 * Code IBC2015/TPI2014 Matrix-S Weight:61 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No 2 OTHERS 2x4 SPF No 2 REACTIONS. All bearings 14-2-0. (lb)- Max Horz 1=-151(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s)1,11,12,9,8 Max Grav All reactions 250 Ib or less atjoint(s)except 1=301(LC 37),7=301(LC 43),10=318(LC 52),11=320(LC 51),12=364(LC 50),9=320(LC 53),8=364(LC 54) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown WEBS 3-11=-279/115,2-12=-302/158,5-9=-279/115,6-8=-302/158 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf;BCDL=6 Opsf,h=25ft,13=45ft,L=24ft;eave=4ft,Cat II;Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)0-4-4 to 3-1-0,Intenor(1)3-1-0 to 7-1-0,Extenor(2)7-1-0 to 10-1-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1 60 3)TCLL-ASCE 7-10;Pr-30 0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1115);Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow:Lumber DOL=1-15 Plate DOL=1.15),Category Il,Exp B,Partially Exp.,Ct=1 1 4)All plates are 1x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide OF NS W will fit between the bottom chord and any other members y 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)1,11,12,9,8 ��P� JPN GAR�'� D,p� 9)This truss has been designed for a moving concentrated load of 250 OIb live located at all mid panels and at all panel points along .y the Top Chord and Bottom Chord,nonconcurrent with any other live loads C7 W m uJ a �0.08009N ��C? v 9OFEssiioNP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE � Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent braung M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718241 35970R2_Building_B_Roof V05 Valley 1 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12 48 00 2019 Page 1 ID r4VZ9E1MzARStpQYPCOEBCzFrOL-3g4YadkQFbVsuEB'IX6ULpN2GVX7S304Ut_xZ2Vyzo81 6-5-8 12-11-0 6-5-8 6-5-8 4x4 = Scale=1 44 3 3 /F'-2lx4 12 1x4 II 4 13 14 5 1 V n Y o -o 0 6 4x4 /i 15 8 16 7 17 6 18 4x4 \\ 1x4 I I 1x4 11 1x4 11 0-Q 4 12-11-0 0- 4 12-10-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 030 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 029 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 012 Horz(CT) 000 5 n/a n/a BCLI- 00 BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight 49 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing OTHERS 2x4 SPF No 2 REACTIONS. All bearings 12-10-8. (lb)- Max Horz 1=-137(LC 12) Max Uplift All uplift 100 Ib or less at toint(s)7 except 6=-130(LC 14),8=-130(LC 14) Max Grav All reactions 250 Ib or less attoint(s)except 1=314(LC 35),5=314(LC 39),7=300(LC 45),6=437(LC 24),8=438(LC 23) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown WEBS 4-6=-324/211,2-8=-324/212 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft,L=24ft,eave=4ft;Cat II,Exp B;enclosed,MWFRS(directional)and C-C Extenor(2)04-4 to 3-4-4,Interior(1)3-4-4 to 6-5-8,Extenor(2)6-5-8 to 9-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip D0L=1 60 3)TCLL:ASCE 7-10,Pr-30.0 psf(roof live load-Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow);Pf=19 3 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1 15);Category 11,Exp B,Partially Exp.;Ct=1.1 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10 Opsf 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atloint(s)7 except Qt=1b) �! OF NEIw,Y 6=130,8=130. 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points alongJpA GAgC/ O CO �the Top Chord and Bottom Chord,nonconcurrent with any other live loads t— Cc (7 W Z 2 � �^10 0.08009�P�C,? OFes sil, July 10,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE � Design valid for use only with M,Tek®connectors This design is based only upon parameters shown,and,s for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- ,s always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIIrPl1 Quality Criteria,DSB-69 and BCSI Building Component 16023 Sw,ngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Mexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718242 3597OR2_Building_B_Roof V06 Valley 1 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek Industries,Inc Tue Jul 09 12 48 012019 Page 1 I D:r4VZ9ElMzARStpQYPCOEBCzFrOL-Xtdwnzl2Ovd1VNmB5q?aLbbNVxQNoghd6eh6bxyzo8i 5-10-0 11-8-0 5-10-0 5-10-0 5x6 11 Scale=1 37 9 2 12 00 12 6 7 5 8 ui 3 1 o •o 6 0 44 // 9 4 10 4x4 \\ 1x4 II 0- 4 11-8-0 0- 4 11-7-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1.15 TC 054 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25"0 Lumber DOL 115 BC 050 Vert(CT) n/a n/a 999 TCDL 100 Rep Stress Incr YES WB 016 Horz(CT) 000 3 n/a n/a BCLL 00 BCDL 100 Code IBC2015/TPI2014 Matrix-S Weight:37 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=238/11-7-8,3=238/11-7-8,4=384111-7-8 Max Horz 1=-123(LC 12) Max Uplift 1=-34(LC 14),3=-34(LC 14) Max Grav 1=360(LC 33),3=360(LC 35),4=476(LC 2) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-263/86,2-3=-263/86 WEBS 2-4=-300/59 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6.Opsf;h=25ft,B=45ft,L=24ft;eave=4ft,Cat 11,Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-4-4 to 3-4-4,Intenor(1)3-4-4 to 5-10-0,Exterior(2)5-10-0 to 8-10-0 zone,cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces$MWFRS for reactions shown,Lumber DOL=1.60 plate gnp DOL=1.60 3)TCLL•ASCE 7-10,Pr-30.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1.15);Category 11,Exp B,Partially Exp.;Ct=1 1 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20"Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3 OF NE I.t, 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along �V y the Top Chord and Bottom Chord,nonconcurrent with any other live loads QpA GA/�C,9 0 * o W a NCO �0.0800g� ��C? v R�FESSI�NP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718243 35970R2_Building_B_Roof V07 Valley 1 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industnes,Inc Tue Jul 09 12.48 02 2019 Page 1 ID r4VZ9EIMzARStpQYPCOEBCzFrOL-?3BI?JlhnCla7XLOfXWpuoBZQKnkXIgnKIQg7Oyzo8h 5-2-8 10-5-0 5-2-8 5-2-8 4x6 = Scale=1 33 9 2 12 00 12 7 8 6 9 10 5 3 1 V •o9 o 0 0 4x4 // 11 4 12 44 \\ 1x4 II 0- 4 10-5-0 0- 4 10-4-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deb L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 047 Vert(LL) n/a - n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 115 BC 043 Vert(CT) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 011 Horz(CT) 000 3 n/a n/a BCLL 00 BCDL 100 Code IBC20151TP12014 Matrix-S Weight 33 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=211/10-4-8,3=211/104-8,4=340/10-4-8 Max Horz 1=-109(LC 12) Max Uplift 1=-30(LC 14),3=-30(LC 14) Max Grav 1=347(LC 33),3=347(LC 35),4=444(LC 38) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown WEBS 2-4=-266/55 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind,ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft;B=45ft;L=24ft;eave=4ft,Cat Il;Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)044 to 344,Intenor(1)3-4-4 to 5-2-8,Exterior(2)5-2-8 to 8-2-8 zone;cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber D0L=1 60 plate grip D0L=1 60 3)TCLL:ASCE 7-10,Pr=30.0 psf(roof live load Lumber D0L=1 15 Plate D0L=1 15),Pg=25.0 psf(ground snow),Pf=19 3 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15),Category II;Exp B;Partially Exp;Ct=1.1 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at Ioint(s)1,3 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along OF NE le, the Top Chord and Bottom Chord,nonconcurrent with any other live loads �� PN �,�P JJr''Aq�'/q O'A� _r i IT n Il o W NCO 10.08009,\ ��C? v 9OFEs sili oNP July 10,2019 ®WARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE � Design valid for use only with MITekO connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfrPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718244 3597OR2_Building_B_Roof V08 Valley 1 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8.010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12.48 03 2019 Page 1 I D:r4VZ9El MzARStpQYPCOEBCzFrO L-TFIg CfmJY WtRlhwa D F 12QOg kLk72GIUwZyADfgyzoBg 4-7-0 79-2-0 4-7-0 4-7-0 Scale=1 31 5 4x6 = 2 1200 12 7 8 6 9 5 10 3 1 v v o -o o a 2x4 11 4 12 2x4 1x4 II F— 9-1-12 9- -0 9-1-12 0- -4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 039 Vert(LL) , n/a - n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1.15 BC 036 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress Incr YES WB 007 Horz(CT) 000 3 n/a n/a BCLL 00 ' Code IBC2015ffP12014 Matrix-S Weight 29 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=184/9-1-8,3=184/9-1-8,4=29619-1-8 Max Horz 1=-95(LC 12) Max Uplift 1=-26(LC 14),3=-26(LC 14) Max Grav 1=335(LC 33),3=335(LC 35),4=419(LC 38) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph,TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft;L=24ft;eave=4ft,Cat 11;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)04-4 to 3-4-4,Interior(1)3-4-4 to 4-7-0,Extenor(2)4-7-0 to 7-7-0 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL:ASCE 7-10,Pr-30 0 psf(roof live load Lumber DOL=1.15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber DOL--1 15 Plate DOL=1 15),Category II;Exp B.Partially Exp;Ct=1 1 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. 8)This truss has been designed for a moving concentrated load of 250 0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads �! OF NEW Y CO � GAAciq 0 t r- cc n S W Lu NCO 0.08 009 9OFessi°NP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE Design valid for use only with MITeM connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BC51 Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718245 35970R2_Building_B_Roof V09 Valley 1 1 Job Reference(optional) Universal Component Corp., East Haven,CT 06512 8 010 s Aug 11 2017 MiTek Industries,Inc Tue Jul 0912:48.04 2019 Page 1 ID-r4VZ9EIMzARStpQYPC0EBCzFrOL-ySJ2P?nxJq?HMrVmmyZHzDDvm8U 19C84ocvmCGyzoBf 3-11-8 7-11-0 3-11-8 3-11-8 Scale=1 27 8 4x4 = 2 8 7 12 00 12 9 6 10 5 3 1 Y 4 o •o 6 0 2x4 // 11 1x4 II 12 2x4 7-10-12 7-11-0 r 7-10-12 0- -4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 041 Vert(LL) n/a - n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1.15 BC 031 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress Incr YES WB 005 Horz(CT) 000 3 n/a n/a BCLL 00 Code IBC2015/TPI2014 Matrix-S Weight:24 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=169/7-10-8,3=169/7-10-8,4=229/7-10-8 Max Horz 1=81(LC 13) Max Uplift 1=-33(LC 14),3=-33(LC 14) Max Grav 1=325(LC 33),3=325(LC 35),4=388(LC 38) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind-ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft,13=45ft,L=24ft;eave=4ft;Cat II;Exp B,enclosed,MWFRS(directional)and C-C Extenor(2)0-4-4 to 3-4-4,Interior(1)3-4-4 to 3-11-8,Exterior(2)3-11-8 to 6-11-8 zone,cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL ASCE 7-10;Pr-30.0 psf(roof live load-Lumber DOL=1.15 Plate DOL=1 15),Pg=25.0 psf(ground snow);Pf=19.3 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1.15),Category 11,Exp B,Partially Exp,Ct=1 1 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads �! OF NEIN Y )JPN GARC/9 0 1k r— CC m 6 w NCO 410-08009 AROFEs sl oNP� July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE � Design valid for use only with MiTeW connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and braung of trusses and truss systems,see ANSIfrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ndge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718246 35970R2_Building_B_Roof V10 Valley 1 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8.010 s Aug 11 2017 MITek Industries,Inc Tue Jul 09 12 48 05 2019 Page 1 ID r4VZ9EjMzARStpQYPCOEBCzFrOL-QetRdLoZ4778_?4zKg4WWRm5tYrlkfdDOGfKk/yzo8e 3-4-0 6-B-0 3-4-0 3.4-0 Scale 1/2"=1' 44 = 2 12 00 12 6 5 3 1 �\ V q 4 '4 0 0 7 4 8 2x4 // 1x4 II 2x4 �\ 0-14 6-8-0 0-0-4 6-7-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 0.32 Vert(LL) n/a n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25.0 Lumber DOL 1 15 BC 024 Vert(CT) n/a n/a 999 TCDL 100 Rep Stress[nor YES WB 003 Horz(CT) 000 3 n/a n/a BCLL 00 Code IBC2015/TPI2014 Matnx-S Weight 20 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 SPF No.2 REACTIONS. (Ib/size) 1=139/6-7-8,3=139/6-7-8,4=189/6-7-8 Max Horz 1=67(LC 13) Max Uplift 1=-28(LC 14),3=-28(LC 14) Max Grav 1=312(LC 33),3=312(LC 35),4=364(LC 38) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf;h=25ft;B=45ft;L=24ft,eave=oft,Cat Il;Exp B,enclosed;MWFRS(directional)and C-C Extenor(2)zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 3)TCLL•ASCE 7-10;Pr-30.0 psf(roof live load Lumber DOL=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19.3 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1 15);Category 11;Exp B,Partially Exp,Ct=1 1 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at lornt(s)1,3 8)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads OF NEW Y �JPtA GARciy O�� r n W z VQ.080091 v 9opess�aNP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE ' Design valid for use only with Wake connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated,s to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek" ,s always required for stability and to prevent collapse win possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BC51 Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Pilexandna,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718247 35970R2_Building_B_Roof V11 Valley 1 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 a Aug 11 2017 MITek Industries,Inc Tue Jul 09 12.48 06 2019 Page 1 ID r4VZ9E/MzARStpQYPCOEBCzFrOL-ugRpghpBrRF?c9f9uNbl2elluyCUT60NFw0tG9yzo8d 2-8-8 5-5-0 2-8-8 2-8-8 Scale=1 20 1 4x4 = 2 /12 6 3 1 4 4 o °o 0 0 7 4 8 2x4 1x4 II 2x4 0- 5-5-0 0--4 5-4-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d, PLATES GRIP TCLL(roof) 300 Plate Grip DOL 115 TC 024 Vert(LL) n/a - n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 018 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress Incr YES WB 002 Horz(CT) 000 3 n/a n/a BCLL 00 BCDL 100 Code IBC2015/TPI2014 Matnx-S Weight:16 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=110/5-4-8,3=110/5-4-8,4=149/5-4-8 Max Horz 1=-53(LC 12) Max Uplift 1=-22(LC 14),3=-22(LC 14) Max Grav 1=299(LC 33),3=299(LC 35),4=340(LC 38) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6 Opsf,h=25ft;B=45ft;L=24ft;eave=4ft;Cat Il;Exp B;enclosed;MWFRS(directional)and C-C Extenor(2)zone;cantilever left and right exposed;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1 60 3)TCLL.ASCE 7-10;Pr=30 0 psf(roof live load-Lumber DOL=1 15 Plate DOL=1.15);Pg=25 0 psf(ground snow);Pf=19.3 psf(flat roof snow,Lumber DOL=1 15 Plate DOL=1 15),Category II;Exp B;Partially Exp.,Ct=1.1 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads 6).This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atloint(s)1,3 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads of NEw y �J04 GARCiy 0 LIJ r � � LU 2 2 .0800 A% v ROFESS1 July 10,2019 ®WARNING-Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE ' Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of,ndividual truss web and/or chord members only Additional temporary and permanent bracing M iTek` ,s always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erechon and bracing of trusses and truss systems,see ANSIrrPI1 Quality Critena,DSB-89 and BCSI Building Component 16023 Sw,ngley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718248 3597OR2_Building_B_Roof V12 Valley 1 1 Job Reference(optional) Universal Component Corp, East Haven,CT 06512 8 010 s Aug 112017 MITek'Industnes,Inc. Tue Jul 09 12.48 07 2019 Page 1 ID r4VZ9E1MzARStpQYPCOEBCzFrOL-M1'?B20ppclNsD1ELS56_bsrUoLZcCZKWUa8Robyzo8c 2-1-0 4-2-0 2-1-0 2-1-0 4x4 = Scale=1 13 2 2 12 00 12 J\\ Z 1 V 4 q =o 0 0 7 4 8 2x4 1x4 II 2x4 O-Q,-4 4-2-0 0-00-4 4-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 017 Vert(LL) n/a - n/a 999 MT20 197/144 Snow(Pf/Pg) 19 3125.0 Lumber DOL 1 15 BC 013 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress[nor YES WB 002 Horz(CT) 000 3 n/a n/a BCLL 00 BCDL 100 Code IBC2015rrPI2014 Matnx-S Weight:12 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc pudins BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No 2 REACTIONS. (Ib/size) 1=81/4-1-8,3=81/4-1-8,4=110/4-1-8 Max Horz 1=39(LC 13) Max Uplift 1=-16(LC 14),3=-16(LC 14) Max Grav 1=286(LC 33),3=286(LC 35),4=316(LC 38) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind ASCE 7-10,Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf,BCDL=6 Opsf,h=25ft;B=45ft;L=24ft,eave=4ft,Cat II;Exp B,enclosed,MWFRS(directional)and C-C Exterior(2)zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 3)TCLL:ASCE 7-10;Pr-30 0 psf(roof live load,Lumber DOL=1 15 Plate DOL=1 15),Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow-Lumber DOL=1.15 Plate DOL=1 15);Category II,Exp B;Partially Exp,Ct=1 1 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atloint(s)1,3 8)This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads •��of NEW Y GARc�'9 O�� r- $ a: n � mZ z NCO 41, 080091 v ROFEssl°NP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 10/03/2015 BEFORE USE � Design valid for use only with MITek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 16D23 Swingley Ridge Rd Safety Information available from Truss Plate Insbtute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Building B Roof 137718249 35970R2_Building_B_Roof V13 Valley 1 1 Job Reference(optional) Universal Componant Corp, East Haven,CT 06512 8 010 s Aug 11 2017 MITek Industries,Inc Tue Jul 0912:48 08 2019 Page 1 ID r4VZ9EjMzARStpQYPCOEBCzFrOL-gDYZFMgRN2VjrSpY?odD73NgitRxOsfjEt_L1yzo8b 1-5-8 2-11-0 1-5-8 1-5-B 4x4 = Scale=1 10 1 2 12 00 12 //, 5 4 3 1 C7 o 0 0 6 2x4 // 2x4 0-04 2-11-0 0-0-4 2-10-12 Plate Offsets(X Y)-- [2.0-2-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 300 Plate Grip DOL 1 15 TC 009 Vert(LL) n/a - n/a 999 MT20 1971144 Snow(Pf/Pg) 19 3/25 0 Lumber DOL 1 15 BC 022 Vert(CT) n/a - n/a 999 TCDL 100 Rep Stress Incr YES WB 0.00 Horz(CT) 000 3 n/a n/a BCLL 00 ' Code IBC2015lrP12014 Matnx-S Weight.7 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-11-0 cc purlins. BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceding directly applied or 10-0-0 cc bracing REACTIONS. (Ib/size) 1=87/2-10-8,3=87/2-10-8 Max Horz 1=-25(LC 12) Max Uplift 1=-5(LC 14),3=-5(LC 14) Max Grav 1=294(LC 33),3=294(LC 35) FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=6 Opsf;BCDL=6.Opsf;h=25ft,B=45ft,L=24ft;eave=4ft;Cat ll,Exp B;enclosed,MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber D0L=1 60 plate gnp DOL=1 60 3)TCLL•ASCE 7-10,Pr-30 0 psf(roof live load-Lumber D0L=1 15 Plate DOL=1 15);Pg=25 0 psf(ground snow),Pf=19 3 psf(flat roof snow Lumber D0L=1 15 Plate DOL=1 15),Category II;Exp B;Partially Exp,Ct=1 1 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift attoint(s)1,3 8)This truss has been designed for a moving concentrated load of 250 Olb jive located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads OF NEW Y �JPN GgRCiq O�� r Ir 0 W m - z 2 - F� �0.08009� v ROFEssl°tJP July 10,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE 1• Design valid for use only with M+Tek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the budding designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M ffek` is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Chesterfield,NO 63017 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1 Additional stability bracing for truss system,e g and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required See BCSI. 1 c1.2 c2.3 2. Truss bracing must be designed by an engineer For wide truss spacing,individual lateral braces themselves Q WEBS oaq 4 may require bracing,or alternative Tor I T0 bracing should be considered. O - �'� 3 � 2 D 3 Never exceed the design loading shown and never dU stack materials on inadequately braced trusses 000 4. Provide copies of this truss design to the budding For 4 x 2 orientation,locate c�-e cs-� cs s I— designer,erection supervisor,property owner and plates 0- '/id'from outside BOTTOM CHORDS all other interested parties edge of truss. 8 7 6 5 5 Cut members to bear tightly against each other 6 Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1 connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSUTPI 1 "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. -software-orupon-request. 6 Unless otherwise noted,moisture content of lumber shell-not-exceed19%attune-offabncation PRODUCT CODE APPROVALS 9 Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10 Camber is a non-structural consideration and is the width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to 4 X 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified by text in the bracing section of the truss unless otherwise Shown. 13 Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rel on lumber values 14 Bottom chords ring is lateral bracing at h r spacing, BEARING established by others. g y or less,if no ceding is installed,unless otherwise noted 15.Connections not shown are the responsibility of others Indicates location where bearings 16 Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise Min size shown is for crushing only. .8 18 Use of green or treated lumber may pose unacceptable environmental,health or performance nsks Consult with Industry Standards' project engineer before use ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use Reviewing pictures alone is not sufficient DSB-89: Design Standard for Bracing. BCSI' Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet MII-7473 rev 10/03/2015 170412 - 81 HVAC Load Calculations for EE I- r RHIVAC. �d Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B1 ' Rochester NY 14604 Page 2 Project Report General Pro'ect Information Project Title: 170412- B1 Project Date: Monday, September 24, 2018 Design Data Reference City: Suffolk County AFB, New York Building Orientation: Front door faces East Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check Figures Total Building Supply CFM: 615 CFM Per Square ft.: 0.924 Square ft. of Room Area: 666 Square ft. Per Ton: 530 Volume(ft'): 5,460 FB—uilding Loads Total Heating Required Including Ventilation Air: 14,430 Btuh 14.430 MBH Total Sensible Gain: 13,502 Btuh 90 % Total Latent Gain: 1,582 Btuh 10 % Total Cooling Required Including Ventilation Air: 15,084 Btuh 1.26 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B1.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-131 Rochester NY 14604 Page 3 Miscellaneous Report System 1 170412-Al Outdoor Outdoor(` Outdoor, Indoor IndoorGrains Input Data Dry Bulb, Wet Bulb I� Rel.Hum Rel.Hum ' DrV Bulb Difference Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing Inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr ----— - -- --11_ CFM— -- -- - - --- - 5 CFM -- - Infiltration Actual: 0.351 AC/hr 0.335 AC/hr Above Grade Volume: X 5,460 Cu.ft. X 5,460 Cu.ft. 1,916 Cu.ft./hr 1,830 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 32 CFM 30 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(11 CFM), Construction: Tight Summer Infiltration Specified: 0.060 AC/hr(5 CFM), Construction: Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B1.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B1 Rochester NY 14604 Page 4 Load Preview Report Sys Sys Sys Net ft.2 Sen Lat Net Sen Ht CI Act Duct Scope Ton /Ton Area Gain Gam Gain Loss CFM CFM CFM Size Buildinq 1.26 530 666 13,502 1,582 15,084 14,430 188 615 615 System 1 1.26 530 666 13,502 1,582 15,084 14,430 188 615 615 7x10 Zone 1 666 13,502 1,582 15,084 14,430 188 615 615 1-Bedroom 1-144SF 144 3,682 365 4,047 3,784 49 168 168 6 2-Kitchen-95 5SF 90 2,603 426 3,029 1,634 21 119 119 6 3-Bath 1-71SF 64 518 64 582 1,601 21 24 24 4 4-Livinq Room-368.5SF 270 4,026 453 4,479 5,658 74 183 183 Not TMD-: 2--6 5-Bedroom 2-98SF 98 2,672 274 2,946 1,753 23 122 122 6 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B1.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-131 Rochester NY 14604 Page 5 Duct Size Preview Room or Source Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act. Duct Duct Name Velocity Velocity Factor U100 Loss Velocity Length Flow Flow Flow Size System 1 Supply Runouts Zone 1 1-Bedroom 1-144SF (BEDROOM 1) TMDD 0 0 0.0003 008 002193 509.3 15.67 49 168 168 6 2-Kitchen-95.5SF(kitchen) TMDD 0 0 00003 008 0.0131 5093 5 21 119 119 6 3-Bath 1-71 SF(BATHROOM) TMDD 0 0 0.0003 0.08 0.00138 275 3 21 24 24 4 4-Livinq Room-368.5SF Built-In 450 750 0.01 01 467.2 74 183 183 2--6 5-Bedroom 2-98SF(BEDROO 2) TMDD 0 0 00003 008 0.02303 509.3 17 23 122 122 6 Other Ducts in System 1 Supply Main Trunk(MAIN) TMDD 0 0 0.0003 0.08 0.06017 666.5 12.67 324 W7214 324 7x10 return TMDD 0 0 0.0003 0.08 0.04125 666.5 1.5 324 NM 324 7x10 RR-100 TMDD 0 0 00003 008 0.0115 666.5 3 OW 324 7x10 Summary Svstem 1 Heatinq Flow: 188 Desiqn Friction Rate: 0.089 TEL Return: 58.1 Coolinq Flow: 615 Total Cumulative SP Loss: 0.136 TEL Supply: 94.1 Fan ESP. 0.136 Device SP Loss: 0 TEL Total: 152.2 Fan SP Available: 0.136 Return Loss Added to Supplv: 0.053 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B1.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC-Loads ArAL Elite Software Development,Inc. WE Engineering [Rochester170412-61 Rochester NY 14604 �1�' Page 6 Tabular Manual D Ductsize Data - Duct System 1 - Supply ---Duct Name, etc. Type Roughness Diameter. Velocity , SPL.Duct Upstream Temperature Width Loss/100. SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing. CFM Area: SP.Avail E. SPL.Cumul ---Duct Name: MAIN, Fittings: 5-N, 9-A2, 12-L2, Effective Length: 66.3 Trunk 0.0003 9.1 667 0.012 Up: Fan 72 7 0.091 0.049 Rect 12.7 10 53.6 0.060 Nearest Inch 324 35.9 0.023 0.113 ---Duct Name: BEDROOM 1,Supplies: Bedroom 1 - 144SF, Fitting: 4-Y, Effective Length: 26.5 Runout 0.0003 6 509 0.013 Up: MAIN 72 4.7 0.083 0.009 Rnd 15.7 6.6 10.8 0.022 Nearest Inch 100 24.6 0.001 0.135 ---Duct Name: BEDROO 2,Supplies: Bedroom 2-98SF, Fitting: 4-Y, Effective Length: 27.8 Runout 0.0003 6 509 0.014 Up: MAIN 72 4.7 0.083 0.009 Rnd 17.0 6.6 10.8 0.023 Nearest Inch 100 26.7 0.000 0.136 ---Duct Name: BATHROOM, Supplies: Bath 1 -71SF, Effective Length: 3.0 Runout 0.0003 4 275 0.001 Up: MAIN 72 3.1 0.046 0.000 Rnd 3.0 4.4 0.0 0.001 Nearest Inch 24 3.1 0.022 0.114 ---Duct Name: kitchen,Supplies: Kitchen -95.5SF, Fitting:4-Y, Effective Length: 15.8 Runout 0.0003 6 509 0.004 Up: MAIN , 72 4.7 0.083 0.009 Rnd 5.0 6.6 10.8 0.013 Nearest Inch 100 7.9 0.010 0.126 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch, Airflow: CFM, Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 1 Number of active runouts: 4 Total runout outlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter: 9.1 MAIN Largest runout diameter: 6 BEDROOM 1 Smallest trunk diameter: 9.1 MAIN Smallest runout diameter: 4 BATHROOM Supply fan external static pressure: 0.136 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.136 Runout maximum cumulative static pressure loss: 0.136 BEDROO 2 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B1.rh9 Tuesday,July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC_ Loads Elite Software Development,Inc. WE Engineering (Rochester 170412-131 Rochester NY 14604 Page 7 Tabular Manual D Ductsize Data - Duct S stem 1 - Supp/y( cont' Summary Return loss added to supply: 0.053 Total effective length of return (ft.): 58.1 RR-100 Total effective length of supply(ft.): 94.1 BEDROO 2 Overall total effective length (ft.): 152.2 RR-100 to BEDROO 2 Design overall friction rate per 100 ft.: 0.089 (Available SP x 100/TEL) System duct surface area(Scenario 1): 98.2 (Not linked to duct load) Total system duct surface area: 98.2 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B1.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC LoadsElite Software Development,Inc. WE Engineering [Rochester -AL170412-B1 Rochester NY 14604 u Page 8 Tabular Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width ; Loss/100 SPL.Fit Shape Length Height. Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: return, Fitting: 5-N, Effective Length:45.4 Trunk 0.0003 9.1 667 0.001 Up: Fan 72 7 0.091 0.040 Rect 1.5 10 43.9 0.041 Nearest Inch 324 4.2 -0.012 0.053 ---Duct Name: RR-100, Fitting: 4-AI, Effective Length: 12.7 Runout 0.0003 9.1 667 0.003 Up: return 72 7 0.091 0.009 Rect 3.0 10 9.7 0.012 Nearest Inch 324 8.5 0.000 0.012 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM,Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter: 9.1 return Largest runout diameter: 9.1 RR-100 Smallest trunk diameter: 9.1 return Smallest runout diameter: 9.1 RR-100 Runout maximum cumulative static pressure loss: 0.012 RR-100 Return loss added to supply: 0.053 Total effective length of return (ft.): 58.1 RRA 00 System duct surface area (Scenario 1): 12.8 (Not linked to duct load) Total system duct surface area: 12.8 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B1.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite,Software Development,Inc. M/E Engineering [Rochester 1704U2131 B1 Rochester.NY 14604 Pa e 9 Total Building Summa1y Loads Component Area Send Lata' Sen Total Description Quan Loss!I Gain Gain, 'Gain 1 D-cv-o: Glazing-Double pane, operable window, clear, 105 3,591 0 4,767 4,767 vinyl frame, U-value 0.57, SHGC 0.56 11 H: Door-Wood-Panel With Wood Storm, U-value 0.32 21 403 0 128 128 12B-3sw: Wall-Frame, R-11 insulation in 2 x 4 stud 551.3 2,614 0 545 545 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 22C-5pm-c: Floor-Slab on grade, Horizontal board 84 5,720 0 0 0 insulation extends 4'under slab, carpet covering, R-5 insulation, passive, heavy dry or light wet soil, U- _ value 1.135 Subtotals for structure: 12,328 0 5,440 5,440 People: 3 600 690 1,290 Equipment: 358 5,687 6,045 Lighting: 308 1,050 1,050 Ductwork: 0 0 0 0 Infiltration:Winter CFM: 32, Summer CFM: 30 2,102 624 269 893 Ventilation:Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust:Winter CFM: 30, Summer CFM: 30 AED Excursion: 0 0 365 --365 -------------------- ------- --- - ------ ------------------------- ------- ----------------------------------------------------------- ---- -- Total Building Load Totals: 14,430 1,582 13,502 15,084 Check Fi ures Total Building Supply CFM: 615 CFM Per Square ft.: 0.924 Square ft. of Room Area: 666 Square ft. Per Ton: 530 Volume (ft3): 5,460 F§uilding Loads Total Heating Required Including Ventilation Air: 14,430 Btuh 14.430 MBH Total Sensible Gain: 13,502 Btuh 90 % Total Latent Gain: 1,582 Btuh 10 % Total Cooling Required Including Ventilation Air: 15,084 Btuh 1.26 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B1.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-B1 Rochester.NY 14604 Pae 10 -- - - _- -- Buildin_g Pie Chart Infiltration 15% Door 3% Floor 40% Glass 25% Wall 18% Wall 4% AED Excursion 2% Infiltration 6% Lighting 7% Glass 32% Door 1% Equipment 40% People 9% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412 - B1.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-131 Rochester.NY 14604 Pae 11 Manual S Performance Data - System 1 - 170412 - A 1 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 13.502 Outdoor Wet Bulb: 71 Latent Gain: 1.582 Indoor Dry Bulb: 75 Total Gain: 15.084 Indoor RH: 50 Load SHR: 0.90 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 14.430 Indoor Dry Bulb: 70 Entering Dry Bulb: 70.0 Indoor RH: 30 Supply Airflow: 188 Equipment Performance Data at System Design Conditions This system's equipment was selected in accordance with ACCA Manual S. Cooling: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: FUJITUS Interpolation Results: Percent Load o Load Sensible Capacity: 0.000 13.502 0% Latent Capacity: 0.000 1.582 0% Total Capacity: 0.000 15.084 0% Heating: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: FUJITSU Results: Percent Load o Loa Heating Capacity: 22.000 14.430 152% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B1.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-B1 Rochester NY 14604 Pae 12 Detailed Room Loads - Room 1 - Bedroom 1 - 144SF Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 12.0 ft. System Number: 1 Room Width: 12.0 ft. Zone Number: 1 Area: 144.0 sq.ft. Supply Air: 168 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 8.5 AC/hr Volume: 1,181 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 8 CFM Actual Summer Infil.: 8 CFM Item Area, =U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM: Gain Gain N -Wall-1213-3sw 12 X 8.2 98.4 0.079 4.7 466 1.0 0 97 E-Wall-126-3sw 9.8 X 8.2 50.4 0.079 4.7 239 1.0 0 50 E-GIs-1 D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 57.4 0 1,722 Floor-22C-5pm 22 ft..Per. 22 1.135 68.1 1,498 0.0 0 0 Subtotals for Structure: 3,229 0 1,869 Infil.:Win.: 8.4, Sum.: 8.0 179 3.105 555 0.397 165 71 AED Excursion: 100 People: 200 Iat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: 56 - --- -- - - - --191 Room Totals: 3,784 365 3,682 Equipment Coolin Loads Cont. ' Cont. Output Output Avg. Pct Sens. . Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor _ _ 1536 _ __ 0 35 100 538 0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B1.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac--Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M%E Engineering [Rochester 170412-131 'Rochester.NY 14604 Pae 13 Detailed Room Loads - Room 2 - Kitchen - 95.5SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 9.0 ft. Zone Number: 1 Area: 90.0 sq.ft. Supply Air: 119 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 9.6 AC/hr Volume: 738 cuff Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item, Area`' -U- Htg„ Sen Clg:; Lat Sen Description Quantity Value.: HTM Loss; HTM Gain Gain N -Wall-126-3sw 9 X 8.2 58.8 0.079 4.7 279 1.0 0 58 N -GIs-1 D-cv-o shgc-0.56 100%S 15 0.570 34.2 513 15.4 0 231 Floor-22C-5pm 9 ft..Per_---— -- — 9 - --1 135 --68.1-----613- -- 0-0 - --0 — 0 Subtotals for Structure: 1,405 0 289 Infil.:Win.: 3.5, Sum.: 3.3 74 3.103 229 0.393 68 29 AED Excursion: 70 Equipment: 358 2,024 L! hting: 56 191 Room Totals: 1,634 426 2,603 Equipment Coolin Loads Cont. Cont. Output" ' Output An. Pct Sens.. Lat. Sens. Lat. In-Use ; Used Load Load Item Name Btuh Btuh Output- /Hour,' Btuh Btuh Cooking range with hood-four burners on high heat 0 0 100 100 0 0 Dishwasher 4096 1433 100 25 1024 358 Refrigerator qr freezer- 16 cubic feet _ 1000_" 0 100 100 1000 0 Total 2024 358 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B1.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-131 Rochester.NY 14604 Pae 14 Detailed Room Loads - Room 3 - Bath 1 - 71 SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.5 ft. System Number: 1 Room Width: 8.5 ft. Zone Number: 1 Area: 63.8 sq.ft. Supply Air: 24 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 2.7 AC/hr Volume: 523 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-12B-3sw 8.5 X 8.2 54.7 0.079 4.7 259 1.0 0 54 N -GIs-1 D-cv-o shgc-0.56 100%S 15 0.570 34.2 513 15.4 0 231 Floor_22C=5pm 9 ft..Per. _ _ 9_ 1.135 _-_68_1 __- 6130.0 0 0- Subtotals for Structure: 1,385 0 285 Infil.:Win.: 3.3, Sum.: 3.1 70 3.099 216 0.402 64 28 AED Excursion: 14 Lighting: 56 i_ 191 Room Totals: 1,601 64 518 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B1.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC LoadsElite_Softw_are Development,Inc. • WE Engineering [Rochester 170412-61 Rochester NY 14604_ Pae 15 Detailed Room Loads - Room 4 - Living Room - 368.5SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 20.0 ft. System Number: 1 Room Width: 13.5 ft. Zone Number: 1 Area: 270.0 sq.ft. Supply Air: 183 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 5.0 AC/hr Volume: 2,214 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 92 CFM Percent of Supply.: 0 % Runout Duct Size: 6 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 467 ft./min. Percent of Supply: 0 % Runout Air Velocity: 467 ft./min. Actual Winter Infil.: 13 CFM Actual Loss: 0.140 in.wg./100 ft. Actual Summer Infil.: 12 CFM Item Area' -U- , Htg f Sen!! Clg`� Lat 'Sen Description Quantlity, Value ` HTM� Loss HTM Gain Gain N -Wall-12B-3sw 13.5 X 8.2 110.7 0.079 4.7 525 1.0 0 109 W-Wall-12B-3sw 20 X 8.2 113 0.079 4.7 536 1.0 0 112 W-Door-11 H 3 X 7 21 0.320 19.2 403 6.1 0 128 W-GIs-1 D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 57.4 0 1,722 Floor-22C-5pm 34 ft..Per. _ 34 1.135 68.1 2,315 0.0 0 0 Subtotals for Structure: 4,805 0 2,071 Infil.:Win.: 12.9, Sum.: 12.4 275 3.105 853 0.397 253 109 AED Excursion: 109 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting_ 84 286 Room Totals: 5,658 453 4,026 Equipment Coolin Loads Cont. , Cont. Output Output Avg.. Pct` Sens.. Lat. Sens. Lat. In-Use' Used Load Load Item Name Btuh ' Btuh, Output. - /Hour, . Btuh' Btuh Color television 683 0 100 100 683 0 Computer_and monitor _ 1536 0 35-- 100 538 0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B1.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC_Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-131 Rochester NY 14604 0 Pae 16 Detailed Room Loads - Room 5 - Bedroom 2 - 98SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 9.8 ft. System Number: 1 Room Width: 10.0 ft. Zone Number: 1 Area: 98.0 sq.ft. Supply Air: 122 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 9.1 AC/hr Volume: 804 cu.ft. Req.Vent. Clg: 0 CFM - Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 4 CFM Actual Summer Infil.: 4 CFM Item Area -U- Htg `- Sen Clg Lat Sen Descri tion Quantity Value HTM Loss HTM Gain Gain W-Wall-12B-3sw 9.8 X 8.2 65.4 0.079 4.7 310 1.0 0 65 W-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 Floor-22C-5pm_10 ft..Pe . 10 _1.135 68.1_ 681 0.00 0__ Subtotals for Structure: 1,504 0 926 Infil.:Win.: 3.8, Sum.: 3.6 80 3.099 249 0.398 74 32 AED Excursion: 72 People:200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting_ _- - -- - - 56- _-- --_,.___----------- -------- ---- - -_ _-- 191 Room Totals: 1,753 274 2,672 Equipment Coolin Loads Cont. Cont. Out ' Output Avg. Pct Sens. ' Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor _ _ _ 1536 0_ 35 100 _ _ 538 _0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B1.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rocliester _ 170412-131 Rochester 'NY 14604 Pae 17 System 1 Room Load Summary Htg Min Run' Run Clg, Clg Min' Act E Room Area Sens_ Htg Duct, Duct Sens Lat . Clg Sys No a Name SF Btuh ` CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 1 Bedroom 1 - 144 3,784 49 6 - 3,682 365 168 168 144SF 2 Kitchen-95.5SF 90 1,634 21 6 - 2,603 426 119 119 3 Bath 1 -71 SF 64 1,601 21 4 - 518 64 24 24 4 Living Room- 270 5,658 74 12-6 467 4,026 453 183 183 368.5SF 5 Bedroom 2-98SF 98 1,753 23 6 - 2,672 274 122 122 System 1 total 666 14,430 188 _13,502 1,582 615 615 System 1 Main Trunk Size: 7x10 in. Velocity: 667 ft./min Loss per 100 ft.: 0.091 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not,printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summary Cooling Sensible/Latent Sensible. Latent Total Tons' split, Btuh Btuh, Btuh Net Required: 1.26 90%/ 10% 13,502 1,582 15,084 Actual: 3.37 54%/46% 22,000 18,400 40,400 Equipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU24RLXFZH AOU24RLXFZH Indoor Model: ASU7RLF1+ARU9RLF Brand: HYCLON HYCLON Efficiency: 9.65 HSPF 19 SEER Sound: 0 0 Capacity: 22,000 Btuh 22,000 Btuh Sensible Capacity: n/a 22,000 Btuh Latent Capacity: n/a 18,400 Btuh AHRI Reference No.: n/a 8063925 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 83F, SOWB: 71 F, WODB: 10F, SIDB: 75F, SIRH: 50%,WIDB: 70F, Sen. gain: 13,502 Btuh, Lat. gain: 1,582 Btuh, Sen. loss: 14,430 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.5F, Entering htg. coil DB: 70F, Clg. coil TD:20F, Htg. coil TD: 70F, Req. cig. airflow: 615 CFM, Req. htg. airflow: 188 CFM P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B1.rh9 Tuesday, July 09, 2019, 12:36 PM 170412 - 82 HVAC Load Calculations for W-M-01h,K tT � V HVAC- 1-,o ,. Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. Rhvac-'Residential&Light Commercial HVAC Loads Elite Software Development,Inc: WE Engineering [Rochester 170412-62 Rochester NY 14604 Page 2 Project Report ~ General Pro'ect Information Project Title: 170412-B2 Project Date: Monday, September 24, 2018 Desi n`lData Reference City: Suffolk County AFB, New York Building Orientation: Front door faces North Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check Figures, Total Building Supply CFM: 792 CFM Per Square ft.: 1.189 Square ft. of Room-Area: 666 Square ft. Per Ton: 421 Volume (ft'): 5,460 F66ilding Loads Total Heating Required Including Ventilation Air: 11,434 Btuh 11.434 MBH Total Sensible Gain: 17,379 Btuh 92 % Total Latent Gain: 1,583 Btuh 8 % Total Cooling Required Including Ventilation Air: 18,962 Btuh 1.58 Tons (Based On Sensible+ Latent) -Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B2.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-,Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B2 Rochester NY 14604 .Page 3 Miscellaneous Report System 1 170412-B2 Outdoor Outdoor;; Outdoor Indoor Indoor ! Grains input Data Dry Bulb Wet Bulb]! Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr - ----- --- - -------- — 11 CFM ------- 5 CFM - - Infiltration Actual: 0.351 AC/hr 0.335 AC/hr Above Grade Volume: X 5,460 Cu.ft. X 5,460 Cu.ft. 1,916 Cu.ft./hr 1,830 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 32 CFM 30 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration&Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(11 CFM), Construction: Tight Summer Infiltration Specified: 0.060 AC/hr(5 CFM), Construction:Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B2.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B2 Rochester.NY 14604 Page 4 Load Preview Report Net ft 2 Sen Lat Net Sen Sys Sys Sys Duct Scope Ton /Ton Area Gain Gain Gain Loss Act Size CFM CFM CFM Buildinq 1.58 421 666 17,379 1,583 18,962 11,434 149 792 792 System 1 158 421 666 17,379 1,583 18,962 11,434 149 792 792 7x10 Zone 1 666 17,379 1,583 18,962 11,434 149 792 792 1-Bedroom 1-144SF 144 3,803 366 4,169 2,964 39 173 173 6 2-Kitchen-95.5SF 90 3,697 426 4,123 1,160 15 168 168 6 3-Bath 1 -71 SF 64 1,382 64 1,446 1,087 14 63 63 4 4-Living Room-368.5SF 270 6,116 453 6,569 4,998 65 279 279 Not TMDD: 3--6 5-Bedroom 2-98SF 98 2,380 274 2,654 1,225 16 108 108 6 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B2.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-132 Rochester NY 14604 Page 5 Duct Size Preview Room or Source Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act. Duct Duct Name Velocity Velocity Factor U100 Loss Velocity LengthFlow Flow Flow I Size System 1 Supply Runouts Zone 1 1-Bedroom 1-144SF(bedroom TMDD 0 0 0.0003 0.08 001931 509.3 12.5 39 173 173 6 1) 2-Kitchen-95 5SF(kitchen) TMDD 0 0 0.0003 0.08 001269 509.3 4.5 15 168 168 6 3-Bath 1-71SF(bathroom) TMDD 0 0 0.0003 0.08 0.00354 275 2 14 63 63 4 4-Livmq Room-368.5SF Built-In 450 750 0.01 0.1 473.1 65 RM 279 3--6 5-Bedroom 2-98SF(bedroom 2) TMDD 0 0 0.0003 0.08 0.02014 509.3 13.5 16 108 108 6 Other Ducts in System 1 Supply Main Trunk(main) TMDD 0 0 0.0003 0.08 005956 666.5 12 324 IM 324 7x10 RT-100 TMDD 0 0 0.0003 0.08 0.0408 666.5 1 324 324 324 7.10 RR-100 TMDD 0 0 0.0003 0.08 0.0115 666.5 3 0 0 324 7x10 Summary Svstem 1 Heatinq Flow: 149 Desiqn Friction Rate: 0.089 TEL Return: 57.6 Coolinq Flow: 792 Total Cumulative SP Loss: 0.132 TEL Suppiv: 90 Fan ESP: 0.132 Device SP Loss: 0 TEL Total: 147.6 Fan SP Available: 0.132 Return Loss Added to Supply: 0.052 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B2.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-62 Rochester NY 14604 �1FPage 6 Tabular Manual D Ductsize Data - Duct System I-- Supply ---Duct Name, etc. Type Roughness, Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height ' Fit.Eq.Len - SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: main, Fittings: 5-N, 12-1-2, 9-E2, Effective Length: 65.6 Trunk 0.0003 9.1 667 0.011 Up: Fan 72 7 0.091 0.049 Rect 12.0 10 53.6 0.060 Nearest Inch 324 34 0.020 0.112 ---Duct Name: bedroom 1,Supplies: Bedroom 1 - 144SF, Fitting: 4-Y, Effective Length: 23.3 Runout 0.0003 6 509 0.010 Up: main 72 4.7 0.083 0.009 Rnd 12.5 6.6 10.8 0.019 Nearest Inch 100 19.6 0.001 0.131 ---Duct Name: bedroom 2, Supplies: Bedroom 2-98SF, Fitting:4-Y, Effective Length: 24.3 Runout 0.0003 6 509 0.011 Up: main 72 4.7 0.083 0.009 Rnd 13.5 6.6 10.8 0.020 Nearest Inch 100 21.2 0.000 0.132 ---Duct Name: bathroom, Supplies: Bath 1 -71SF, Fitting: 4-Y, Effective Length: 7.7 Runout 0.0003 4 275 0.001 Up: main 72 3.1 0.046 0.003 Rnd 2.0 4.4 5.7 0.004 Nearest Inch 24 2.1 0.017 0.115 ---Duct Name: kitchen,Supplies: Kitchen-95.5SF, Fitting: 4-Y, Effective Length: 15.3 Runout 0.0003 6 509 0.004 Up: main 72 4.7 0.083 0.009 Rnd 4.5 6.6 10.8 0.013 Nearest Inch 100 7.1 0.007 0.125 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch, Airflow: CFM, Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream ' with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 1 Number of active runouts: 4 Total runout outlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter: 9.1 main Largest runout diameter: 6 bedroom 1 Smallest trunk diameter: 9.1 main Smallest runout diameter: 4 bathroom Supply fan external static pressure: 0.132 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.132 Runout maximum cumulative static pressure loss: 0.132 bedroom 2 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B2.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial_ HVAC Loads' _ Elite Software Development,Inc. WE Engineering [Rochester 170412-M Rochester NY 14604 Page 7 Tabular Manual D Ductsize Data - Duct System 1 - Sypply (cont' q 1,8um,marV Return loss added to supply: 0.052 Total effective length of return (ft.): 57.6 RR-100 Total effective length of supply(ft.): 90.0 bedroom 2 Overall total effective length (ft.): 147.6 RR-100 to bedroom 2 Design overall friction rate per 100 ft.: 0.089 (Available SP x 100/TEL) System duct surface area (Scenario 1): 84 (Not linked to duct load) Total system duct surface area: 84 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B2.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering I Rochester •• _ 170412-B2 Rochester NY 14604 Page 8 Tabular Manual D Ductsize Data - Duct System 1 - .Return Duct'Name, etc. :Type� � � Roughness Diameter � � Velocity" SPL:Duct Upstream 'Temperature - Width "r_ Loss/100 " SPL.Fit Shape Length' , Height' Fit.Eq.Len SPL.Tot Sizing °CFM` Area" SP.Avail," ,SPL.CumuI- ---Duct Name: RT-100, Fitting: 5-N, Effective Length: 44.9 Trunk 0.0003 9.1 667 0.001 Up: Fan 72 7 .0.091 0.040 Rect 1.0 10 43.9 0.041 Nearest Inch 324 2.8 -0.012 0.052 ---Duct Name: RR-100, Fitting: 4-AI,,Effective Length: 12.7 Runout 0.0003 9.1 667 0.003 Up: RT-100 72 7 0.091 0.009 Rect 3.0 10 9.7 0.012 Nearest Inch 324 8.5 0.000 0.012 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the-return side. FS—Ummary Number of active trunks: 1 Number of active runouts: 1 Total runoutoutlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter: 9.1 RT-100 Largest runout diameter: 9.1 RRA 00 Smallest trunk diameter: 9.1 RT-100 ,Smallest runout diameter: 9.1 RRA 00 Runout maximum cumulative static pressure loss: 0.012 RR-100 Return loss added to supply: 0.052 Total effective length of return (ft.): 57.6 RRA 00 System duct surface area (Scenario 1): 11.3 (Not linked to duct load) Total system duct surface area: 11.3 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2,,and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B2.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential,&Light Commercial HVAC Loads Elite Software Development,Inc. WE'Engmeering [Rochester - 170412-B2 Rochester NY 14604 Pa e 9 Total Building Summary Loads Component' Area Sen 1j 'Cat _ - Sen!' Total 'Description Qtian ° Loss}! a Gain`I `G'ain ' Gain 1D-cv-o: Glazing-Double pane, operable window, clear, 162 5,540 0 6,156 6,156 vinyl frame, U-value 0.57, SHGC 0.56 11 H: Door-Wood -Panel With Wood Storm, U-value 0.32 21 403 0 128 128 12B-3sw:Wall-Frame, R-11 insulation in 2 x 4 stud 496 2,351 0 490 490 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 16A-38-ad: Roof/Ceiling-Under Attic with Insulation on 665.8 1,038 0 1,090 1,090 Attic Floor(also use for Knee Walls and Partition Ceilings), unvented attic, no radiant barrier, R-38 insulation dark asphalt,__ U-value 0.026 Subtotals for structure: 9,332 0 7,864 7,864 People: 3 600 690 1,290 Equipment: 358 5,687 6,045 Lighting: 308 1,050 1,050 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 32, Summer CFM: 30 2,102 625 267 892 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust:Winter CFM: 30, Summer CFM: 30 AED Excursion:- - - -- - - - - --0 - -- -1.,820 1,820, Total Building Load Totals: 11,434 1,583 17,379 18,962 Check Figures Total Building Supply CFM: 792 CFM Per Square ft.: 1.189 Square ft. of Room Area: 666 Square ft. Per Ton: 421 Volume(ft'): 5,460 Building Loads Total Heating Required Including Ventilation Air: 11,434 Btuh 11.434 MBH Total Sensible Gain: 17,379 Btuh 92 % Total Latent Gain: 1,583 Btuh 8 % Total Cooling Required Including Ventilation Air: 18,962 Btuh 1.58 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B2.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-B2 Rochester,NY 14604 Pae 10 Buildinq Pie Chart Roof 9% Infiltration 18% Wall 21% Door 4% Glass 48% Wall Roof 6% AED Excursion 10% Infiltration 5% Lighting 6% Glass 32% Equipment 32% Door 1% People 7% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B2.rh9 Tuesday, July 09, 2019, 12:36 PM Rh-vac-Residential&Light Commercial HVAC Loads' _ Elite Software De_velopment,,lnc. M/E Engineering [Rochester 170412-132 Rocheste"r,NY 14604 W Pae 11 Manual S Performance Data - System 1 - 170412 - 82 # ,Loads and Desi n Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 17.379 Outdoor Wet Bulb: 71 Latent Gain: 1.583 Indoor Dry Bulb: 75 Total Gain: 18.962 Indoor RH: 50 Load SHR: 0.92 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 11.434 Indoor Dry Bulb: 70 Entering Dry Bulb: 70.0 Indoor RH: • 30 Supply Airflow: 149 Equipment Performance Data at System,Desi n`Conditions _ • • I -, 1 This system's equipment was selected in accordance with ACCA Manual S. Cooling: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity:22.000, Manufacturer: FUJITUS Interpolation Results: Percent Load of Load Sensible Capacity: 0.000 17.379 0% Latent Capacity: 0.000 1.583 0% Total Capacity: 0.000 18.962 0% Heating: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: FUJITSU Results: Percent Load of Load Heating Capacity: 22.000 11.434 192% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B2.rh9 Tuesday, July 09, 2019, 12:36 PM 1 Rhvac=Residential&'Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-`132 Rochester NY 14604 Pae 12 Detailed Room Loads - Room 1 - Bedroom 1 - 144SF (Average Load Procedure) Generali _ Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 12.0 ft. System Number: 1 Room Width: 12.0 ft. Zone Number: 1 Area: 144.0 sq.ft. Supply Air: 173 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 8.8 AC/hr Volume: 1,181 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 8 CFM Actual Summer Infil.: 8 CFM Item Area", -U-' `_ Htg•r Sen Clg Lat' Sen Description-' Quantity,; -Value', HTM` Loss HTM Gain Gain W-Wall-1213-3sw 12 X 8.2 . 83.4 0.079 4.7 395 1.0 0 82 N -Wall-12B-3sw 10 X 8.2 52 0.079 4.7 246 1.0 0 51 N -GIs-1 D-cv-o shgc-0.56 100%S 30 0.570, 34.2 1,026 15.4 0 462 (2) W-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 UP-Ceil-16A-38 12 X 12 144 0.026 1:6 225 1.6 0 236 Subtotals for Structure: 2,405 0 1,692 Infil.:Win.: 8.5, Sum.: 8.1 180 3.099 559 0.394 166 71 AED Excursion: 398 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 191 Room Totals: 2,964 366 3,803 Equipment Coolin- Loads Cont. Cont. Output Output Avg. Pct . Sens.' Lat. ' Sens.w_ Lat.; In-Use Used, Load , Load Eftem'Na' me Btuh. Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer_and monitor _ 1536 ___ _ _0 35 _ -- -100- ____ 538 Total 1221 0 r P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B2.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads ` Elite Software Development,Inc. . 'WE Engineering [Rochester . "; _ � �170412-B2 .•Rochester,NY_14604- - � P.a6e13` Detailed Room Loads - Room 2 - Kitchen - 95.5SF (Average Load Procedure) General _ Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 9.0 ft. Zone Number: 1 Area: 90.0 sq.ft. Supply Air: 168 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 13.7 AC/hr Volume: 738 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area.4 '-U-' :Htg k', ° , Sena; _--t-16. L`at: Seri Description nQuanti ` ` Value `.HT.M Loss_ HTM`� Gain, Gain W-Wall-12B-3sw'9 X 8.2 58.8 0.079 4.7 279 1.0 0 58 W-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 UP-Ceil-16A-_381_0_X9__ 90 0.026 1.6 140 1.6 0 147 Subtotals for Structure: 932 0 1,066 Infil.:Win.: 3.5, Sum.: 3.3 74 3.089 228 0.393 68 29 AED Excursion: 387 Equipment: 358 2,024 Lighting: 56 191 Room Totals: 1,160 426 3,697 Equipment Coolin 6.Loads` a v Cont.',, Cont.E; Output Output; ' Avg..F= Pc't � Sens. , Lat. Sens., Lat:r In-Use Used' Load Btu Load Item Name` Btuh.�, ° .Out ut ° '.'/Hour Btuh . Btuh� s Cooking range with hood-four burners on high heat 10 0 100 100 0• 0 Dishwasher 4096 1433 100 25 1024 358 Refrigerator or freezer-,16 cubic feet 1000 _ 0 100, _ 100___ ___ _1000 _ ___0 Total 2024 358 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B2.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light,Commercial HVAC_ Loads Elite Software Development,Inc. WEEngineering [Rochester 170412-B2 Rochester NY 14604 Page 14 Detailed Room Loads - Room 3 - Bath 1 - 71 SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: , 7.5 ft.' System Number: 1 Room Width: 8.5 ft. Zone Number: 1 Area: -63.8 sq.ft. Supply Air: 63 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 7.2 AC/hr Volume: 523 cuff Req.Vent. Clg: 0 CFM, Number of Registers: 1 Actual Winter Vent.: -0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U' Htg Sen, CIO . ' Lat Sen Description Quantity Value HTM'= Loss; .HTM' Gain Gain W-Wall-12B-3sw 8.5 X 8.2 54.7, 0.079 4.7 259 1.0 0 54 W-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 UP-Ceil-16A-38 7.5 X-8-.-5--- 63.8 0.026 1.6 99 1.6 0 104 Subtotals for Structure: 871 0 1,019 Infil.:'Win.: 3.3, Sum.: 3.1 70 3.099 216 0.387 64 27 AED Excursion: 145 Lighting:i _ 56 _ 191_ Room Totals: 1,087 64 1,382 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B2.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-°Residential&°Light Com_m_erc_ial*HVAC Loads - '_'Elite-Software D_evelopinent,_Iric. M/E Engineering °I Rochester. _ � 170412'-,B2 Rochester.NYx14604 - _ °- °_ Page 15 Detailed Room Loads - Room 4 - Living Room - 368.5SF Average Load Procedure General a Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 20.0 ft. System Number: 1 Room Width: 13.5 ft. Zone Number: 1 Area: 270.0 sq.ft. Supply Air: 279 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 7.6 AC/hr Volume: 2,214 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Runout Air: 93 CFM Percent of Supply.: 0 % Runout Duct Size: 6 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 473 ft./min. Percent of Supply: 0 % Runout Air Velocity: 473 ft./min. Actual Winter Infil.: 13 CFM Actual Loss: 0.144 in.wg./100 ft. Actual Summer Infil.: 12 CFM Item ° Area` -U- Hfg Sen Clg Lata,,~ Sen] Description Quantit Fi°_° Value iHjTM_ Lossµ° HTM;' Gain,: ° Gain W-Wall-1213-3sw 13.5 X 8.2 80.7 0.079 4.7 383 1.0 0 80 S-Wall-1213-3sw 20 X 8.2 101 0.079 4.7 479 1.0 0 100 S-Door-11 H 3 X 7 21 0.320 19.2 403 6.1 0 128 W-GIs-1 D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 57.4 0 1,722 S-GIs-1 D-cv-o shgc-0.56 0%S 42 0.570 34.2 1,436 27.6 0 1,158 UP-Ceil-16A-38 20 X 13.5 270 0.026 1.6 421 1.6 0 442 Subtotals for Structure: 4,148 0 3,630 Infil.:Win.: 12.9, Sum.: 12.3 275 3.094 850 0.393 253 108 AED Excursion: 641 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: -- --- 84 ------- —_ — ------ 286 Room Totals: 4,998 453 6,116 ` ;E ui" meni Coolin. Loads_ ° Cont: Cont.'�. out put, : Output Avg. r, Oct Sens.. Lat. - Sens.', a Lat: In-Use;` ° Used! Load" ' Load" Item Name BtuW .•Btuh= °°Out ut 7Hour., . •,Btuh; Btuh Color television 683 0 100 100 683 0 Computer and monitor _ 1536.__ 0 _ 35_ _ 100__,_____538________ 0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B2.rh9 Tuesday,July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads.. Elite Software Development,Inc. M/E Engineering [Rochester 170412-.B2 Rochester NY 14604 Pae 16 Detailed Room Loads - Room 5 - Bedroom 2 - 98SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 9.8 ft. System Number: 1 Room Width: 10.0 ft. Zone Number: 1 Area: 98.0 sq.ft. Supply Air: 108 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 8.1 AC/hr Volume: 804 cu.ft. Req.Vent. Clg: 0` CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 4 CFM Actual Summer Infil.: 4 CFM ItemArea` -U- Ntg Sen' Clg v Lat' Sen Description Quantity Value HTM Loss' HTM:. Gain, Gain N -Wall-12B-3sw 9.8 X 8.2 65.4 0.079 4.7 310 1.0 0 65 N -GIs-1 D-cv-o shgc-0.56 100%S 15 0.570 34.2 513 15.4 0 231 UP-Ceil-16A-38 9.8 X 10 98 0.026 ` 1.6 153 1.6 0 161 Subtotals for Structure: 976 0 457 Infil.:Win.: 3.8, Sum.: 3.6 80 3.099 249, 0.398 74 32 AED Excursion: _ 249 People: 200 lat/per;230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: __ Room Totals: 1,225 274 2,380 Equipaidnt.Cooling Loads Cont. Cont. Output,' Output , Avg. Pct' Sens. Lat. Sens. , Lat. In-Use Used Load Load, Item Name Btuh,;" Btuh • Out ut,� /Hour':' Btu'h` Btuh Color television 683 0 100 100 683 0 Computer"and-monitor---�--,- - --- --------- ----= ---- _ _--1536-- --- -- --0_,------ - 35 __ 100 _-------538- -- --0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B2.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial,HVA_C Loads Elite Software Development,Inc. M/E Engineering [Rochester _ a 170412-62� Rochester NY 14604 Pae 17 System 1 Room Load Summary Htg n Min, Run Run Clge ='- -Clg'' Min ; Act` Room_ : Area Sens Htg Duct: Duct Sens,. Lat "Clg=� Sys No 'Name SF Btuh CFM Size,, ,' - Vel Btuh,,,• Btuh = CFM CFM ---Zone 1--- 1 Bedroom 1 - 144 2,964 39 6 - 3,803 366 173 173 144SF 2 Kitchen-95.5SF 90 1,160 15 6 - 3,697 426 168 168 3 Bath 1 -71 SF 64 1,087 14 4 - 1,382 64 63 63 4 Living Room- 270 4,998 65 '3-6 473 6,116 453 279 279 368.5SF 5 Bedroom 2-98SF 98 1,225 16 6 - 2,380 274 108 108 ____stem 1 total_ 666 11,434 _______ 149 17,_379 1,583 792 792 System 1 Main Trunk Size: 7x10 in. Velocity: 667 ft./min Loss per 100 ft.: 0.091 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Coolinq S stem Summary Cooling,; Sensible'/Latent -Sensible, Latent T . `Total' Tons Split Btuh­' - 'Btuh Btuh Net Required:' 1.58 92%/8% 17,379 1,583 18,962 Actual: 3.37 54%/46% 22,000 18,400 40,400 Equipment Data _ Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU24RLXFZH AOU24RLXFZH Indoor Model: ASU7RLF1+ARU9RLF Brand: HYCLON HYCLON Efficiency: 9.65 HSPF 19 SEER Sound: 0 0 Capacity: 22,000 Btuh 22,000 Btuh Sensible Capacity: n/a 22,000 Btuh Latent Capacity: n/a 18,400 Btuh AHRI Reference No.: n/a 8063925 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 83F, SOWB: 71 F, WODB: 10F, SIDB: 75F, SIRH: 50%,WIDB: 70F, Sen. gain: 17,379 Btuh, Lat. gain: 1,583 Btuh, Sen. loss: 11,434 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.5F, Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 70F, Req. clg. airflow: 792 CFM, Req. htg. airflow: 149 CFM P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B2.rh9 Tuesday, July 09, 2019, 12:36 PM i 170412 - 83 HVAC Load Calculations for KF==tVACHVACLoADs Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. Rhvac-Residential&Light Commercial HVA_C Loads Elite Software Development,Inc. WE Engineering [Rochester j 170412-63 Rochester,NY 14604 Page 2 Project Report. General Pro'ect Information - Project Title: 170412-B3 Project Date: Monday, September 24, 2018 Desi n Data _ Reference City: Suffolk County AFB, New York Building Orientation: Front door faces North Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check`Fi ures . Total Building Supply CFM: 495 CFM Per Square ft.: 0.673 Square ft. of Room Area: 735 Square ft. Per Ton: 685 Volume (ft'): 6,031 B0_ lding Loads Total Heating Required Including Ventilation Air: 10,553 Btuh 10.553 MBH Total Sensible Gain: 10,855 Btuh 84 % Total Latent Gain: 2,032 Btuh 16 % Total Cooling Required Including Ventilation Air: 12,887 Btuh 1.07 Tons(Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B3.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Softw_ are Development,Inc. WE Engineering [°Rochester y y 170412-133 Rochester NY 14604 Page 3 Miscellaneous Report System°1 170412-B3 Outdoor Outdoor; Outdoor. . ® Indoor,. Indoor:' Grains Input Data ':DrV Bulb'. °Wet Bulb,l__ Rel.Hum_= Rel.Hurn ° Dry Bulb: Difference Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing Inputs ° - ° � - Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data ° � • _ ° - Winter Summer - Infiltration Specified: 0.120 AC/hr 0.060 AC/hr - -------------------_______�_________12 _CFM -- 6 CFM --_ _-- Infiltration Actual: 0.322 AC/hr 0.304 AC/hr Above Grade Volume: X 6,031 Cu.ft. X 6,031 Cu.ft. 1,940 Cu.ft./hr 1,836 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 32 CFM 31 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: - 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120,AC/hr(12 CFM), Construction:Tight Summer Infiltration Specified: 0.060 AC/hr(6 CFM), Construction:Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B3.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-133 Rochester NY 14604 Page 4 Load Preview Report Net h 2 Sen Lat Net Sen Sys Sys Sys Duct Scope Ton /Ton Area Gain Gain Gain Loss Htg Clg Act Size CFM CFM CFM Buildinq 1.07 685 735 10,855 21032 12,887 10,553 137 495 495 System 1 1.07 685 735 10,855 2,032 12,887 10,553 137 495, 495 7x10 Zone 1 735 10,855 2,032 12,887 10,553 137 495 495 1-Bedroom 1-130SF 130 2,276 361 2,637 2,589 34 104 104 6 2-Bath 1-67SF 67 195 0 195 477 6 9 9 4 3-Kitchen-96 7SF 97 3,112 806 3,918 545 7 142 142 6 4-Livinq Room-343ASF 343 2,932 438 3,370 3,689 48 134 134 Not TM 2---5 5-Bedroom 2-97.2SF 98 2,340 427 2,767 3,253 42 107 107 6 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B3.rh9 Tuesday,July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads °Eli_te Software Development,Inc., WE Engineering [Rochester 170412-133 Rochester NY 14604 Pa e.5 Duct Size Preview Room or Source Minimum Maximum Rough Design SP Duct Duct Htg Clg Act. Duct Duct Name Velocity Velocity Factor L/100 Loss Velocity Length Flow Flow Flow Size System 1 Supply Runouts Zone 1 1-Bedroom 1-130SF(Bedroom TMDD 0 0 00003 0.08 0.01393 5093, 6 34 104 104 6 2-Bath 1 -67SF(Bathroom) TMDD 0 0 00003 008 0.00308 275 1 6 9 4 3-Kitchen-96.7SF(Kitchen) TMDD 0 0 0.0003 0.08 0.02236 509.3 10, 7 142 142 6 4-Lromq Room-343ASF Built-In 450 750 001 0.1 489.9 48 134 134 2--5 2) 5-Bedroom 2-97 2SF(Bedroom TMDD 0 0 0.0003 0.08 0.00979 5093 1 42 107 107 6 Other Ducts in System 1 Supply Main Trunk(Main) TMDD 0 0 0.0003 0.08 0.04965 666.5 3,5, 324 32 324 7x10 bedroom main TMDD 0 0 0.0003 0.08 0.077 573 17 200 MM 200. 8 Kitchen Main TMDD 0 0 0.0003 0.08 002627 464 5 124 MM 124 7 Return TMDD 0 0 0.0003 0.08 004171 666.5 2 324 324 324 7.10 RR-100 TMDD 0 0 0.0003 0.08 0.01899 666.5 4 0 0 324 7x10 Summary Svstem 1 Heatinq Flow: 137 Desiqn Friction Rate: 0.057 TEL Return: 66.9 Coolinq Flow: 495 Total Cumulative SP Loss: 0.141 TEL Supplv: 179.2 Fan ESP: 0.141 Device SP Loss: 0 TEL Total: 246.1 Fan SP Available' 0.141 Return Loss Added to Supplv: 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B3.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&_Light.Commercial HVAC Loads ` Elite Software_ Development,Inc. WE Engineering [Rochester 170412-133 - Rochester NY 14604 Page 6 Tabular Manual D Ductsize Data - Duct System 1 - Su I -Duct Name,etc. e' Type Roughness" Diameter` Velocity j SPL.Duct Upstream Temperature Width Loss/1,00 ` ` SPL.Fit ,.Shape Length Height Fit.Eq.Len ', SPL.Tot Sizing CFM,_ Area SP.Avail" SPL.Cumul ---Duct Name: Main, Fittings: 5-N, 9-E2, 12-MI, Effective Length: 54.7 Trunk 0.0003 9.1 667 0.003 Up: Fan 72 7 0.091 0.046 Rect 3.5 10 51.2 0.050 Nearest Inch 324 9.9 0.091 0.050 ---Duct Name: bedroom main, Fitting: 9-1-11, Effective Length: 107.7 Trunk 0.0003 8 573 _ 0.012 Up: Main 72 6.2 0.072 0.065 Rnd 17.0 8.7 90.7, 0.077 Nearest Inch 200 35.6 0.014 0.127 ---Duct Name: Bedroom 1,Supplies: Bedroom 1 - 130SF, Fitting: 4-Y, Effective Length: 16.8 Runout 0.0003 6 509 0.005 Up: bedroom main 72 4.7 0.083 0.009 Rnd 6.0 6.6 10.8 0.014 Nearest Inch 100 9.4 0.000 0.141 ---Duct Name: Bedroom 2,Supplies: Bedroom 2-97.2SF, Fitting: 4-Y, Effective Length: 11.8 Runout 0.0003 6 509 0.001 Up: bedroom main 72 4.7 0.083 0.009 Rnd 1.0 6.6 10.8 0.010 Nearest Inch 100 1.6 0.004 0.136 ---Duct Name: Kitchen Main, Fittings: 12-M1, 9-1-11, Effective Length:45.5 Trunk 0.0003 7 464 0.003 Up: Main 72 5.4 0.058 0.023 Rnd 5.0 7.7 40.5 0.026 Nearest Inch 124 9.2 0.065 0.076 ---Duct Name: Bathroom, Supplies: Bath 1 -67SF, Fitting: 4-Y, Effective Length: 6.7 Runout 0.0003 4 275 0.000 Up: Kitchen Main 72 3.1 0.046 0.003 Rnd 1.0 4.4 5.7 0.003 Nearest Inch 24 1 0.062 0.079- ---Duct .079---Duct Name: Kitchen, Supplies: Kitchen-96.7SF, Fittings:4-Y, 8-A2, Effective Length: 27.0 Runout 0.0003 6 509 0.008 Up: Kitchen Main 72 4.7 0.083 0.014 Rnd 10.0 6.6 17.0 0.022 Nearest Inch 100 15.7 0.042 0.098 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM,Velocity-.ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summa Number of active trunks: 3 Number of active runouts: 4 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-133.rh9 Tuesday,July 09, 2019, 12:36 PM Rhvac-Residential&Light.gomrnercial HVAC Loads Elite,Software Development,Inc. WE Engineering [Rochester 170412-138 Rochester`NY 14604 Pa e 7 Tabular Manual D Ductsize Data - Duct System 1 - Supply(cont' q 1,Summary Total runout outlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter: 9.1 Main Largest runout diameter: 6 Bedroom 1 Smallest trunk diameter: 7 Kitchen Main Smallest runout diameter: 4 Bathroom Supply fan external static pressure: 0.141 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.141 Runout maximum cumulative static pressure loss: 0.141 Bedroom 1 Return loss added to supply: 0:000 Total effective length of return (ft.): 66.9 RR-100 Total effective length of supply(ft.): 179.2 Bedroom 1 Overall total effective length (ft.): 179.2 RR-100 to Bedroom 1 Design overall friction rate per 100 ft.: 0.078 (Available SP x 100/TEL) System duct surface area(Scenario 1): 82.4 (Not linked to duct load) Total system duct surface area: 82.4 i P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B3.rh9- Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light`Commerc_ial HVAC Loads Elite Software Development,-Inc. WE Engineering [Rochester 170412-B3 Rochester NY 14604 Page 8 Tabular Manual D Ductslze Data - Duct System 9 - Return ---Duct Name, etc. . Type Roughness' Diameter Velocity,' SPL.Duct Upstream Temperature Width ` Loss/100- SPL.Fit Shape Length. , Height. Fit.Eq.Leri ' SPL.Tot Sizing CFM , Area, SP.Avail . SPL.Cumul ---Duct Name: Return, Fitting: 5-N, Effective Length: 45.9 Trunk 0.0003 9.1 667 0.002 Up: Fan 72 7 0.091 0.040 Rect 2.0 10 43.9 0.042 Nearest Inch 324 5.7 -0.019 0.061 ---Duct Name: RR-100, Fitting: 4-Y, Effective Length: 20.9 Runout 0.0003 9.1 667 0.004 Up: Return 72 7 0.091 0.015 Rect 4.0 10 16.9 0.019 Nearest Inch 324 11.3 0.000 0.019 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter: 9.1 Return Largest runout diameter: 9.1 RR-100 Smallest trunk diameter: 9.1 Return Smallest runout diameter: 9.1 RRA 00 Runout maximum cumulative static pressure loss: 0.019 RR-100 Return loss added to supply: 0.000 Total effective length of return (ft.): 66.9 RRA 00 System duct surface area (Scenario 1): 17 (Not linked to duct load) Total system duct surface area: 17 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B3.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite_Software Development,Inc. M/E Engineering I Rochester _ 170412-133 Rochester NY. 14604 _Page 9 Total Buildin_q Summa1y Loads Component Area ' 'Sen!! Lata Sen;_ Total Description _ Quan` Loss Gain Gain>� _ Gains 1D-cv-o: Glazing-Double pane, operable window, clear, 90 3,078 0 1,752 1,752 vinyl frame, U-value 0.57, SHGC 0.56 11 H: Door-Wood-Panel With Wood Storm, U-value 0.32 21 403 0 128 128 12B-3sw: Wall-Frame, R-11 insulation in 2 x 4 stud 223.6 1,060 0 220 220 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 22C-5pm-c: Floor-Slab on grade, Horizontal board 57 3,883 0 0 0 insulation extends 4' under slab, carpet covering, R-5 insulation, passive, heavy dry or light wet soil, U- value 1.135 Subtotals for structure: 8,424 0 2,100 2,100 People: 3 600 690 1,290 Equipment: 806 6,519 7,325 Lighting: 308 1,050 1,050 Ductwork: 0 0 0 0 Infiltration:Winter CFM: 32, Summer CFM: 31 2,129 626 268 894 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust:Winter CFM: 30, Summer CFM: 30 AED Excursion: 0 0 228 228 Total Building Load Totals: 10,553 2,032 10,855 12,887 Check Figures-. Total Building Supply CFM: 495 CFM Per Square ft.: 0.673 Square ft. of Room Area: 735 Square ft. Per Ton: 685 Volume(ft3): .6,031 B ilding Loads Total Heating Required Including Ventilation Air: 10,553 Btuh 10.553 MBH Total Sensible Gain: 10,855 Btuh 84 % Total Latent Gain: 2,032 Btuh 16 % Total Cooling Required Including Ventilation Air: 12,887 Btuh 1.07 Tons (Based On Sensible + Latent), Notes - I n - - , , - Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B3.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-B3 Rochester.NY 14604 Page 10 Buildin_q Pie Chart Infiltration 20% Floor 37% Door 4% Glass 29% Wall 10% Wall 2% AED Excursion 2% Infiltration 7% Glass 14% Lighting 8% Door 1% People 10% Equipment 57% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B3.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester _ 170412-B3. Rochester NY 14604 Pae 11 Manual S Performance Data - System 1 - 170412 - 83 Loads-and Design-Conditions ° Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 10.855 Outdoor Wet Bulb: 71 Latent Gain: 2.032 Indoor Dry Bulb: 75 Total Gain: 12.887 Indoor RH: 50 Load SHR: 0.84 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 10.553 Indoor Dry Bulb: 70 Entering Dry Bulb: 70.0 Indoor RH: 30 Supply Airflow: 137 E ui ment Performance Data at System Design Conditions This system's equipment was selected in accordance with ACCA Manual S. Cooling: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: FUJITUS Interpolation Results: Percent Load of Load Sensible Capacity: 0.000 10.855 0% Latent Capacity: 0.000 2.032 0% Total Capacity: 0.000 12.887 0% Heating: Model Type:Air Source Heat Pump, Model: AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: FUJITSU Results: Percent Load ofLoad Heating Capacity: 22.000 10.553 208% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B3.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commerci_al,HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester - 170412-B3 Rochester NY 14604 Pae 12 Detailed Room Loads - Room 1 - Bedroom 1 - 130SF Average Load Procedure General - ` - -- ` Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 12.4 ft. System Number: 1 Room Width: 10.5 ft. Zone Number: 1 Area: 130.2 sq.ft. Supply Air: 104 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 5.8 AC/hr Volume: 1,068 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 8 CFM Actual Summer Infil.: 8 CFM Item Area =U-� Htg Sen Clg Lat; Sen Description Quaritit 4 Value' HTM, Loss° - HTM; . Gain,, Gain N-Wall-12B-3sw 10.5 X 8.2 56.1 0.079 4.7 266 1.0 0 55 N -GIs-1 D-cv-o shgc-0.56 100%S 30 0.570 34.2 1,026 15.4 0 462 (2) Floor-22C-5pm 11 ft..Per. 11 1.135 68.1 749 0.0 0 0 Subtotals for Structure: 2,041 0 517 Infil.:Win.: 8.3, Sum.: 7.9 86 6.365 548 0.801 161 69 AED Excursion: 48 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 191 Room Totals: 2,589 361 2,276 Equipment Coolin Loads Cont. Cont. Output-' - Output Avg. Pct t3 Sens. Lat. Sens. Lat. In-UseUsed," Load , Load Item Name Btuh Btuh.: ,Output,; /Hour E Btuhr Btuh Color television 683 0 100 100 683 0 Computerand monitor_ ----____- — _r _ -._-----------___---1536 03500 1 _ 538 0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B3.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC_Loadso Elite Software-Development,Inc. WE Engineering [Rochester 170412-B3 Rochester NY 14604. Pae 13 Detailed Room Loads - Room 2 - Bath 1 - 67SF (Avera- e Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.9 ft. System Number: 1 Room Width: 8.5 ft. Zone Number: 1 Area: 67.2 sq.ft. Supply Air: 9 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 1.0 AC/hr Volume: 551 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area =U-E, Htg - Seri-: Clg,-.,=° Lat° Sen' Description'. Quantity, Value HTM_ -Losse HTM s Gain;' Gain. Floor-22C-5pm 7-ft..Per. --------------___-7_____---1_135--____---68.1 _ --477 _ - 0.0_ 0 __--_--0_ Subtotals for Structure: 477 0 0 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 4 Lighting: 56 _ 191 Room Totals: 477 0 195 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B3.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-,Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester0; 170412-B3 Rochester,NY 14604 Page 14 Detailed Room Loads - Room 3 - Kitchen - 96.7SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 11.0 ft. System Number: 1 Room Width: 8.8 ft. Zone Number: 1 Area: 96.8 sq.ft. Supply Air: 142 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 10.7 AC/hr Volume: 794 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area- -U- Htg� Sen Clg,s Lat Sen 'Description Quantit ' Value HTM; Loss HTW Gain Gain Floor-22C-5p__m 8_ft..Per. _ __8 ____1.135_ 68.1__ --545- ____ 0.0 _ _ - 0 __ _ _ 0__ Subtotals for Structure: 545 0 0 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0' 0 0 AED Excursion: 65 Equipment: 806 2,856 Lighting: 56 191 Room Totals: 545 806 3,112 Equipment Coolin Loads Cont.4 ` . Cont. ., Output Output Avg. Pct - Sens. Lat. Sens. ; Lat,n In-Use,' Used Load Load Item Name -.Btuh r Btuh;, . Output', /Hour Btuh ' Btuh Cooking range no hood-four burners on high heat 13311 7167 25 25 832 448 Dishwasher 4096 1433 100 25 1024 358 Refrigerator or freezer-16 cubic feet_____________.______ __ __LL _ A-000- _,_._ __0 100 100 _ 1000___ _ 0 Total 2856 806 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B3.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac=Residential&Light Coftfm6rcial HVAC Loads _ Elite Software Development,:lnc: M/E Engineering [Rochester - 170412-133 Rochester NY 14604 - Pae 15 Detailed Room Loads - Room 4 - Living Room'- 343.4SF (Average Load Procedure) General- - Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 20.8 ft. System Number: 1 Room Width: 16.5, ft. Zone Number: 1 Area: 343.2 sq.ft. Supply Air: 134 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 2.8 AC/hr Volume: 2,814 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 67 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 490 ft./min. Percent of Supply: 0 % Runout Air Velocity: 490 ft./min. Actual Winter Infil.: 12 CFM Actual Loss: 0.198 in.wg./100 ft. Actual Summer Infil.: 12 CFM [Item, Area -U= `r- Htg� d-Seri ' -Cig;H Lat - Sen DescriptionGQuanti .Value _ HTM,- -Loss` HTM�;= -Gain -Gain S-Wall-12B-3sw 15.5 X 8.2 76.1 0.079 4.7 361 1.0 0 75 S-Door-11 H 3 X 7 21 0.320 19.2 403 6.1 0 128 S-GIs-1 D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 27.6 0 828 Floor-22C-5pm 16 ft..Per. 16 1.135 68.1 1,090 0.0 0 0 Subtotals for Structure: 2,880 0 1,031 Infil.:Win.: 12.3, Sum.: 11.6 127 6.365 809 0.803 238 102 AED Excursion: 61 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: 84 286 --- ----------- --- -------- --- Room Totals: 3,689 438 2,932 'E ui'`menf�Coolin ,Loads . s - �. Cont.. Cont.1, � Output Output,+ - Avg. �Pct,� Sens. Lat. e Sens..: _ Lat._ .°In-Use>�' Used�; Load Load Item Name Btuh r• Btuh-3 a Out' ut.,` `/Hour`s' " -•Btuh.l Btuh Color television 683 0 100 100 683 0 Computer and monitor _ _ _ 1.536 _ _ 0_ __ 35 100 ___5380_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B3.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light Commercial HVAC_Loads Elite Software Development,Inc. WE Engineering (Rochester 170412-B3 Rochester NY 14604 - 0 1 Pae 16 Detailed Room Loads - Room 5 - Bedroom 2 - 97.2SF Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 9.8 ft. Zone Number: 1 Area: 98.0 sq.ft. Supply Air: 107 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 8.0 AC/hr Volume: 804 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 12 CFM Actual Summer Infil.: 11 CFM Item - Area =U-'- Htg t. Sen f. Clg Lat J Sen Description' Quanti • Value.- HTM Loss�_. HTM Gain Gain N -Wall-12B-3sw 9.8 X 8.2 50.4 0.079 4.7 239 1.0 0 50 E-Wall-1213-3sw 5 X 8.2 41 0.079 4.7 194 1.0 0 40 N -GIs-1 D-cv-o shgc-0.56 100%S 30 0.570 34.2 1,026 15.4 0 462 (2) Floor-22C-5p_ 15_ft_.Per.____ 15 __1__135__ _____68.1___ ______ 1022 0.0_' 0 __ 0_ Subtotals for Structure: 2,481 0 552 Infil.:Win.: 11.7, Sum.: 11.1 121 6.361 772 0.799 .227 97 AED Excursion: 49 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: 56 _ 191 Room Totals: 3,253 427 2,340 E ui ment Cooling Loads ' Cont. Cont. Output Output 'Avg. Pct - Sens. Lat. ` Sens:,,, Lat.,' . I n-Use" Used Load Load Item Name Btu4 Btuh . ° Output,, /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor _ 1536 ___-0 v_ 35 105 538 _ _____0_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B3.rh9 Tuesday, July 09, 2019, 12:36 PM Rhvac-Residential&Light-Commercial HVAC,Loads Elite Software Development,Inc. M/E Engineering [Rochester - - 170412-63 Rochester.NY 1.4604 `'` Pp, 17 System 1 Room Load Summary ` Htg x Minn - Runs, ` Run Clg ° CI Min Act Room, Area Sens_: __ Htg Duct_ "'Duct Sens Lat, CIg, Sys No>Name' SF ttuh CFM =Size -Vel: Btuh,:- Btuh CFW CFM ---Zone 1--- 1 Bedroom 1 - 130 2,589 34 6 - 2,276 361 104 104 130SF 2 Bath 1 -67SF 67 477 6 4 - 195 0 9 9 3 Kitchen-96.7SF 97 545 7 6 - 3,112 806 142 142 4 Living Room- 343 3,689 48 12-5 490 2,932 438 134 134 343ASF 5 Bedroom 2- 98 3,253 42 6 - 2,340 427 107 107 97.2SF_____ _ ____Sy_stem_1 total 735 10,553 137 10,855 2,032 495 495 System 1 Main Trunk Size: 7x10 in. Velocity: 667 ft./min Loss per 100 ft.: 0.091 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Coolinq S stem Summa. ` }' Cooling, '-Sensible/Latent ° Sensible> Latent, Total Tons Slit Btuh Btuh Btuh Net Required: 1.07 84%/ 16% 10,855 2,032 12,887 Actual: 3.37 54%/46% 22,000 18,400 40,400 Equipment Data Heating System Cooling System Type: Air SoOrce Heat Pump Air Source Heat Pump Model: AOU24RLXFZH AOU24RLXFZH Indoor Model: ASU7RLF1+ARU9RLF Brand: HYCLON HYCLON Efficiency: 9.65 HSPF 19 SEER Sound: 0 0 Capacity: 22,000 Btuh 22,000 Btuh Sensible Capacity: n/a 22,000 Btuh Latent Capacity: n/a 18,400 Btuh AHRI Reference No.: n/a 8063925 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 83F, SOWB: 71F,WODB: 10F, SIDB: 75F, SIRH: 50%, WIDB: 70F, Sen. gain: 10,855 Btuh, Lat. gain:,2,032 Btuh, Sen. loss: 10,553 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.51F, Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 70F, Req. clg. airflow:495 CFM, Req. htg. airflow: 137 CFM P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B3.rh9 Tuesday,July 09, 2019, 12:36 PM 170412 - 84 HVAC Load Calculations for EmLjfvAc HVAC LoADs Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. Rhvac-Residential&Light Commercial HVAC Loads 'Elite Software Development,Inc. WE Engineering [Rochester 170412-134 Rochester NY 14604 Page 2 Pro'ect Report General Pro'ect Information. Project Title: 170412-B4 Project Date: Monday, September 24, 2018 Design Data _ Reference City: Suffolk County AFB, New York Building Orientation: Front door faces North Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check Figures ° Total Building Supply CFM: 564 CFM Per Square ft.: 0.767 Square ft.of Room Area: 735 Square ft. Per Ton: 612 Volume(ft'): 6,031 F6uildinq Loads Total Heating Required Including Ventilation Air: 7,866 Btuh 7.866 MBH Total Sensible Gain: 12,385 Btuh 86 % Total Latent Gain: 2,032 Btuh 14 % Total Cooling Required Including Ventilation Air: 14,417 Btuh 1.20 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B4.rh9 Tuesday, July 09, 2019, 12:55 PM Rhvac-Residential&,Light Commercial HVAC LoadsElite Software Development,Inc. NOE Engineering [Rochester ` _ 170412-M Rochester NY 14604 Page 3 Miscellaneous Report System 1 170412-'B4 _ Outdoor Outdoor Outdoor? Indoor • Indoor" Grains Input Data D Bulb Wet Bulb it Rel.Hum> �Rel.Hum,� Dry,Bulb.:-Difference Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing In uts Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data " _ ` ` • I -� - I ' - Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr 12 CFM 6 CFM Infiltration Actual: 0.322 AC/hr 0.304 AC/hr Above Grade Volume: X 6.031 Cu.ft. X 6.031 Cu.ft. 1,940 Cu.ft./hr 1,836 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 32 CFM 31 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(12 CFM), Construction:Tight Summer Infiltration Specified: 0.060 AC/hr(6 CFM), Construction: Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B4.rh9 Tuesday, July 09, 2019, 12:55 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,'Inc. WE Engineering [Rochester 170412-134 Rochester.NY 14604 Page 4 Load Preview Report Net ft.z Sen Lat Net Sen Sys Sys Sys Duct Scope Ton /Ton Area Gain Gain Gain Loss Htg CIg Act Size CFM CFM CFM Buildinq 1.20 612 735 12,385 2,032 14,417 7,866 102 564 564 System 1 1.20_ 612 735 12,385 2,032 14,417 7,866 102 564' 564 7x10 Zone 1 735 12,385 2,032 14,417 7,866 102 564 564 1-Bedroom 1-130SF 130 2,510 361 2,871 2,043 27 114 114 6 2-Bath 1-67SF 67 309 0 309 105 1 14 14 4 3-Kitchen-96.7SF 97 3,297 806 4,103 151 2 150 150 6 4-Livmq Room-343 4SF 343 3,747 438 4,185 3,183 41 171 171 Not TMDD 2--5 5-Bedroom 2-97.2SF 98 2,521 427 2,948 2,384 31 115 115 6 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B4.rh9 Tuesday, July 09, 2019, 12:55 PM Rhvac-Residential.&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-B4 Rochester NY 14604 Page 5 Duct Size Preview Room or Source Mwmum Maximum Rough. Design SP Duct Duct Htg Clg Act. Duct Duct Name Velocity Velocity Factor U100 Loss Velocity Length Flow Flow Flow Size System 1 Supply Runouts Zone 1 1) 1-Bedroom 1-130SF(Bedroom TMDD 0 0 0.0003 0.08 0.0131 509.3 5 27 114 114 6 , 2-Bath 1-67SF(Bathroom) TMDD 0 0 00003 0.08 0.00446 275 4 1 14 14 4 3-Kitchen-96.7SF(Kitchen) TMDD 0 0 00003 0.08 0.02071 509.3 8 2 150 150 6 4-Livinq Room-343ASF Built-In 450 750 0.01 0.1 626 41 MM 171 2--5 2) 5-Bedroom 2-97.2SF(Bedroom TMDD 0 0 0.0003 0.08 0.00979 509.3 1 31 C 115 6 Other Ducts In System 1 Supply Main Trunk(Main) TMDD 0 0 0.0003 0.08 0.04572 666.5 41 324 324 324 7x10 Bed Main TMDD 0 0 0.0003 0.08 0.13695 641.7 17 224 MM 224 8 RT-100 TMDD 0 0 0.0003 0.08 001278 666.5 2 324 MM 324 7x10 RR-100 TMDD 0 0 0.0003 0.08 0.00363 666.5 4 0 0 324 7x10 Summary System 1 Heatinq Flow: 102 Design Friction Rate: 0.088 TEL Return: 18.1 Coolinq Flow: 564 Total Cumulative SP Loss: 0.212 TEL Supply: 222.1 Fan ESP: 0.212 Device SP Loss: 0 TEL Total: 240.2 Fan SP Available: 0.212 Return Loss Added to Supply- 0.016 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B4.rh9 Tuesday, July 09, 2019, 12:55 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B4 Rochester NY 1'4604 0 Page 6 Tabular Manual D Ductsize Data - Duct System 1 - Su 1 ---Duct Name, etc. Type Roughness Diameter, Velocity, SPL.Duct Upstream Temperature Width , Loss/100 SPL.Fit Shape Length Height; Fit.Eq.Len ' SPL.Tot Sizing CFM Area' SP.Avail ' SPL.Cumul ---Duct Name: Main, Fittings: 5-N, 9-E2, Effective Length: 50.4 Trunk 0.0003 9.1 667 0.004 Up: Fan 72 7 0.091 0.042 Rect 4.0 10 46.4 0.046 Nearest Inch 324 11.3 0.150 0.062 ---Duct Name: Bed Main, Fitting: 9-H1, Effective Length: 155.9 Trunk 0.0003 8 - 642 0.015 Up: Main 72 6.2 0.088 0.122 Rnd 17.0 8.7 138.9 0.137 Nearest Inch 224 35.6 0.013 0.199 ---Duct Name: Bedroom 1, Supplies: Bedroom 1 -130SF, Fitting: 4-Y, Effective Length: 15.8 Runout 0.0003 6 509 0.004 Up: Bed Main 72 4.7 0.083 0.009 Rnd 5.0 6.6 10.8 0.013 Nearest Inch 100 7.9 0.000 0.212 ---Duct Name: Bedroom 2, Supplies: Bedroom 2-97.2SF, Fitting: 4-Y, Effective Length: 11.8 Runout 0.0003 6 509 0.001 Up: Bed Main 72 4.7 0.083 0.009 Rnd 1.0 6.6 10.8 0.010 Nearest Inch 100 1.6 0.003 0.209 ---Duct Name: Bathroom, Supplies: Bath 1 -67SF, Fitting: 4-Y, Effective Length: 9.7 Runout 0.0003 4 275 0.002 Up: Bed Main 72 3.1 0.046 0.003 Rnd 4.0 4.4 5.7 0.004 Nearest Inch 24 4.2 0.009 0.204 ---Duct Name: Kitchen, Supplies: Kitchen-96.7SF, Fittings: 4-Y, 8-A2, Effective Length: 25.0 Runout 0.0003 6 509 0.007 Up: Main 72 4.7 0.083 0.014 Rnd 8.0 6.6 17.0 0.021 Nearest Inch 100 12.6 0.129 0.083 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM, Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 2 Number of active runouts: 4 Total runout outlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter: 9.1 Main Largest runout diameter: 6 Bedroom 1 Smallest trunk diameter: 8 Bed Main P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B4.rh9 Tuesday, July 09, 2019, 12:55 PM Rhvac-Residential 8 Light Commercial_HVAC Loads __ Elite Software Development,Inc. WE Engineering (Rochester 170412-B4 Rochester.NY 14604 Page 7 Tabular Manual D Ductsize Data - Duct System 1 - Supp/y( cont'd Summary Smallest runout diameter: 4 Bathroom Supply fan external static pressure: 0.212 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.212 Runout maximum cumulative static pressure loss: 0.212 Bedroom 1 Return loss added to supply: 0.016 Total effective length of return (ft.): 18.1 RR-100 Total effective length of supply(ft.): 222.1 Bedroom 1 Overall total effective length (ft.): 240.2 RRA 00 to Bedroom 1 Design overall friction rate per 100 ft.: 0.088 (Available SP x 100/TEL) System duct surface area(Scenario 1): 73.1 (Not linked to duct load) Total system duct surface area: 73.1 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B4.rh9 Tuesday, July 09, 2019, 12:55 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-134 Rochester NY 14604 Page 8 Tabular Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream x Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail. SPL.Cumul ---Duct Name: RT-100, Fitting: 1-G2, Effective Length: 14.1 Trunk 0.0003 9.1 667 0.002 Up: Fan 72 7 0.091 0.011 Rect 2.0 10 12.1 0.013 Nearest Inch 324 5.7 -0.004 0.016 ---Duct Name: RR-100, Effective Length: 4.0 Runout 0.0003 9.1 667 0.004 Up: RT-100 72 7 0.091 0.000 Rect 4.0 10 0.0 0.004 Nearest Inch 324 11.3 0.000 0.004 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM, Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summa Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter: 9.1 RT-100 Largest runout diameter: 9.1 RR-100 Smallest trunk diameter: 9.1 RT-100 Smallest runout diameter: 9.1 RR-100 Runout maximum cumulative static pressure loss: 0.004 RRA 00 Return loss added to supply: 0.016 Total effective length of return (ft.): 18.1 RR-100 System duct surface area (Scenario 1): 17 (Not linked to duct load) Total system duct surface area: 17 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B4.rh9 Tuesday, July 09, 2019, 12:55 PM Rhvac--Residential&Light Commercial HVAC-Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-134 Rochester NY 14604 Page 9 Total Building Summaly Loads Component Area Sen Lai fSen!� Total Description Quan Loss i; Gain' GainGain 1 D-cv-o: Glazing-Double pane, operable window, clear, 102 3,488 0 2,082 2,082 vinyl frame, U-value 0.57, SHGC 0.56 12B-3sw:Wall-Frame, R-11 insulation in 2 x 4 stud 232.6 1,102 0 229 229 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 16A-38-ad: Roof/Ceiling-Under Attic with Insulation on 735.3 1,147 0 1,205 1,205 Attic Floor(also use for Knee Walls and Partition Ceilings), unvented attic, no radiant barrier, R-38 insulation, dark asphalt, U-value 0.026 Subtotals for structure: 5,737 0 3,516 3,516 People: 3 600 690 1,290 Equipment: 806 6,519 7,325 Lighting: 308 1,050 1,050 Ductwork: 0 0 0 0 Infiltration:Winter CFM: 32, Summer CFM: 31 2,129 626 268 894 Ventilation:Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust:Winter CFM: 30, Summer CFM: 30 AED Excursion: 0 0 341 341 Total Building Load Totals: 7,866 2,032 12,385 14,417 ,Check Figures Total Building Supply CFM: 564 CFM Per Square ft.: 0.767 Square ft. of Room Area: 735 Square ft. Per Ton: 612 Volume (W): 6,031 FB ilding Loads Total Heating Required Including Ventilation Air: 7,866 Btuh 7.866 MBH Total Sensible Gain: 12,385 Btuh 86 % Total Latent Gain: 2,032 Btuh 14 % Total Cooling Required Including Ventilation Air: 14,417 Btuh 1.20 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B4.rh9 Tuesday, July 09, 2019, 12:55 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-B4 Rochester.NY 14604 Pae 10 Buil:: Pie Chart Roof 15% Infiltration 27% Wall 14% Glass 44% o AED Excursion 2% Roof 8% Infiltration 6% Wall 2% Lighting 7% Glass 14% 0 People 9% Equipment 51% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412 - B4.rh9 Tuesday, July 09, 2019, 12:55 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B4 Rochester.NY 14604 Pae 11 Manual S Performance Data - System 1 - 170412 - B4 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 12.385 Outdoor Wet Bulb: 71 Latent Gain: 2.032 Indoor Dry Bulb: 75 Total Gain: 14.417 Indoor RH: 50 Load SHR: 0.86 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 7.866 Indoor Dry Bulb: 70 Entering Dry Bulb: 70.0 Indoor RH: 30 Supply Airflow: 102 Equipment Performance Data at System Desi n Conditions This system's equipment was selected in accordance with ACCA Manual S. Cooling: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: FUJITUS Interpolation Results: Percent Load ofLoad Sensible Capacity: 0.000 12.385 0% Latent Capacity: 0.000 2.032 0% Total Capacity: 0.000 14.417 0% Heating: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: FUJITSU Results: Percent Load o Load Heating Capacity: 22.000 7.866 280% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B4.rh9 Tuesday, July 09,2019, 12:55 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering i Rochester 170412-B4 Rochester NY 14604 Pae 12 Detailed Room Loads - Room 1 - Bedroom 1 - 130SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 12.4 ft. System Number: 1 Room Width: 10.5 ft. Zone Number: 1 Area: 130.2 sq.ft. Supply Air: 114 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 6.4 AC/hr Volume: 1,068 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 8 CFM Actual Summer Infil.: 8 CFM Item Area -U- Htg;, Sen, Clg' Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-12B-3sw 10.5 X 8.2 56.1 0.079 4.7 266 1.0 0 55 N -GIs-1 D-cv-o shgc-0.56 100%S 30 0.570 34.2 1,026 15.4 0 462 (2) UP-Ceil-16A-38 12.4 X 10.5 130.2 0.026 1.6 203 1.6 0 213 Subtotals for Structure: 1,495 0 730 Infil.:Win.: 8.3, Sum.: 7.9 86 6.365 548 0.801 161 69 AED Excursion: 69 People: 200 lat/per,230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting__ 56 191 Room Totals: 2,043 361 2,510 Equipment Coolin Loads Cont. Cont. Output Output. Avg..v Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and-monitor - - _-- -- _ _ _ _ _ __--1536 - --0 35_-_-- --100538__-- 0_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B4.rh9 Tuesday, July 09, 2019, 12:55 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester _ 170412-B4 Rochester NY 14604 Pae 13 Detailed Room Loads - Room 2 - Bath 1 - 67SF. Avera a Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.9 ft. System Number: 1 Room Width: 8.5 ft. Zone Number: 1 Area: 67.2 sq.ft. Supply Air: 14 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 1.5 AC/hr Volume: 551 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item. ` Area' -U-; Htg! Sen ' Clg° Lat ' Sen Description Quantity Value HTM Loss HTM Gain' Gain UP-Ceil-16A-38 7.9 X 8.5 67.2 0.026 1.6 105 1.6 0 110 Subtotals for Structure: 105 0 110 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 9 Lighting: _ _ 56 _ __ — _ 191_ Room Totals: 105 0 309 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B4.rh9 Tuesday, July 09, 2019, 12:55 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B4 Rochester NY 14604• Pae 14 Detailed Room Loads - Room 3 - Kitchen - 96.7SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 11.0 ft. System Number: 1 Room Width: 8.8 ft. Zone Number: 1 Area: 96.8 sq.ft. Supply Air: 150 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 11.4 AC/hr Volume: 794 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area _U-_ , Htg Sen Clg Lat, Sen Description Quantity Value HTM Loss HTM Gain _Gain UP-Ceil-16A-38 11 X 8.8 96.8 0.026 1.6 151 1.6 0 159 Subtotals for Structure: 151 0 159 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 91 Equipment: 806 2,856 Lighting: 56 191 Room Totals: 151 806 3,297 Equipment Coolin g Loads Cont. Cont. Output Output Avg. 'Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh _ Btuh, Output'. /Hour Btuh Btuh Cooking range no hood-four burners on high heat 13311 7167 25 25 832 448 Dishwasher 4096 1433 100 25 1024 358 Refrigerator or freezer- 16 cubic feet__ _ 1000 0______ 100____100 — 1000 0_ Total 2856 806 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B4.rh9 Tuesday, July 09, 2019, 12:55 PM Rhvac-Residential&Light Commercial HVAC Loads Elite-Software sDeyelom pen4,Inc. WE Engineering [Rochester' 170412-B4, Rochester NY 14604 P999--15— Detailed e15Detailed Room Loads - Room 4 - Living Room - 343.4SF Average Load Procedure General Calculation Mode: Htg. &,clg. Occurrences: 1 Room Length: 20.8 ft. System Number: 1 Room Width: 16.5 ft. Zone Number: 1 Area: 343.2 sq.ft. Supply Air: 171 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 3.6 AC/hr Volume: 2,814 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 85 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 626 ft./min. Percent of Supply: 0 % Runout Air Velocity: 626 ft./min. Actual Winter Infil.: 12 CFM Actual Loss: 0.321 in.wg./100 ft. Actual Summer Infil.: 12 CFM Item , Area -U-e Htg`' _ Sen 4 Clg,, Lat" Sen Description QuantityValue' HTM Loss�, HTM; Gain Gain S-Wall-12B-3sw 15.5 X 8.2 85.1 0.079 4.7 403 1.0 0 84 S-GIs-1 D-cv-o shgc-0.56 0%S 42 0.570 34.2 1,436 27.6 0 1,158 UP-Ceil-16A-38 20.8 X 16.5 343.2 0.026 1.6 535 _1: 0 562 Subtotals for Structure: 2,374 0 1,804 Infil.:Win.: 12.3, Sum.: 11.6 127 6.365 809 0.803 238 102 AED Excursion: 103 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting; - - -84 - -- ------ 286- Room Totals: 3,183 438 3,747 Equipment Coolin Loads Cont.:, Cont.: " Output ° Output= Avg. Pct`i= Sens. Lat: Sens: Lat. 'In-Use Used, Load` Load Item Name Btuh= Btuh-`, Out ut k /Hour=". Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor_ _ _ _ __ - _ __1536 ___ ___- 0- __ _35 ___ _ -100 538____ _ 0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B4.rh9 Tuesday, July 09, 2019, 12:55 PM Rhvac-Residential&Light Commercial HVAC Load_s Elite Software Development;Inc. WE Engineering [Rochester,' _ 170412-64 Rochester NY 14604 Pae 16 Detailed Room Loads - Room 5 - Bedroom 2 - 97.2SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 9.8 ft. Zone Number: 1 Area: 98.0 sq.ft. Supply Air: 115 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 8.6 AC/hr Volume: 804 cu°ft° Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 12 CFM Actual Summer Infil.: 11 CFM Item Area --U- Htg°;• Sen` CI`g' LaC Sen bei scri tions _ Quanti Value .HTM== Loss -HTM : Gain. Gain N -Wall-12B-3sw 9.8 X 8.2 50.4 0.079 4.7 239 1.0 0 50 E-Wall-12B-3sw 5 X 8.2 41 0.079 4.7 194 1.0 0 40 N -GIs-1 D-cv-o shgc-0.56 100%S 30 0.570 34.2 1,026 15.4 0 462 (2) UP-Ceil-16A-38 10 X 9.8 98 0.026 1.6 153 1.6 0 161 Subtotals for Structure: 1,612 0 713 Infil.:Win.: 11.7, Sum.: 11.1 121 6.361 772 0.799 227 97 AED Excursion: 69 People: 200 [at/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: 56 191 Room Totals: 2,384 427 2,521 E `ui 'ment Cooling Loads - _ Cont. ' Cont.', Output Output=' Avg., Pct 1:, Sens. Lat. Sens._ Lat. -In-User Used "~ Load - Load Item Name3 Btuh`1 _ Btuh-,' Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor _ 1536 0 35 100 538 _0_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B4.rh9 Tuesday, July 09, 2019, 12:55 PM Rhvac=Residential&Light Commercial HVAC_Loads Elite Software Development;Inc. WE Engineering [Rochester ` J 170412--64 Rochester.NY 14604 Pageg 17 System 1 Room Load-Summaly i Htg Min Run' Run Clg' Clg Min Act Room Area Sens, Htg Duct Duct Sens Lat Clg,; Sys No Name SF Btuh CFM Size,, Vel Btuh' Btuh _-,—CFM CFM ---Zone 1--- 1 Bedroom 1 - 130 2,043 27 6 - 2,510 361 114 114 130SF 2 Bath 1 -67SF 67 105 1 4 - 309 0 14 14 3 Kitchen-96.7SF 97 151 2 6 - 3,297 806 150 150 4 Living Room- 343 3,183 41 12-5 626 3,747 438 171 171 343ASF 5 Bedroom 2- 98 2,384 31 6 - 2,521 427 115 115 97.2SF --- — --- — — — System 1 total 735__- 7,866 102 12,385 2,032 564 564_ System 1 Main Trunk Size: 7x10 in. Velocity: 667 ft./min Loss per 100 ft.: 0.091 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summary Cooling ' Sensible/Latent Sensible Latent Total Tons Split -Btuh Btuh Btuh Net Required: 1.20 86%/ 14% 12,385 2,032 14,417 Actual: 3.37 54%/46% 22,000 18,400 40,400 Equipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU24RLXFZH AOU24RLXFZH Indoor Model: ASU7RLF1+ARU9RLF Brand: HYCLON HYCLON Efficiency: 9.65 HSPF 19 SEER Sound: 0 0 Capacity: 22,000 Btuh 22,000 Btuh Sensible Capacity: n/a 22,000 Btuh Latent Capacity: n/a 18,400 Btuh AHRI Reference No.: n/a 8063925 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 83F, SOWB: 71 F,WODB: 10F, SIDB: 75F, SIRH: 50%, WIDB: 70F, Sen. gain: 12,385 Btuh, Lat. gain: 2,032 Btuh, Sen. loss: 7,866 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.5F, Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD:70F, Req. clg. airflow: 564 CFM, Req. htg. airflow: 102 CFM P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B4.rh9 Tuesday, July 09, 2019, 12:55 PM a 170412 - B5 HVAC Load Calculations for Fr.ei* ww � V � HVAC LOAD9 Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B5 Rochester NY 14604 Pa e 2 Project Report General Pro'ect Information Project Title: 170412- B5 Project Date: Monday, September 24, 2018 Desi n'Data Reference City: Suffolk County AFB, New York Building Orientation: Front door faces North Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check Figures Total Building Supply CFM: 491 CFM Per Square ft.: 0.668 Square ft. of Room Area: 735 Square ft. Per Ton: 689 Volume (ft'): 6,031 Buildin Loads Total Heating Required Including Ventilation Air: 9,929 Btuh 9.929 MBH Total Sensible Gain: 10,776 Btuh 84 % Total Latent Gain: 2,032 Btuh 16 % Total Cooling Required Including Ventilation Air: 12,808 Btuh 1.07 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B5.rh9 Tuesday, July 09, 2019, 11:03 PM Rhvac=Residential&Light Commercial HVAC Loads ,Elite,So_ftware Development;Inc. dAL MIL Engineering [Rochester 170412-'135 Rochester NY 14604 Pae 3 Miscellaneous Report Systeme 1 17041.2-B5 Outdoor; Outdoor s Outdoor' '°. Indoor'; : Indoor:,' Grains input Data _ D Bulb€; Wet`Bulb;i ReLHum= Rel.Hum D Bulb" bifference Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing Inb uts . Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. 'Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr 12 CFM 6 CFM Infiltration Actual: ' 0.322 AC/hr 0.304 AC/hr Above Grade Volume: X 6,031 Cu.ft. X 6,031 Cu.ft. 1,940 Cu.ft./hr 1,836 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 32 CFM 31 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(12 CFM), Construction:Tight Summer Infiltration Specified: 0.060 AC/hr(6 CFM), Construction: Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B5.rh9 Tuesday, July 09, 2019, 1:03 PM Rhvac-Residential&Light Commercial HVAC_Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B5 Rochester.NY 14604 Pa e 4 Load Preview Report Net ft 2 Sen Lat Net Sen Sys Sys Sys Duct Scope Ton /Ton Area Gain Gain Gain Loss FMHtg CigFM Act Size CFM CFM CFM Buildinq 1.07 689 735 10,776 2,032 12,808 9,929 129, 491 491 System 1 1.07 689 735 10,776 2,032 12,808 9,929 129' 491 491 7x10 Zone 1 735 10,776 2,032 12,808 9,929 129 491 491 1-Bedroom 1-130SF 130 2,464 384 2,848 3,018 39 112 112 6 2-Bath 1-67SF 67 195 0 195 477 6 9' 9 4 3-Kitchen-96.7SF 97 3,114 806 3,920 545 7 142 142 6 4-Livinq Room-343 4SF 343 2,947 471 3,418 3,802 49 134. 134 Not TM 2---5 _ 5-Bedroom 2-97 2SF 98 2,056 371 2,427 2,087 27 94 94 6 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B5.rh9 Tuesday, July 09, 2019, 1:03 PM Rhvac-Residential&'Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B5 Rochester.NY 14604, Page 5 Duct Size Preview Room or Source Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act. Duct Duct Name Velocity Velocity Factor U100 Loss Velocity Length Flow Flow Flow Size System 1 Supply Runouts Zone 1 1-Bedroom 1-130SF(Bedroom TMDD 0 0 0.0003 0.08 0.00979 509.3 1 39 112 112 6 1) 2-Bath 1-67SF(Bathroom) TMDD 0 0 0.0003 0.08 000308 275 1 6 9 4 3-Kitchen-96.7SF(Kitchen) TMDD 01 0 0.0003 0.08 0.00979 5093' 1 7 142 142 6 4-Livinq Room-343ASF Built-In 450 750 0.01 0.1 492.5 49 134 134 2-5 2) 5-Bedroom 2-97.2SF(Bedroom TMDD 0 0 00 003 0.08 000979 509.3 1 27 W 94 6 Other Ducts in System 1 Supply Main Trunk(Main) TMDD 0 0 0.0003 0.08 0.04572 666.5 4 324 324 324 7x10 Bedroom Main TMDD 0 0 0.0003 0.08 0.06836 533.3, 17 200 MM 200 6x9 Kitchen Main TM DD 0 0 0.0003 008 0.03128 464 10 124 MM 124 7 Return TMDD 0 0 0.0003 0.08 0.01188 666.5 1 324 MM 324 7x10 RR-100 TMDD 0 0 0.0003 0.08 0.01899 666.5 4 0 0 324 7x10 Summary Svstem 1 Heatinq Flow: 129 Desiqn Friction Rate: 0.081 TEL Return: 34 Coolinq Flow: 491 Total Cumulative SP Loss: 0.155 TEL Supply: 157.7 Fan ESP: 0.155 Device SP Loss: 0 TEL Total: 191.7 Fan SP Available: 0.155 Return Loss Added to Supplv: 0.031 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B5.rh9 Tuesday, July 09, 2019, 1:03 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-135 Rochester NY 14604 0 Page 6 Tabular Manual D Ductsize Data - Duct System 1 - Supp/-y -Duct Name, etc. : Type Roughness Diameter Velocity SPL.Duct Upstream Temperature, Width Loss/100 SPL.Fit Shape Length, Height Fit.Eq:Len; SPL.Tot Sizing CFM Area SP.Avail- SPL.Cumul ---Duct Name: Main, Fittings: 5-N, 9-E2, Effective Length: 50.4 Trunk 0.0003 9.1 667 0.004 Up: Fan 72 7 0.091 0.042 Rect 4.0 10 46.4 0.046 Nearest Inch 324 11.3 0.078 0.077 ---Duct Name: Bedroom Main, Fitting: 9-H1, Effective Length: 95.5 Trunk 0.0003 8 533 0.012 Up: Main 72 6 0.072 0.056 Rect 17.0 9 78.5 0.068 Nearest Inch 200 42.5 0.010 0.145 ---Duct Name: Bedroom 1,Supplies: Bedroom 1 -130SF, Fitting:4-Y, Effective Length: 11.8 Runout 0.0003 6 509 0.001 Up: Bedroom Main 72 4.7 0.083 0.009 Rnd 1.0 6.6 10.8 0.010 Nearest Inch 100 1.6 0.000 0.155 ---Duct Name: Bedroom 2, Supplies: Bedroom 2-97.2SF, Fitting:4-Y, Effective Length: 11.8 Runout 0.0003 6 509 0.001 Up: Bedroom Main 72 4.7 0.083 0.009 Rnd 1.0 6.6 10.8 0.010 Nearest Inch 100 1.6 0.000 0.155 ---Duct Name: Kitchen Main, Fittings: 9-H1, 8-A2, Effective Length: 54.2 Trunk 0.0003 7 464 0.006 Up: Main 72 5.4 0.058 0.026 Rnd 10.0 7.7 44.2 0.031 Nearest Inch 124 18.3 0.047 0.108 ---Duct Name: Bathroom, Supplies: Bath 1 -67SF, Fitting: 4-Y, Effective Length: 6.7 Runout 0.0003 4 275 0.000 Up: Kitchen Main 72 3.1 0.046 0.003 Rnd 1.0 4.4 5.7 0.003 Nearest Inch 24 1 0.044 0.111 ---Duct Name: Kitchen, Supplies: Kitchen-96.7SF, Fitting: 4-Y, Effective Length: 11.8 Runout 0.0003 6 509 0.001 Up: Kitchen Main 72 4.7 0.083 0.009 Rnd 1.0 6.6 10.8 0.010 Nearest Inch 100 1.6 0.037 0.118 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 3 Number of active runouts: 4 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B5.rh9 Tuesday, July 09, 2019, 1:03 PM Rhvac-Residential&Light Commercial HVAC_ Loads Elite$oftware Development,Inc. WE Engineering [Rochester 170412-135 Rochester.NY 14604 Page 7 Tabular Manual D Ductsize Data - Duct System 1 - Supp/-y cont' Summary Total runout outlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter: 9.1 Main Largest runout diameter: 6 Bedroom 1 Smallest trunk diameter: 7 Kitchen Main Smallest runout diameter: 4 Bathroom Supply fan external static pressure: 0.155 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.155 Runout maximum cumulative static pressure loss: 0.155 Bedroom 1 Return loss added to supply: 0.031 Total effective length of return (ft.): 34.0 RR-100 Total effective length of supply(ft.): 157.7 Bedroom 1 Overall total effective length (ft.): 191.7 RR-100 to Bedroom 1 Design overall friction rate per 100 ft.: 0.081 (Available SP x 100/TEL) System duct surface area(Scenario 1): 77.9 (Not linked to duct load) Total system duct surface area: 77.9 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B5.rh9 Tuesday, July 09, 2019, 1:03 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-65 Rochester NY 14604 ��Jl� Pacie 8 Tabular Manual D Ductsize Data - Duct S stem 1 - Return ---Duct Name, etc. 1� Type Roughness Diameter' Velocity• SPL.Duct Upstream Temperature Width : Loss/100'; SPL.Fit Shape Length'' Height' Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: Return, Fitting: 1-G2, Effective Length: 13.1 Trunk 0.0003 9.1 667 0.001 Up: Fan 72 7 0.091 0.011 Rect 1.0 10 12.1 0.012 Nearest Inch 324 2.8 -0.019 0.031 ---Duct Name: RR-100, Fitting: 4-Y, Effective Length: 20.9 Runout 0.0003 9.1 667 0.004 Up: Return 72 7 0.091 0.015 Rect 4.0 10 16.9 0.019 Nearest Inch 324 11.3 0.000 0.019 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summa Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter: 9.1 Return Largest runout diameter: 9.1 RRA 00 Smallest trunk diameter: 9.1 Return Smallest runout diameter: 9.1 RRA 00 Runout maximum cumulative static pressure loss: 0.019 RR-100 Return loss added to supply: 0.031 Total effective length of return (ft.): 34.0 RRA 00 System duct surface area (Scenario 1): 14.2 (Not linked to duct load) Total system duct surface area: 14.2 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B5.rh9 Tuesday, July 09, 2019, 1:03 PM Rhvac--Residential&Light Commercial HVAC Loads_ Elite Software Development,Inc. WE Engineering I Rochester 1704U'-65 Rochester.NY 14604 Pae 9 Total Building Summaly Loads Component Area Sen i Lat ; Sen Total Description Quan Loss 1 Gain;, Gain, Gain 1D-cv-o: Glazing-Double pane, operable window, clear, 87 2,975 0 1,705 1,705 vinyl frame, U-value 0.57, SHGC 0.56 11 H: Door-Wood-Panel With Wood Storm, U-value 0.32 21 403 0 128 128 12B-3sw:Wall-Frame, R-11 insulation in 2 x 4 stud 185.6 880 0 184 184 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 22C-5pm-c: Floor-Slab on grade, Horizontal board 52 3,542 0 0 0 insulation extends 4'under slab, carpet covering, R-5 insulation, passive, heavy dry or light wet soil, U- _____ value 1.135 Subtotals for structure: 7,800 0 2,017 2,017 People: 3 600 690 1,290 Equipment: 806 6,519 7,325 Lighting: 308 1,050 1,050 Ductwork: 0 0 0 0 Infiltration:Winter CFM:'32, Summer CFM: 31 2,129 626 269 895 Ventilation:Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust:Winter CFM: 30, Summer CFM: 30 AED Excursion: 0 0 231 231 Total Building Load Totals: 9,929 2,032 10,776 12,808 Check Figures, _ Total Building Supply CFM: 491 CFM Per Square ft.: 0.668 Square ft. of Room Area: 735 Square ft. Per Ton: 689 Volume(ft3): 6,031 FBuilding Loads Total Heating Required Including Ventilation Air: 9,929 Btuh 9.929 MBH Total Sensible Gain: 10,776 Btuh 84 % Total Latent Gain: 2,032 Btuh 16 % Total Cooling Required Including Ventilation Air:. 12,808 Btuh 1.07 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B5.rh9 Tuesday, July 09, 2019, 1:03 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering (Rochester 170412-B5 Rochester.NY 14604 Page 10 Building Pie Chart - - Infiltration 21% Floor 36% Door 4% Wall 9% Glass 30% Wall 1% AED Excursion 2% Glass 13% Infiltration 7% Lighting 8% Door 1% People 10% Equipment 57% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B5.rh9 Tuesday, July 09, 2019, 1:03 PM Rhvac-;Residential&_Light Commercial HVAC Loads Elite,Software Development,Inc. �M%E Engineering [Rochester _ 170412-65 Rochester NY 14604 P Manual S Performance Data - System 1 - 170412 - 85 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 10.776 Outdoor Wet Bulb: 71 Latent Gain: 2.032 Indoor Dry Bulb: 75 Total Gain: 12.808 Indoor RH: 50 Load SHR: 0.84 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 9.929 Indoor Dry Bulb: 70 Entering Dry Bulb: 70.0 Indoor RH: 30 Supply Airflow: 129 -Equipment ment Performance Data at S stem.Desi n Conditions,. This system's equipment was selected in accordance with ACCA Manual S. Cooling: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: FUJITUS Interpolation Results: Percent Load ofLoad Sensible Capacity: 0.000 10.776 0% Latent Capacity: 0.000 2.032 0% Total Capacity: 0.000 12.808 0% Heating: Model Type:Air Source Heat Pump, Model:'AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: FUJITSU Results: Percent Load of Load Heating Capacity: 22.000 9.929 222% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B5.rh9 Tuesday, July 09, 2019, 1:03 PM Rhvac-Residential&Light Commercial HVAC Loads EliteSoftware Development,Inc. WE Engineering [Rochester 170412-B5 Rochester NY 14604 Pae 12 Detailed Room Loads - Room 1 - Bedroom 1 - 130SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 12.4 ft. System Number: 1 Room Width:' 10.5 ft. Zone Number: 1 Area: 130.2 sq.ft.- Supply Air: 112 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 6.3 AC/hr Volume: 1,068 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 9 CFM Actual Summer Infil.: 9 CFM Item-- - Area -U- Htg - Sen ' ° 019:t Lat Sen Description Quantity' Value HIM, Loss HTM Gain Gain N-Wall-1213-3sw 10.5 X 8.2 44.1 0.079 4.7 209 1.0 0 44 N -GIs-1 D-cv-o shgc-0.56 100%S 42 0.570 34.2 1,436 15.4 0 646 Floor-22C_5pm 11 ft..Per. _ __ _ 11 1.135 68.1 _ 749 0.0 0 0__ Subtotals for Structure: 2,394 0 690 Infil.:Win.: 9.5, Sum.: 9.0 86 7.247 624 0.918 184 79 AED Excursion: 53 People:200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting:. - -- -- -- — ------- 56---- ------ -- -= ------- - 191 Room Totals: 3,018 384 2,464 Equipment Coolin Loads Cont.; Cont.; Output Output Avg. Pct Sens-` ` Lat. Sens. . Lat. 'In-Us'e', Used` Load.— - Load Item Name Btuh% Btuh Output: ° /Hour Btuh ' Btuh Color television 683 0 100 100 683 0 Computerand monitor _ ___-- --__-__- _- _-- _ _-- -_-____--- ------__----1536_-_-- - 0- 35_ _ 100 __- 538 -Q_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B5.rh9 Tuesday, July 09, 2019, 1:03 PM Rhvac-Residential&Light Commercial HVAC_LoadsElite Software Development,Inc. WE Engineering [Rochester 170412-B5 Rochester NY 14604 1W Pae 13 Detailed Room Loads - Room 2 - Bath 1 - 67SF Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.9 ft. System Number: 1 Room Width: 8.5 ft. Zone Number: 1 Area: 67.2 sq.ft. Supply Air: 9 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 1.0 AC/hr Volume: 551 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg Lat -',,Sen Description Quantity', Value HTM Loss: HTM Gain Gain Floor-22C-5pm 7 ft--Per._-_- 7 1.135 68.1 4770.0 0 0 Subtotals for Structure: 477 0 0 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 4 Lighting_-- -- — -- 56 - 191 Room Totals: 477 0 195 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B5.rh9 Tuesday, July 09, 2019, 1:03 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B5 Rochester NY 14604, Pae 14 Detailed Room Loads - Room 3 - Kitchen - 96.7SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 11.0 ft. System Number: 1 Room Width: 8.8 ft. Zone Number: 1 Area: 96.8 sq.ft. Supply Air: 142 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 10.7 AC/hr Volume: 794 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity" Value HTM Loss HTM' Gain ' Gain Floor-22C-5pm_8 ft..Per. 8 1.135 68_1 545 0.0 0 0 Subtotals for Structure: 545 0 0 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 67 Equipment: 806 2,856 Lighting: 56 191 Room Totals: 545 806 3,114 Equipment Coolin Loads Cont. Cont. Output Output Avg. Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour. Btuh Btuh Cooking range no hood-four burners on high heat 13311 7167 25 25 832 448 Dishwasher 4096 1433 100 25 1024 358 Refrigerator or_freezer`16 cubic feet _ _ T1000 _ 0 _____100 100_1000 _____0 Total 2856 806 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B5.rh9 Tuesday, July 09, 2019, 11:03 PM Rhvac-Residential&Light Cornmercial'HVAC Loads Elite Software Development,_inc; WE Engineering [Rochester _ - _ _ - 170412-B5 Rochester NY 14604_ '� Pae 15 Detailed Room Loads ' Room 4 - Living Room - 343.4SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 20.8 ft. System Number: 1 Room Width: 16.5 ft. Zone Number: 1 Area: 343.2 sq.ft. Supply Air: 134 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 2.9 .AC/hr Volume: 2,814 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 67 CFM Percent ofSupply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 492 ft./min. Percent of Supply: 0 % Runout Air Velocity: 492 ft./min. Actual Winter Infil.: 14 CFM Actual Loss: 0.200 in.wg./100 ft. Actual Summer Infil.: 13 CFM Item Area ' -U-�, _ Ht9 en,g,,-- CI'gp{ L`afi- Sen -Descri 'tion= .. -' Quanti Value., HTM LossHTM°^ a Gain Gain S-Wall-12B-3sw 15.5 X 8.2 76.1 0.079 4.7 361 1.0 0 75 S-Door-11 H 3 X 7 21 0.320 19.2 403 6.1 0 128 S-GIs-1 D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 27.6 0 828 Floor-22C-5pm 16 ft..Per. 16 1.135 68.1 1,090 0.0 0 0 Subtotals for Structure: 2,880 0 1,031 Infil.:Win.: 14.0, Sum.: 13.2 127 7.254 922 0.913 271 116 AED Excursion: 63 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: __- ---- 84 --- --- - - - - - 286 Room Totals: 3,802 471 2,947 E ui ment Coo_ lin- "Loads Cont: rConf. _ a j. Out _ -06tput1 '_ Avg.i Pcf;;� Sens.' , Lat. . - Sens,.-,; Lat, ' -In-Uses Used:, L`oadj' Load Item-Name Btuh°" Btuh Output'-1 /Hour': =Btuh'a Btuh Color television 683 0 100 100 683 0 Computer and monitor_ -__ __ __,___ ______ ___ __ _ _ ___ _ 1.536 __ 0-- --- 35-_- __ 100_ _538 0__ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412=B5.rh9 Tuesday, July 09, 2019, 1:03 PM Rhvac--Residential&Light Commercial HVAC Loads ,' Elite_ Software,Development,Inc. M/E Engineering [Rochester, 170412-B5 Rochester NY 14604 Pae 16 Detailed Room Loads - Room 5 - Bedroom 2 - 97.2SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 9.8 ft. Zone Number: 1 Area: 98.0 sq.ft. Supply Air: 94 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 7.0 AC/hr Volume: 804 cu.ft° Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 9 CFM Actual Summer Infil.: 8 CFM Item _ Area =U- Htg;° Sep' Clg ; Lat,• Sen Description Quantity- Value= HTM,� Loss 7 :HTM - Gain Gain N -Wall-12B-3sw 9.8 X 8.2 65.4 0.079 4.7 310 1.0 0 65 N -GIs-1 D-cv-o shgc-0.56 100%S 15 0.570 34.2 513 15.4 0 231 F1oor-22C-5pm 10_ft..Per10 1.135 68.1 _ 681 _ 0_0_ 0 0_ Subtotals for Structure: 1,504 0 296 Infil.:Win.: 8.9, Sum.: 8.4 80 7.255 583 0.921 171 74 AED Excursion: 44 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting_- - ----- - - - -- - -- - — - 56 - - - - 191_ Room Totals: 2,087 371 2,056 Equipment Coolie Loads Cont. °, Cont. Output: _Output Avg: Pct Sens. Lat. Sens. Lat. i , In-Use Used,,, . - Load,' Load Item Name Btuh , ' Btuh Output: /Hour, Btuh' Btuh Color television 683 0 100 100 683 0 Computer_and monitor 1536 0--__- -_ 35__„ ,_ 100,- - ---538- _ _ _ _ 0_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B5.rh9 Tuesday, July 09, 2019, 1:03 PM Rhvac-Re. iden_tial&Light Commercial HVAC Load`s Elite Software Development,Inc. VIE Engineering [Rochester _ � _ 170412-65 Rochester NY 14604 Pagel 7 System 1 Room Load Summajy 'Htg:, Min Run' Run Clg,% Clg Min ' Act Room Area Sens Htg Duct Duct Sens ; Lat Clg, Sys No Name SF _ ° Btuh r , CFM Size Vel BtuhBtuh -CFM_;• CFM ---Zone 1--- 1 Bedroom 1 - 130 3,018 39 6 - 2,464 384 112 112 130SF 2 Bath 1 -67SF 67 477 6 4 - 195 0 9 9 3 Kitchen-96.7SF 97 545 7 6 - 3,114 806 142 142 4 Living Room- 343 3,802 49 12-5 492 2,947 471 134 134 343ASF 5 Bedroom 2- 98 2,087 27 6 - 2,056 371 94 , 94 97.2SF System 1 total 735 9,929 129 _ 10,776 _2,032 491 491 System 1 Main Trunk Size: 7x10 in. Velocity: 667 ft./min Loss per 100 ft.: 0.091 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See,the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing'rather than with Manual D Ductsize. Cooling System Summary Cooling°�_ Sensible/Latent Sensible Latent Total E' Tons Split .Btuh', Btuh Btuh, Net Required: 1.07 84%/16% 10,776 2,032 12,808 Actual: 3.37 54%/46% 22,000 18,400 40,400 Equipment Data _ Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU24RLXFZH AOU24RLXFZH Indoor Model: ASU7RLF1+ARU9RLF Brand: HYCLON HYCLON Efficiency: 9.65 HSPF 19 SEER Sound: 0 0 Capacity: 22,000 Btuh 22,000 Btuh Sensible Capacity: n/a 22,000 Btuh Latent Capacity: n/a 18,400 Btuh AHRI Reference No.: n/a 8063925 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 83F, SOWB: 71 F, WODB: 10F, SIDB: 75F, SIRH: 50%,WIDB: 70F, Sen. gain: 10,776 Btuh, Lat. gain: 2,032 Btuh, Sen. loss: 9,929 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.5F, Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 70F, Req. clg. airflow:491 CFM, Req. htg. airflow: 129 CFM P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B5.rh9 Tuesday, July 09, 2019, 1:03 PM 170412 - 86 HVAC Load Calculations for [F:j K"VAC. HVAC Lomas Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Rhvac-Residential&Light Commercial HVAC Loads, i Elite Software Development,Inc. M%E•Engineermg_i Rochester 41W 170412-136 Rochester NY 14604 Page 2 Project Report General Project Information -j Project Title: 170412-B6 Project Date: Monday, September 24, 2018 I.Desiqn Data Reference City: Suffolk County AFB, New York Building Orientation: Front door faces North Daily Temperature Range: Medium Latitude: -40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 7.1 56% 50% 75 30 Check Fi'ures._ r Total Building Supply CFM: 566 CFM Per Square ft.: 0.769 Square ft. of Room Area: 735 Square ft. Per Ton: 611 Volume(ft3): 6,031 F13uildlnq Loads Total Heating Required,lncluding Ventilation Air: 7,672 Btuh 7.672 MBH Total Sensible Gain: 12,415 Btuh 86 % Total Latent Gain: 2,032 Btuh 14 % Total Cooling Required Including Ventilation Air:. 14,447 Btuh 1.20 Tons (Based On Sensible+ Latent) Notes , Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA-Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B6.rh9 Tuesday, July 09, 2019, 1:10 PM Rhvac-Residential&Light Commercial HVAC_ Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B6 Rochester NY 14604 Page 3 Miscellaneous Report System 1 170412-B6 Outdoor Outdoor i! Outdoor-' Indoor- Indoor . Grains Input Data Dry Bulb Wet Bulb (C Rel.Hum , Rel.Hum Dry Bulb; Difference Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing Inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: _ 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr — 12 CFM — ----- 6 CFM ---- - ----- ---- Infiltration Actual: 0.322 AC/hr 0.304 AC/hr Above Grade Volume: X 6,031 Cu.ft. X 6,031 Cu.ft. 1,940 Cu.ft./hr 1,836 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 32 CFM 31 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(12 CFM), Construction: Tight Summer Infiltration Specified: 0.060 AC/hr(6 CFM), Construction: Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B6.rh9 Tuesday, July 09, 2019, 1:10 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester f70412--B6 Rochester NY 14604 Page 4 Load Preview Report Net ft.2 Sen Lat Net Sen Sys Sys Sys Duct Scope Ton [Ton Area Gain Gain Gain Loss F Clg Act Size CFM CFM CFM Buldinq 1.20 611 735 12,415 2,032 14,447 7,672 100 566, 566 System 1 1.20 611 735 12,415 2,032 14,447 7,672, 100 566 566 7x10 Zone 1 735 12,415 2,032 14,447 7,672 100, 566 566 1-Bedroom 1-130SF 130 2,705, 384 3,089 2,472 32 123 123 6 2-Bath 1-67SF 67' 310 0 310 105 1 14 14 4 3-Kitchen-96.7SF 97, 3,305 806 4,111 151 2 151 151 6 4-Livinq Room-343ASF 343 3,854 471 4,325 3,385 44 176 176 Not TMDD- 2-5 5-Bedroom 2-97.2SF 98 2,240 371 2,611 1,559 20 102 102 6 P:\2017\17-0400\170412\Des=Info\hvac\Loads\170412- B6.rh9 Tuesday, July 09, 2019, 1:10 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B6 Rochester NY 14604 Page 5 Duct Size Preview Room or Source Minimum Maximum Rough Design SP Duct Duct Htg Clg Act. Duct Duct Name I Velocity Velocity Factor I U100 Loss Velocity Length Flow Flow Flow Size System 1 Supply Runouts Zone 1 1) 1-Bedroom 1-130SF(Bedroom TMDD 0 0 0.0003 0.08 0.0131 509.3 5 32 123 123 6 2-Bath 1-67SF(Bathroom) TMDD 0 0 0.0003 0.08 0.00308 275 1 1 14 14 4 3-Kitchen-96.7SF(Kitchen) TMDD 0 0 0.0003 0.08 0.00979 509.3 1 2 151 151 6 4-Livinq Room-343ASF Built-In 450 750 0.01 0.1 644 44 NM 176 2-5 2) 5-Bedroom 2-97.2SF(Bedroom TMDD 0 0 0.0003 0.08 0.01062 5093 2 20 102 102 6 Other Ducts in System 1 Supply Main Trunk(Main) TMDD 0 0 0.0003 0.08 0.04572 666.5 4 324 324 324 7x10 Bedroom Main_ TMDD 0 0 0.0003 008 0.077 573, 17 200 1 200 200 8 Kitchen Main TMDD 0 0 00003 0.08 003359 464 14 124 jM 124 7 Return TMDD 0 0 00003 0.08 0.0146 666.5 4 324 MM 324 7x10 RR-100 TMDD 0 0 0.0003 0.08 0.04312 666.5 4 0 0 324 7x10 Summary Svstem 1 Heatinq Flow: 100 Desiqn Friction Rate: 0.081 TEL Return: 63.6 Coolinq Flow: 566 Total Cumulative SP Loss: 0.194 TEL Supplv: 173.9 Fan ESP: 0.194 Device SP Loss: 0 TEL Total: 237.5 Fan SP Available: 0.194 Return Loss Added to Supply: 0.058 PA2017\17-0400\170412\Des-info\hvac\Loads\170412- l36.rh9 Tuesday, July 09, 2019, 1:10 PM Rhvac-Residential&Light Commercial HVAC Loads Elite'Software Development,Inc. WE Engineering [Rochester 170412-B6 Rochester NY 14604 Pa- e 6 Tabular Manual D Ductsize Data - Duct System 1 - Supply ---Duct Name,etc. Type Roughness Diameter Velocity, SPL.Duct Upstream Temperature Width s, Loss/100 SPL.Fit Shape Length Height,, Fit.Eq.Len SPL.Tot Sizing CFM Area, SP.Avail SPL.Cumul ---Duct Name: Main, Fittings: 5-N, 9-E2, Effective Length: 50.4 Trunk 0.0003 9.1 667 0.004 Up: Fan 72 7 0.091 0.042 Rect 4.0 10 46.4 0.046 Nearest Inch 324 11.3 0.090 0.103 ---Duct Name: Bedroom Main, Fitting: 9-1-111, Effective Length: 107.7 Trunk 0.0003 8 573 0.012 Up: Main 72 6.2 0.072 0.065 Rnd 17.0 8.7 90.7 0.077 Nearest Inch 200 35.6 0.013 0.180 ---Duct Name: Kitchen Main, Fittings: 9-1-111, 8-A2, Effective Length: 58.2 Trunk 0.0003 7 464 0.008 Up: Main 72 5.4 0.058 0.026 Rnd 14.0 7.7 44.2 0.034 Nearest Inch 124 25.7 0.057 0.137 ---Duct Name: Bedroom 1, Supplies: Bedroom 1 -130SF, Fitting: 4-Y, Effective Length: 15.8 Runout 0.0003 6 509 0.004 Up: Bedroom Main 72 4.7 0.083 0.009 Rnd 5.0 6.6 10.8 0.013 Nearest Inch 100 7.9 0.000 0.194 ---Duct Name: Bedroom 2, Supplies: Bedroom 2-97.2SF, Fitting: 4-Y, Effective Length: 12.8 Runout 0.0003 6 509 0.002 Up: Bedroom Main 72 4.7 0.083 0.009 Rnd 2.0 6.6 10.8 0.011 Nearest Inch 100 3.1 0.002 0.191 ---Duct Name: Bathroom, Supplies: Bath 1 -67SF, Fitting: 4-Y, Effective Length: 6.7 Runout 0.0003 4 275 0.000 Up: Kitchen Main 72 3.1 0.046 0.003 Rnd 1.0 4.4 5.7 0.003 Nearest Inch 24 1 0.053 0.140 ---Duct Name: Kitchen, Supplies: Kitchen-96.7SF, Fitting:4-Y, Effective Length: 11.8 Runout 0.0003 6 -509 0.001 Up: Kitchen Main 72 4.7 0.083 0.009 Rnd 1.0 6.6 10.8 0.010 Nearest Inch 100 1.6 0.047 0.147 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summa. Number of active"trunks: 3 Number of active runouts: 4 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B6.rh9 Tuesday, July 09, 2019, 1:10 PM Rhvac-Residential&-Ligtit Commercial HVAC Loads Elite Software,Development,Inc._ M/E Engineering,[Rochester° 170412-136 Rochester NY 14604 Pa e 7 Tabular Manual D Ductsize Data - Duct System 1 - Supp/y( cont'd Summa � - Total runout outlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter:- 9.1 Main Largest runout diameter: 6 Bedroom 1 Smallest trunk diameter: 7 Kitchen Main Smallest runout diameter: 4 Bathroom Supply fan external static pressure: 0.194 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.194 Runout maximum cumulative static pressure loss: 0.194 Bedroom 1 Return loss added to supply: 0.058 Total effective length of return (ft.): 63.6 RR-100 Total effective length of supply(ft.): 173.9 Bedroom 1 Overall total effective length (ft.): 237.5 RR-100 to Bedroom 1 Design overall friction rate per 100 ft.: 0.081 (Available SP x 100/TEL) System duct surface area (Scenario 1): 86.2 (Not linked to duct load) Total system duct surface area: 86.2 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B6.rh9 Tuesday, July 09, 2019, 1:10 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,,Inc. WE Engineering [Rochester 170412-136, Rochester NY 14604 Page 8 Tabular Manual D Ductsize Data - Duct S stem 1 - Return ---Duct'Name, etc. _ Type Roughness , Diameters Velocity SPL.Duct Upstream Temperature ' Width,° Loss/100 ' SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct(dame: Return, Fitting: 1-G2, Effective Length: 16.1 Trunk 0.0003 9.1 667 0.004 Up: Fan 72 7 0.091 0.011 Rect 4.0 10 12.1 0.015 Nearest Inch 324 11.3 -0.043 0.058 ---Duct Name: RR-100, Fitting: 4-A13, Effective Length: 47.5 Runout 0.0003 9.1 667 0.004 Up: Return 72 7 0.091 0.039 Rect 4.0 10 43.5 0.043 Nearest Inch 324 11.3 0.000 0.043 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch, Airflow: CFM,Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter: 9.1 Return Largest runout diameter: 9.1 RR-100 Smallest trunk diameter: 9.1 Return Smallest runout diameter: 9.1 RR-100• Runout maximum cumulative static pressure loss: 0.043 RR-100 Return loss added to supply: 0.058 Total effective length of return (ft.): 63.6 RR-100 System duct surface area (Scenario 1): 22.7 (Not linked to duct load) Total system duct surface area: 22.7 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B6.rh9 Tuesday, July 09, 2019, 1:10 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-66 Rochester NY 14604 Page 9 Total Building Summaty Loads Component a Area Sen ; Let Sen Total Description Quan Loss Gain;ti —Gain:' Gain 1D-cv-o: Glazing-Double pane, operable window, clear, 102 3,488 0 2,119 2,119 vinyl frame, U-value 0.57, SHGC 0.56 12B-3sw:Wall-Frame, R-11 insulation in 2 x 4 stud 191.6 908 0 190 190 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 16A-38-ad: Roof/Ceiling-Under Attic with Insulation on 735.3 1,147 0 1,205 1,205 Attic Floor(also use for Knee Walls and Partition Ceilings), unvented attic, no radiant barrier, R-38 insulation, dark asphalt, U-value 0.026 Subtotals for structure: 5,543 0 3,514 3,514 People: 3 600 690 1,290 Equipment: 806 6,519 7,325 Lighting: 308 1,050 1,050 Ductwork: 0 0 0 0 Infiltration:Winter CFM: 32, Summer CFM:"31 2,129 626 269 895 Ventilation:Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust:Winter CFM: 30, Summer CFM: 30 AED Excursion: 0 0 373 373 Total Building Load Totals: 7,672 2,032 12,415 14,447 Check Figures Total Building Supply CFM: 566 CFM Per Square ft.: 0.769 Square ft.of Room Area: 735 Square ft. Per Ton: 611 Volume (ft3): 6,031 F—Building Loads Total Heating Required Including Ventilation Air: 7,672 Btuh 7.672 MBH Total Sensible Gain: 12,415 Btuh 86 % Total Latent Gain: 2,032 Btuh 14 % Total Cooling Required Including Ventilation Air: 14,447 Btuh 1.20 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B6.rh9 Tuesday, July 09, 2019, 1:10 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-B6 Rochester,NY 14604 Pae 10 BuildirWF e Chart Roof 15% Infiltration 28% Wall 12% Glass 45% o AED Excursion 3% Roof 8/o Infiltration 6% Wall 1% Lighting 7% Glass 15% People 9% Equipment 51% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B6.rh9 Tuesday, July 09, 2019, 1:10 PM Rhvac-Residential&Light Commercial HVAC Loads r Elite Software Development,Inc. WE Engineering [Rochester 170412-66 Rochester NY 14604 Pae 11 Manual S Performance Data - System 1 - 170412 - 86 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 12.415 Outdoor Wet Bulb: 71 Latent Gain: 2.032 Indoor Dry Bulb: 75 Total Gain: 14.447 Indoor RH: 50 Load SHR: 0.86 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 7.672 Indoor Dry Bulb: 70 Entering Dry Bulb: 70.0 Indoor RH: 30 Supply Airflow: 100 E ui ment Performance Data at System Design Conditions This system's equipment was selected in accordance with ACCA Manual S. Cooling: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: FUJITUS Interpolation Results: Percent Load of Load Sensible Capacity: 0.000 12.415 0% Latent Capacity: 0.000 2.032 0% Total Capacity: 0.000 14.447 0% Heating: Model Type:Air Source Heat Pump, Model: AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: FUJITSU Results: Percent Load of Load Heating Capacity: 22.000 7.672 287% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B6.rh9 Tuesday, July 09, 2019, 1:10 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering I Rochester 170412-B6 Rochester NY 14604 0 Pae 12 Detailed Room Loads - Room 1 - Bedroom 1 - 130SF Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 12.4 ft. System Number: 1 Room Width: 10.5 ft. Zone Number: 1 Area: 130.2 sq.ft. Supply Air: 123 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 6.9 AC/hr Volume: 1,068 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 9 CFM Actual Summer Infil.: 9 CFM Item Area -U-' Htg'° Sen,E Clg Lat, Sen Description Quantity Value HTM Loss HTM Gain Gain N-Wall-12B-3sw 10.5 X 8.2 44.1 0.079 4.7 209 1.0 0 44 N-GIs-1 D-cv-o shgc-0.56 100%S 42 0.570 34.2 1,436 15.4 0 646 UP-Ceil-16A-38 12.4 X 10.5 130.2 0.026 -1.6 203 1.6 0 213 Subtotals for Structure: 1,848 0 903 Infil.:Win.: 9.5, Sum.: 9.0 86 7.247 624 0.918 184 79 AED Excursion: 81 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting_------------ 56 - ---- - - - -- - _-_191- Room Totals: 2,472 384 2,705 Equipment Coolin Loads - Cont. Cont. Output Output' Avg. Pct Sens. Lat. Sens. ;, Lat. In-Use Used Load; Load Item Name Btuh Btuh' Output,, /Hour Btuh Btuh Color television 683 Oil 100 100 683 0 Computer and monitor =_ _ __ 1536-- _ -_ 0 35_ _100 _ _538 -_- _0_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B6.rh9 Tuesday, July 09, 2019, 1:10 PM Rhvac-Residential&Light Commercial HVAC Loads _ Elite Software Development,Inc. MAL Engineering [Rochester - - 170412-66' Rochester.NY 14604 Pae 13 Detailed Room Loads - Room—'2 - Bath 1 - 67SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.9 ft. System Number: 1 Room Width: 8.5 ft. Zone Number: 1 Area: 67.2 sq.ft. Supply Air: 14 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 1.5 AC/hr Volume: 551 cuff Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item _ Area, -U- Htg r SenClg Laf _ _ Sen Description'- = --Quantity, Value HTM. Loss':_ , - =HTMGain_, .Gain UP-Ceil-16A-38 7.9 X 8.5 67.2 0.026 1.6 105 1.6 0 110 Subtotals for Structure: 105 0 110 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 9 ---56—— ---- -- 191 Room Totals: 105 0 310 P:\2017\17-0400\170412\Des-'Info\hvac\Loads\170412-B6.rh9 Tuesday, July 09, 2019, 1:10 PM Rhvac-Residential&Light Commercial HVAC,Loads Elite_Software Development,Inc. WE Engineering [Rochester 176412-B6 Rochester NY 14604 Pae 14 Detailed Room Loads - Room 3.- Kitchen - 96.7SF (Average Load Procedure General ` Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 11.0 ft. System Number: 1 Room Width: 8.8 ft. Zone Number: 1 Area: 96.8 sq.ft. Supply Air: 151 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 11.4 AC/hr Volume: 794 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual'Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item . Area -U-; Htg Sen - Clg;: .; Lat Sen Description- Quantity" Value HTM.p Loss HTM , Gain Gain UP-Ceil-16A-38 11 X 8.8 96.8 0.026 1.6 151 1.6 0 159 Subtotals for Structure: 151 0 159 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 99 Equipment: 806 2,856 Lighting: 56 191 Room Totals: 151 806 3,305 E ui ment Cooling Loads - Cont. Cont. Output ' Outputs Avg.=, Pct Sens.. Lat. Sens., Lat. : .In-Use`, Used Load . Load Item,Name Btuh'' Btuh " Output, _ /Hour Btuh Btuh Cooking range no hood-four burners on high heat 13311 7167 25 25 832 448 Dishwasher 4096 1433 100 25 1024 358 Refrigerator or freezer-16 cubic feet _ r; _ _ _ _ ___1000 _4 0 __100_ _ 100 _ _1000 _ 0- Total _Total 2856 806 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B6.rh9 Tuesday, July 09, 2019, 1:10 PM Rhvac-Residential&Light Commercial__ HVAC_ Loads Elite Software Development,Inc. WE Engineering [Rochester 170412_136 Rochester NY 14604 Pae 15 Detailed Room Loads - Room 4 - Living Room - 343.4SF Avera a Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 20.8 ft. System Number: 1 Room Width: 16.5 ft. Zone Number: 1 Area: 343.2 sq.ft. Supply Air: 176 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 3.7 AC/hr Volume: 2,814 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 88 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 644 ft./min. Percent of Supply: 0 % Runout Air Velocity: 644 ft./min. Actual Winter Infil.: 14 CFM Actual Loss: 0.340 in.wg./100 ft. Actual Summer Infil.: 13 CFM Item Area; -U- Htg? Sen Cl g Lat; Sen Description Quantity Value HTM Loss HTM.,� Gain, Gain S-Wall-12B-3sw 15.5 X 8.2 82.1 0.079 4.7 389 1.0 0 81 S-GIs-1 D-cv-o shgc-0.56 0%S (3) 45 0.570 34.2 1,539 27.6 0 1,242 UP-Ceil-16A-38 20.8 X 16.5 343.2 0.026 1.6 535 1.6 0 562 Subtotals for Structure: 2,463 0 1,885 Infil.:Win.: 14.0, Sum.: 13.2 127 7.254 922 0.913 271 116 AED Excursion: 116 People:200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting:-------- - - ---- --- - -- - - _84 - --286- Room Totals: 3,385 471 3,854 Equipment Coolin Loads Cont. Cont. Output Output Avg.'! Pct t' Sens. Lat. Sens. Lat- ' In-Use 5 Used Load Load Item Name Btuh,, Btuh, Output,, /Hour, Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor_ 1536_-_ _ 0_ 35 - _ __100_____ 538 -__ __0_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B6.rh9 Tuesday,July 09, 2019, 1:10 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering I Rochester 170412-B6 Rochester NY 14604 Pae 16 Detailed Room Loads - Room 5 - Bedroom 2 - 97.2SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 9.8 ft. Zone Number: 1 Area: 98.0 sq.ft. Supply Air: 102 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 7.6 AC/hr Volume: 804 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 9 CFM Actual Summer Infil.: 8 CFM Item Area -U- Htg Sen Clg` Lat Sen Description Quantity Value HTM' Loss HTM Gain Gain N -Wall-12B-3sw 9.8 X 8.2 65.4 0.079 4.7 310 1.0 0 65 N -GIs-1 D-cv-o shgc-0.56 100%S 15 0.570 34.2 513 15.4 0 231 U P-Ceil-1 6A-38 10 X 9.8 98 0.026 1.6 153 1.6 0 161 Subtotals for Structure: 976 0 457 Infil.:Win.: 8.9, Sum.: 8.4 80 7.255 583 0.921 171 74 AED Excursion: 67 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting'___ - — -- ---- ------ 56----- -- — — _191_ Room Totals: 1,559 371 2,240 Equipment Coolin Loads Cont. Cont. Output Output Avg. - Pct Sens. Lat. Sens. Lat. '. In-Use' Used ' Load Load Item Name Btuh Btuh' Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer andmonitor -_ 1536 _ 035100538 _ _0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B6.rh9 Tuesday, July 09, 2019, 1:10 PM 1 Rhvac-Residential&Light Commercial HVAC Loadsxal Elite Software Development,Inc. WE Engineering ['Rochester 170412-B6 Rochester NY 14604 Pae 17 System 1 Room Load Summary i a Htg. . Min: Run,: Run. Clg` Clg, Min Act Room Area Sens; Htg' �Duct., Duct Sens:; Lata _ _ -Clg ; Sys No',-Name SF Btuh; CFM Size; Vel Btuh�.' Btuh `� ` CFM`i CFM ---Zone 1--- 1 Bedroom 1 - 130 2,472 32 6 - 2,705 384 123 123 130SF 2 Bath 1 -67SF 67 105 1 4 - 310 0 14 14 3 Kitchen-96.7SF 97 151 2 6 - 3,305 806 151 151 4 Living Room- 343 3,385 44 '2-5 644 3,854 471 176 176 343ASF 5 Bedroom 2- 98 1,559 20 6 - 2,240 371 102 102 97.2S F System_1 total 735 7,672 _ 100 _ _ _ 12,415 2,032 566 566 System 1 Main Trunk Size: 7x10 in. Velocity: 667 ft./min Loss per 100 ft.: 0.091 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. cooling System-summary Cooling ' S'ensibI6/Latent Sensible 'Latent. Total Tons,. Slit Btuh -Btuh Btuh Net Required: 1.20 86%/ 14% 12,415 2,032 14,447 Actual: 3.37 54%/46% 22,000 18,400 40,400 Equipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU24RLXFZH AOU24RLXFZH Indoor Model: ASU7RLF1+ARU9RLF Brand: HYCLON HYCLON Efficiency: 9.65 HSPF 19 SEER Sound: 0 0 Capacity: 22,000 Btuh 22,000 Btuh Sensible Capacity: n/a 22,000 Btuh Latent Capacity: n/a 18,400 Btuh AHRI Reference No.: n/a 8063925 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 83F, SOWB: 71 F,WODB: 10F, SIDB: 75F, SIRH: 50%, WIDB: 70F, Sen. gain: 12,415 Btuh, Lat. gain: 2,032 Btuh, Sen. loss: 7,672 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.5F, Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 70F, Req. clg. airflow: 566 CFM, Req. htg. airflow: 100 CFM P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B6.rh9 Tuesday, July 09, 2019, 1:10 PM 170412 - 87 HVAC Load Calculations for 'Fmx"MVAC- ftHI VsAl DC'RLNoT ALADLs Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. Rhvac-Residential&Light Commercial,HVAC"Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-Bf Rochester NY 14604 Page 2 Pro'ect Re ort General Pro'ect Information - Project Title: 170412- B7 Project Date: Monday, September 24, 2018 Desi- n Data _ Reference City: Suffolk County AFB, New York Building Orientation: Front door faces North Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor:. 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 -Check,Figure-s Total Building Supply CFM: 558 CFM Per Square ft.: 0.838 Square ft. of Room Area: 666 Square ft. Per Ton: 578 Volume (ft'): 5,460 Buildin g Loads Total Heating Required Including Ventilation Air: 14,430 Btuh 14.430 MBH Total Sensible Gain:- 12,241 Btuh 89 % Total Latent Gain: 1,582 Btuh 11 % Total Cooling Required Including Ventilation Air: 13,823 Btuh 1.15 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B7.rh9 Tuesday, July 09, 2019, 1:39 PM Rhvac-Residential&Light,Commercial HVAC Loads m Elite Software Development,Inc. WE Engineering[Rochester". _ - 170,412-137 Rochester NY 14604 Page 3 Miscellaneous Report System 1 170412-B7 Outdoor Outdoor 1� Outdoor.` Indoor' � ' Indoor t' ~ Gr`ain's In ut Data _ D_ Bulb�g Wet Bulb.b ReLHum a °��°ReLHum= ' _D Bulb Difference Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing' Inputs: Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data ' 3 Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr 11 CFM _ 5 CFM Infiltration Actual: 0.351 AC/hr 0.335 AC/hr Above Grade Volume: X 5.460 Cu.ft. X 5,460 Cu.ft. 1,916 Cu.ft./hr 1,830 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 32 CFM 30 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(11 CFM), Construction:Tight Summer Infiltration Specified: 0.060 AC/hr(5 CFM), Construction:Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B7.rh9 Tuesday, July 09, 2019, 1:39 PM Rhvac-Residential&Light Commercial HVAC Loads Elite_Software Development,Inc. WE Engineering [Rochester 170412-B7 Rochester NY 14604 Page 4 Load Preview Report Net ft.2 Sen Lat Net Sen Sys Sys Sys Duct Scope Ton /Ton Area Gain Gain - Gain Loss Htg Clg Act Size CFM CFM CFM Buildinq 1.15 578 666 12,241 1,582 13,823 14,430 188 558 558 System 1 115 578 666 12,241 11582 13,823 14,430 188 558, 558 7x10 Zone 1 666 12,241 1,582, 13,823 14,430 188 558' 558 1-Bedroom 1-144SF 144 2,410 365 2,775 3,784 49 110 110 6 2-Kitchen-95.5SF 90 3,282 426 3,708 1,634 21 150, 150 6 3-Bath 1-71SF 64 1,177 64 1,241 1,601 21 54; 54 4 4-Livmq Room-368 5SF 270 3,138; 453 3,591 5,658 74 143. 143 Not TMD 2—5 5 5-Bedroom 2-98SF 98 2,234 274 2,508 1,753 23 102, 102 6 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412=137A9 Tuesday, July 09, 2019, 1:39 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software'Development,Inc. WE Engineering [Rochester 170412-137 Rochester NY 14604 Page 5 Duct Size Preview Room or Source Minimum Maximum Rough. Design SP Duct Duct Htg CIg Act. Duct Duct Name Velocity Velocity Factor U100 Loss Velocity Length Flow Flow Flow Size Svstem 1 Supply Runouts Zone 1 1-Bedroom 1-144SF(Bedroom TMDD 0 0 0.0003 0,08 0.0174 509.3 4 49 110 110 6 1) 2-Kitchen-95.5SF(Kichen) TMDD 0 0 00003 008 0.01269 5093 45 21 MM 150 6 3-Bath 1-71 SF(Bath) TMDD 0 0. 0.0003 0.08' 0.00526 275 2.5 21 54 54 4 4-Liwnq Room-368.5SF Built-In 450 750 0.01 0.1 524.3 74 143 143 2--5 5-Bedroom 2-98SF(Bedroom 2) TMDD 0 0 0.0003 0.08 000979 509.3 1 23 0 102 102 6 Other Ducts in System 1 Supplv Main Trunk(Main) TMDD 0 0 0.0003 0.08, 000802 6665 4 324 324 324 7x10 Bedroom Main TMDD 0 0 0.0003 0.08 0.07486 573 14 200 200 200 8 Kitchen Main TMDD 0 0 0.0003 0.08 0.04714 464 8 124,1124 124_ 7 Return TMDD 0 0 00003 0.08 0.0408 666.5 1 324 MM 324 7x10 RR-100 TMDD 0 0 0.0003 0.08 001899 6665 4 0 0 324 7x10 Summary Svstem 1 Heatinq Flow: 188 Desiqn Friction Rate: 0.08 TEL Return: 65.9 Coolinq Flow: 558 Total Cumulative SP Loss: 0.16 TEL Supplv: 134.6 Fan ESP: 0.16 Device SP Loss: 0 TEL Total: 200.4 Fan SP Available: 0.16 Return Loss Added to Supplv: 0.06 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B7.rh9 Tuesday, July 09, 2019, 1:39 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B7 Rochester' NY 14604' _ Pa e 6 Tabular Manual D Ductsize Data - Duct S stem 1 - Su 1 ---Duct Name,`etc. Type Roughness : Diameter° Velocity _ SPL.Duct Upstream Temperature Width Loss/100: SPL.Fit Shape » Length Height r' Fit.EO.Len,' SPL.Tot Area`. SPL.CumulSizin CFM _ ---Duct Name: Main, Fittings: 9-E2, 112-1-2, Effective Length: 8.8 Trunk 0.0003 9.1 667 0.004 Up: Fan 72 - 7 0.091 0.004 Rect 4.0 '10 4.8 0.008 Nearest Inch 324 11.3 0.092 0.068 ­-Duct Name: Bedroom Main, Fitting: 9-1-111, Effective Length: 104.7 Trunk 0.0003 8 573 0.010 Up: Main 72 6.2 0.072 0.065 Rnd 14.0 8.7 90.7 0.075 Nearest Inch 200 29.3 " 0.017 0.143 ---Duct Name: Kitchen Main, Fitting: 9-1-11, Effective Length: 81.7 Trunk 0.0003 7 464 0.005 Up: Main 72 5.4 0.058 0.043 Rnd 8.0 7.7 73.7 0.047 Nearest Inch 124 14.7 0.045 0.115 ---Duct Name: Bedroom 1,Supplies: Bedroom 1 - 144SF, Fittings: 4-Y,-8-A2, Effective Length: 21.0 - Runout 0.0003 = 6 509 0.003 Up: Bedroom Main 72 4.7 0.083 0.014 Rnd 4.0 6.6 17.0 0.017 Nearest Inch 100 6.3 0.000 0.160 ---Duct Name: Bedroom 2,Supplies: Bedroom 2-98SF, Fitting: 4-Y, Effective Length: 11.8 Runout 0.0003 6 509 0.001 Up: Bedroom Main 72 , 4.7 0.083 0.009 Rnd 1.0 6.6 10.8 0.010 Nearest Inch 100 1.`6 0.008 0.152 ---Duct Name: Bath, Supplies: Bath 1 -71SF, Fittings: 4-Y, 8-A2, Effective Length: 11.4 Runout 0.0003 4 275 0.001, Up: Kitchen Main 72 3.1 -0.046 0.004 Rnd 2.5 4.4 8.9 0.005 Nearest Inch 24 2.6 . 0.040 0.120 ---Duct Name: Kichen,Supplies: Kitchen-95.5SF, Fitting:4-Y, Effective Length: 15.3 Runout 0.0003 6 509 0.004 Up: Kitchen Main 72 4.7 0.083 0.009 Rnd 4.5 6.6 10.8 0.013 Nearest Inch 100 7.1 0.032 0.128 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. FS-ummary Number of active trunks: 3 Number of active runouts: 4 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B7.rh9 Tuesday, July 09, 2019, 1:39 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B7 Rochester NY 14604 Page 7 Tabular Manual D Ductsize Data - Duct System 1 - Supp/y( cont'd Summary Total runout outlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter: 9.1 Main Largest runout diameter: 6 Bedroom 1 Smallest trunk diameter: 7 Kitchen Main Smallest runout diameter: 4 Bath Supply fan external static pressure: 0.160 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.160 Runout maximum cumulative static pressure loss: 0.160 Bedroom,1 Return loss added to supply: 0.060 Total effective length of return (ft.): 65.9 RR-100 Total effective length of supply(ft.): 134.6 Bedroom 1 Overall total effective length (ft.): 200.4 RRA 00 to Bedroom 1 Design overall friction rate per 100 ft.: 0.080 (Available SP x 100/TEL) System duct surface area (Scenario 1): 72.9 (Not linked to duct load) Total system duct surface area: 72.9 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B7.rh9 Tuesday, July 09,2019, 1:39 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-137 Rochester NY 14604 Page 8 Tabular Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: Return, Fitting: 5-N, Effective Length: 44.9 Trunk 0.0003 9.1 667 0.001 Up: Fan 72 7 0.091 0.040 Rect 1.0 10 43.9 0.041 Nearest Inch 324 2.8 -0.019 0.060 ---Duct Name: RR-100, Fitting: 4-Y, Effective Length: 20.9 Runout 0.0003 9.1 667 0.004 Up: Return 72 7 0.091 0.015 Rect 4.0 10 16.9 0.019 Nearest Inch 324 11.3 0.000 0.019 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch,Airflow: CFM, Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. FSummary Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter: 9.1 Return Largest runout diameter: 9.1 RRA 00 Smallest trunk diameter: 9.1 Return Smallest runout diameter: 9.1 RRA 00 Runout maximum cumulative static pressure loss: 0.019 RRA 00 Return loss added to supply: 0.060 Total effective length of return (ft.): 65.9 RR-100 System duct surface area (Scenario 1): 14.2 (Not linked to duct load) Total system duct surface area: 14.2 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B7.rh9 Tuesday, July 09, 2019, 1:39 PM Rhvac-Residential&Light Commercial HVAC Loads � ., ,Elite_S_oftuvare_Development,Inc. WE Engineering [Rochester _ 170412-67 Rochester NY� 14604 Page 9 Total Building Summaly Loads ComponentArea Sen a ', Lat�� Sena - Total' Descri� tion �< a Quan.' Loss l'• _ _ sGain,, Gain.' Gain 1 D-cv-o: Glazing-Double pane, operable window, clear, 105 3,591 0 3,426 3,426 vinyl frame, U-value 0.57, SHGC 0.56 11 H: Door-Wood-Panel With Wood Storm, U-value 0.32 21 403 0 128 128 12B-3sw: Wall-Frame, R-11 insulation in 2 x 4 stud 551.3 2,614 0 545 545 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 22C-5pm-c: Floor-Slab on grade, Horizontal board '84 5,720 0 0 0 insulation extends 4' under slab, carpet covering, R-5 insulation, passive, heavy dry or light wet soil, U- --value-1.135— Subtotals for structure: 12,328 0 4,099 4,099 People: 3 600 690 1,290 Equipment: 358 5,687 6,045 Lighting: 308 1,050 1,050 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 32, Summer CFM: 30 2,102 624 269 893 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust:Winter CFM: 30, Summer CFM: 30 AED Excursion: 0 0 446 446 Total Building Load Totals: 14,430 1,582 12,241 13,823 Check Figures Total Building Supply CFM: 558 CFM Per Square ft.: 0.838 Square ft. of Room Area: 666 Square ft. Per Ton: 578 Volume (ft3): 5,460 FbVilding Loads Total Heating Required Including Ventilation Air: 14,430 Btuh 14.430 MBH Total Sensible Gain: 12,241 Btuh 89 % Total Latent Gain: 1,582 Btuh 11 % Total Cooling Required Including Ventilation Air: 13,823 Btuh 1.15 Tons(Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B7.rh9 Tuesday, July 09, 2019, 1:39 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-B7 Rochester.NY 14604 Pae 10 Building Pie Chart Infiltration 15% Door 3% Floor 40% Glass 25% Wall 18% Wall 4% AED Excursion Lighting 8% Glass 25% Door 1% People 9% Equipment 44% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412 - B7.rh9 Tuesday, July 09, 2019, 1:39 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-137 Rochester NY 14604 Pae 11 Manual S Performance Data - System 1 - 170412 - 87 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 12.241 Outdoor Wet Bulb: 71 Latent Gain: 1.582 Indoor Dry Bulb: 75 Total Gain: 13.823 Indoor RH: 50 Load SHR: 0.89 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 14.430 Indoor Dry Bulb: 70 Entering Dry Bulb: 70.0 Indoor RH: 30 Supply Airflow: 188 Equipment Performance Data at System Design Conditions This system's equipment was selected in accordance with ACCA Manual S. Cooling: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: FUJITUS Interpolation Results: Percent Load ofLoad Sensible Capacity: 0.000 12.241 0% Latent Capacity: 0.000 1.582 0% Total Capacity: 0.000 13.823 0% Heating: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: FUJITSU Results: Percent Load o Load Heating Capacity: 22.000 14.430 152% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B7.rh9 Tuesday, July 09, 2019, 1:39 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE-Engineering [Rochester 170412-B7 Rochester NY 14604 Pae 12 Detailed Room Loads - Room 1 - Bedroom 1 - 144SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 12.0 ft. System Number: 1 Room Width: 12.0 ft. Zone Number: 1 Area: 144.0 sq.ft. Supply Air: 110 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 5.6 AC/hr Volume: 1,181 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 8 CFM Actual Summer Infil.: 8 CFM Item Area . -U- Htg` : Sen Clg Lat Sen Description Quantity Value HTM" Loss HTM Gain' Gain W-Wall-126-3sw 12 X 8.2 98.4 0.079 4.7 466 1.0 0 97 N -Wall-12B-3sw 9.8 X 8.2 50.4 0.079 4.7 239 1.0 0 50 N -GIs-1 D-cv-o shgc-0.56 100%S 30 0.570 34.2 1,026 15.4 0 462 (2) Floor-22C-55pm 22 ft..Per. _ 22 _ 1.135 68.1 1,498 0.0 0 0 Subtotals for Structure: 3,229 0 609 Infil.:Win.: 8.4, Sum.: 8.0 179 3.105 555 0.397 165 71 AED Excursion: 88 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: 56 191 Room Totals: 3,784 365 2,410 Equipment Coolin Loads Cont. ' Cont. Output, Output Avg. Pct Sens. Lat. Sens.' Lat. In-Use' Used Load, Load Item Name Btuh Btuh Output /Hour_ Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor _ _ _ _ 1536 — 0 35 100 538 0_, Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B7.rh9 Tuesday, July 09, 2019, 1:39 PM Rhvac,-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M L Engineering [Rochester 170412-B7 Rochester'NY 14604 Pae 13 Detailed Room Loads - Room 2 - Kitchen - 95.5SF (Average Load Procedure General . Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 9.0 ft. Zone Number: 1 Area: 90.0 sq.ft. Supply Air: 150 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 12.2 AC/hr Volume: 738 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM ['ItemArea: '_ -U- `, Ht g Sena tIg_i• Lat Sen' Description Quantity- Value HTM,, Loss s _ HTM`_' Gain Gain W-Wall-12B-3sw 9 X 8.2 58.8 0.079 4.7 279 1.0 0 58 W-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 Floor-22C-5pm 9 ft..Per. 9 1.135 68.1 613 0.0_ 0 _ 0 Subtotals for Structure: 1,405 0 919 Infil.:Win.: 3.5, Sum.: 3.3 74 3.103 229 0.393 68 29 AED Excursion: 119 Equipment: 358 2,024 Lighting_ 56 191 Room Totals: 1,634 426 3,282 Equipment Coolie Loads = ' q Cont. Cont: - '= Output, Output .Avg'. t .Pct, Sens. Lat: Sens. Lat. •']n-Uses Used w ' Load„ Load Ifem.Name Btuh N Btuh �`Out ut# /Hour Btuh Btuh Cooking range with hood-four burners on high heat 0 0 100 100 0 0 Dishwasher 4096 1433 100 25 1024 358 Refrigerator or freezer_-_16 cubic feet_ _. _ __ _ 1000__._ _ 0 _ _100 - _ _ .100_ __ 1000--------- 0_ Total 2024 358 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B7.rh9 Tuesday, July 09, 2019, 1:39 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.- WE Engineering I Rochester 170412-K Rochester.NY 14604 Pae 14 Detailed Room Loads - Room 3 - Bath 1 - 71 SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.5 ft. System Number: 1 Room Width: 8.5 ft. Zone Number: 1 Area: 63.8 sq.ft. Supply Air: 54 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 6.2 AC/hr Volume: 523 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U-` Htg t S66, Cig , Lat: Sen Description Quantity Value' HTM Loss," HTM ' Gain Gain W-Wall-12B-3sw 8.5 X 8.2 54.7 0.079 4.7 259 1.0 0 54 W-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 Floor-22C-5pm 9 ft..Per. — _ 9_ 1.135 68.1 613 0.0 _ _ _ 0 0 Subtotals for Structure: 1,385 0 915 Infil.:Win.: 3.3, Sum.: 3.1 70 3.099 216 0.402 64 28 AED Excursion: 43 56 —_ _-- --- 191 Room Totals: 1,601 64 1,177 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B7.rh9 Tuesday, July 09, 2019, 1:39 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering I Rochester - 170412-B7 Rochester.NY 14604 Pa q 15 Detailed Room Loads - Room 4 - Living Room - 368.5SF Avera a Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 20.0 ft. System Number: 1 Room Width: 13.5 ft. Zone Number: 1 Area: 270.0 sq.ft. Supply Air: 143 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 3.9 AC/hr Volume: 2,214 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 71 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 524 ft./min. Percent of Supply: 0 % Runout Air Velocity: 524 ft./min. Actual Winter Infil.: 13 CFM Actual Loss: 0.226 in.wg./100 ft. Actual Summer Infil.: 12 CFM ItemArea -U- Htg`', Sen Clg Cat Sen Descri tion Quantily Value HTM Loss' HTM ! 'Gain,' Gain W-Wall-12B-3sw 13.5 X 8.2 110.7 0.079 4.7 525 1.0 0 109 S-Wall-12B-3sw 20 X 8.2 113 0.079 4.7 536 1.0 0 112 S-Door-11 H 3 X 7 21 0.320 19.2 403 6.1 0 128 S-GIs-1 D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 27.6 0 828 Floor-22C-5pm 34 ft..Per. 34 1.135 68.1 2,315 0.0 0 0 Subtotals for Structure: 4,805 0 1,177 Infil.:Win.: 12.9, Sum.: 12.4 275 3.105 853 0.397 253 109 AED Excursion: 114 People: 200 [at/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: 84 286 Room Totals: 5,658 453 3,138 Equipment Coolin _Loads Cont. Cont. Output Output Avg.- Pct Sens. ' Lat. Sens. Lat. In-Use, Used, Load Load ,Item Name i; Btuh 'Btuh' Ouf ut: /Hour: Btuh' Btuh Color television 683 0 100 100 683 0 Computer and monitor _ _ 1536_ _- _ - 0 35_ 100 538 0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B7.rh9 Tuesday, July 09, 2019, 1:39 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B7 Rochester NY 14604 ��$' Pae 16 Detailed Room Loads - Room 5 - Bedroom 2 - 98SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 9.8 ft. System Number: 1 Room Width: 10.0 ft. Zone Number: 1 Area: 98.0 sq.ft. Supply Air: 102 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 7.6 AC/hr Volume: 804 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 4 CFM Actual Summer Infil.: 4 CFM Item Area -U- Htg` Sen Clg' Lat Sen Description Quantity Value HTM, Loss HTM , Gain Gain S-Wall-1213-3sw 9.8 X 8.2 65.4 0.079 4.7 310 1.0 0 65 S-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 27.6 0 414 Floor-22C-5pm 10 ft..Per. 10 1.135 68.1 681 0.0 __0_________________0 Subtotals for Structure: 1,504 0 479 Infil.:Win.: 3.8, Sum.: 3.6 80 3.099 249 0.398 74 32 AED Excursion: 81 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: - 56 - _ - - —191 Room Totals: 1,753 274 2,234 Equipment Coolin Loads Cont. Cont. Output Output- Avg. ` Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and_Monitor__ 1536 _ 0 _ _35_- 100 _538_ _ _ 0_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B7.rh9 Tuesday, July 09, 2019, 1:39 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester _ _ 170412-K Rochester NY 14604 Pae 17 System 1 Room Load Summary Htg Min Run Run Clg Clg Min Act Room Area Sens Htg Duct, Duct Sens Lat Clg . Sys No Name SF Btuh CFM Size' Vel Btuh,,',,'. Btuh, .CFM,j CFM. ---Zone 1--- 1 Bedroom 1 - 144 3,784 49 6 - 2,410 365 110 110 144SF 2 Kitchen-95.5SF 90 1,634 21 6 - 3,282 426 150 150 3 Bath 1 -71 SF 64 1,601 21 4 - 1,177 64 54 54 4 Living Room- 270 5,658 74 '2-5 524 3,138 453 143 143 368.5SF 5 Bedroom 2-98SF 98 1,753 23 6 - 2,234 274 102, 102 System 1 total 666 14,430 188 12,241 1,582 558 558 System 1 Main Trunk Size: 7x10 in. Velocity: 667 ft./min Loss per 100 ft.: 0.091 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. I'Cooling System Summa Cooling Sensible/Latent 'Sensible Latent Total !i Tons' split _ Btuh Btuh Btuh Net Required: 1.15 89%/ 11% 12,241 1,582 13,823 Actual: 3.37 54%/46% 22,000 18,400 40,400 Equipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU24RLXFZH AOU24RLXFZH Indoor Model: ASU7RLF1+ARU9RLF Brand: HYCLON HYCLON Efficiency: 9.65 HSPF 19 SEER Sound: 0 0 Capacity: 22,000 Btuh 22,000 Btuh Sensible Capacity: n/a 22,000 Btuh Latent Capacity: n/a 18,400 Btuh AHRI Reference No.: n/a 8063925 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 83F, SOWB: 71F,WODB: 10F, SIDB: 75F, SIRH: 50%, WIDB: 70F, Sen. gain: 12,241 Btuh, Lat. gain: 1,582 Btuh, Sen. loss: 14,430 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.5F, Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 70F, Req. clg. airflow: 558 CFM, Req. htg. airflow: 188 CFM P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B7.rh9 Tuesday, July 09,2019, 1:39 PM 170412 - 88 HVAC Load Calculations for K"VA%.o. HVAC LOADS Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J,,D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. Rhvac-Residential&Light Commercial HVAC_ Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-c8 Rochester NY 14604 Pa e 2 Pro ect Report General`Pro'ect Information . Project Title: 170412- B8 Project Date: Monday, September 24, 2018 Desi n Data Reference City: Suffolk County AFB, New York Building Orientation: Front door faces North Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor - Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check Figures •• - - s . , - Total Building Supply CFM: 558 CFM Per Square ft.: 0.838 Square ft. of Room Area: 666 Square ft. Per Ton: 578 Volume(ft3): 5,460 Buildin Loads Total Heating Required Including Ventilation Air: 14,430 Btuh 14.430 MBH Total Sensible Gain: 12,241 Btuh 89 % Total Latent Gain: 1,582 Btuh 11 % Total Cooling Required Including Ventilation Air: 13,823 Btuh 1.15 Tons (Based On Sensible+ Latent) Notes. Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B8.rh9 Tuesday, July 09, 2019, 1:41 PM Rhvac-Residential&Light Commercial HVAC Loads_ Elite Software,Development,Inc. WE Engineering [Rochester 170412-B8 Rochester.NY 14604 Pae 3 Miscellaneous Report System 1 170412-B8 Outdoor Outdoor ; Outdoor indoor' Indoor Grains Input Data Dry Bulb`., Wet Bulb 11 Rel.Hum.`� Rel.Hum, Dry Bulb Difference' Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizinq Inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr 11 CFM 5 CFM Infiltration Actual: 0.351 AC/hr 0.335 AC/hr Above Grade Volume: X 5.460 Cu.ft. X 5,460 Cu.ft. 1,916 Cu.ft./hr 1,830 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 32 CFM 30 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(11 CFM), Construction: Tight Summer Infiltration Specified: 0.060 AC/hr(5 CFM), Construction:Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B8.rh9 Tuesday,July 09, 2019, 1:41 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B8 Rochester NY 14604 Page 4 Load Preview Report Sys Sys Sys Net ft 2 Sen Lat Net Sen Ht CI Act Duct Scope To /Ton Area Gain Gain Gain Loss g 9 CFM CFM CFM Size Buildinq 1.15 578 666 12,241 1,582 13,823 14,430. 188 558 558 System 1 1.15 578 666 12,241 1,582 13,823 14,430 188 558 558 7x10 Zone 1 666 12,241 1,582 13,823 14,430 188 558 558 1-Bedroom 1-144SF 144 2,410 365 2,775 3,784 49 110 110 6 2-Kitchen-95 5SF 90 3,282 426 3,708 1,634 21 150' 150 6 3-Bath 1 -71 SF 64 1,177 64 1,241 1,601 21 54 54 4 4-Livmq Room-368.5SF 270 3,138 453` 3,591 5,658 74 143 143 Not TMDD: 2--5 5-Bedroom 2-98SF 98 2,234 274 2,508 1,753 23 102 102 6 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B8.rh9 Tuesday, July 09, 2019, 1:41 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-68 Rochester NY .14604 Page 5 Duct Size Preview Room or Source Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act Duct Duct Name Velocity Velocity Factor U100 Loss Velocity Length Flow Flow Flow Size Svstem 1 Supply Runouts Zone 1 1-Bedroom 1-144SF(Bedroom 1) TMDD 0 0 0.0003 0.08 0.0174 509.3 4 49 110 110 6 2-Kitchen-95.5SF(Kichen) TMDD 0 0 0.0003 0.08 0.01269 509.3 4.5 21 150 150 6 3-Bath 1-71 SF(Bath) TMDD 0 0 0.0003 0.08 0.0.0526 275 2.5 21 54 54 4 4-Livinq Room-368.5SF Built-In 450 750 0.01 0.1 524.3 74 143 143 2-5 5-Bedroom 2-98SF(Bedroom 2) TMDD 0 0 0.0003 0.08 0.00979 509.3 1 23102 102 6 Other Ducts in System 1 Suppiv Main Trunk_(Main) TMDD 0 0 00003 0.08 0.00802 666.5 4 324 324 324 7x10 Bedroom Main TMDD 0 0 0.0003 0.08 0.07486 573 14 200 MM 200 8 Kitchen Main TMDD 0 0 0.0003 0.08 004714 464 8 124 MM 124 7 Return TMDD 0 0 0.0003 008 0.0408 666.5 1 324 324 324 7x10 RR-100 TMDD 0 0 00003 0.08 0.01899 666.5 4 0 0 324 7x10 Summary Svstem 1 Heatinq Flow: 188 Desiqn Friction Rate: 0.08 TEL Return: 65.9 Coolinq Flow: 558 Total Cumulative SP Loss: 0.16 TEL Supplv: 134.6 Fan ESP: 0.16 Device SP Loss: 0 TEL Total: 200.4 Fan SP Available: 0.16 Return Loss Added to Supplv: 0.06 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-138.rh9 Tuesday, July 09, 2019, 1:41 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-B8 Rochester NY 14604 �I� Page,6 Tabular Manual D Ductsize Data - Duct System 1 - Su 1 ---Duct Name, etc. Type Roughness Diameter Velocity' SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height' Fit.Eq.Len SPL.Tot Sizing CFM ' Area SP.Avail SPL.Cumul ---Duct Name: Main, Fittings: 9-E2, 12-L2, Effective Length: 8.8 Trunk 0.0003 9.1 667 0.004 Up: Fan 72 7 0.091 0.004 Rect 4.0 10 4.8 0.008 Nearest Inch 324 11.3 0.092 0.068 ---Duct Name: Bedroom Main, Fitting: 9-H1, Effective Length: 104.7 Trunk 0.0003 8 573 0.010 Up: Main 72 6.2 0.072 0.065 Rnd 14.0 8.7 90.7 0.075 Nearest Inch 200 29.3 0.017 0.143 ---Duct Name: Kitchen Main, Fitting: 9-H1, Effective Length: 81.7 Trunk 0.0003 7 464 0.005 Up: Main 72 5.4 0.058 0.043 Rnd 8.0 7.7 73.7 0.047 Nearest Inch 124 14.7 0.045 0.115 ---Duct Name: Bedroom 1,Supplies: Bedroom 1 - 144SF, Fittings: 4-Y,8-A2, Effective Length: 21.0 Runout 0.0003 6 509 0.003 Up: Bedroom Main 72 4.7 0.083 0.014 Rnd 4.0 6.6 17.0 0.017 Nearest Inch 100 6.3 0.000 0.160 ---Duct Name: Bedroom 2,Supplies: Bedroom 2-98SF, Fitting: 4-Y, Effective Length: 11.8 Runout 0.0003 6 509 0.001 Up: Bedroom Main 72 4.7 0.083 0.009 Rnd 1.0 6.6 10.8 0.010 Nearest Inch 100 1.6 0.008 0.152 ---Duct Name: Bath, Supplies: Bath 1 -71SF, Fittings: 4-Y, 8-A2, Effective Length: 11.4 Runout 0.0003 4 275 0.001 Up: Kitchen Main 72 3.1 0.046 0.004 Rnd 2.5 4.4 8.9 0.005 Nearest Inch 24 2.6 0.040 0.120 ---Duct Name: Kichen, Supplies: Kitchen-95.5SF, Fitting: 4-Y, Effective Length: 15.3 Runout 0.0003 6 509 0.004 Up: Kitchen Main 72 4.7 0.083 0.009 Rnd 4.5 6.6 10.8 0.013 Nearest Inch 100 7.1 0.032 0.128 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 3 Number of active runouts: 4 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B8.rh9 Tuesday, July 09, 2019, 1:41 PM Rhvac-Residential&Light Commercial_HVAC Loads Elite Software Development,Inc. • WE Engineering I Rochester 170412-138 Rochester NY 14604 Pa e 7 Tabular Manual D Ductsize Data - Duct System 1 - Supp/y( cont' Summary Total runout outlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter: 9.1 Main Largest runout diameter: 6 Bedroom 1 Smallest trunk diameter: 7 Kitchen Main C Smallest runout diameter: 4 Bath Supply fan external static pressure: 0.160 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.160 Runout maximum cumulative static pressure loss: 0.160 Bedroom 1 Return loss added to supply: 0.060 Total effective length of return (ft.): 65.9 RR-100 Total effective length of supply(ft.): 134.6 Bedroom 1 Overall total effective length (ft.): 200.4 RRA 00 to Bedroom 1 Design overall friction rate per 100 ft.: 0.080 (Available SP x 100/TEL) System duct surface area (Scenario 1): 72.9 (Not linked to duct load) Total system duct surface area: 72.9 r P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B8.rh9 Tuesday, July 09, 2019, 1:41 PM Rhvac-Re§idential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B8 Rochester NY 14604 0 Page 8 Tabular Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Type Roughness Diameter; Velocity,' SPL.Duct Upstream Temperature Width ;; Loss/100' SPL.Fit Shape Length Height' Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail., SPL.Cumul ---Duct Name: Return, Fitting: 5-N, Effective Length: 44.9 Trunk 0.0003 9.1 667 0.001 Up: Fan 72 7 0.091 0.040 Rect 1.0 10 43.9 0.041 Nearest Inch 324 2.8 -0.019 0.060 ---Duct Name: RR-100, Fitting: 4-Y, Effective Length: 20.9 Runout 0.0003 9.1 667 0.004 Up: Return 72 7 0.091 0.015 Rect 4.0 10 16.9 0.019 Nearest Inch 324 11.3 0.000 0.019 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. FS-ummary Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 324 Main trunk airflow: 324 Largest trunk diameter: 9.1 Return Largest runout diameter: 9.1 RRA 00 Smallest trunk diameter: 9.1 Return Smallest runout diameter: 9.1 RRA 00 Runout maximum cumulative static pressure loss: 0.019 RRA 00 Return loss added to supply: 0.060 Total effective length of return (ft.): 65.9 RRA 00 System duct surface area (Scenario 1): 14.2 (Not linked to duct load) Total system duct surface area: 14.2 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B8.rh9 Tuesday, July 09, 2019, 1:41 PM Rhvac-Residential&Light Commercial HVA_C Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B8 Rochester NY 14604 Page 9 Total Building Summaly Loads Component Area Sen }} Lat Sen i Total Description Quan Loss I Gain'i Gain is Gain 1 D-cv-o: Glazing-Double pane, operable window, clear, 105 3,591 0 3,426 3,426 vinyl frame, U-value 0.57, SHGC 0.56 11 H: Door-Wood- Panel With Wood Storm, U-value 0.32 21 403 0 128 128 12B-3sw:Wall-Frame, R-11 insulation in 2 x 4 stud 551.3 2,614 0 545 545 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 22C-5pm-c: Floor-Slab on grade, Horizontal board 84 5,720 0 0 0 insulation extends 4' under slab, carpet covering, R-5 insulation, passive, heavy dry or light wet soil, U- ---value 1_.135 ---- -- - --- ------ - Subtotals for structure: 12,328 0 4,099 4,099 People: 3 600 690 1,290 Equipment: 358 5,687 6,045 Lighting: 308 1,050 1,050 Ductwork: 0 0 0 0 Infiltration:Winter CFM: 32, Summer CFM: 30 2,102 624 269 893 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust:Winter CFM: 30, Summer CFM: 30 AED Excursion: 0 0 446 446 Total Building Load Totals: 14,430 1,582 12,241 13,823 Check Figures Total Building Supply CFM: 558 CFM Per Square ft.: 0.838 Square ft. of Room Area: 666 Square ft. Per Ton: 578 Volume (ft'): 5,460 FB—uilding Loads Total Heating Required Including Ventilation Air: 14,430 Btuh 14.430 MBH Total Sensible Gain: 12,241 Btuh 89 % Total Latent Gain: 1,582 Btuh 11 % Total Cooling Required Including Ventilation Air: 13,823 Btuh 1.15 Tons (Based On Sensible+ Latent) Notes . Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B8.rh9 Tuesday, July 09, 2019, 1:41 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering (Rochester 170412-B8 Rochester NY 14604 Page 10 Buildinq Pie Chart Infiltration 15% Door 3% Floor 40% Glass 25% Wall 18% Wall 4% AED Excu ion 0X Lighting 8% Glass 25% Door 1% People 9% Equipment 44% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B8.rh9 Tuesday, July 09, 2019, 1:41 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester170412-B8 Rochester.NY 14604 Pae 11 Manual S Performance Data - System 9 - 970412 - 88 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 12.241 Outdoor Wet Bulb: 71 Latent Gain: 1.582 Indoor Dry Bulb:, 75 Total Gain: 13.823 Indoor RH: 50 Load SHR: 0.89 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 14.430 Indoor Dry Bulb: 70 Entering Dry Bulb: 70:0 Indoor RH: 30 Supply Airflow: 188 Equipment Performance Data at Sy stem Design Conditions This system's equipment was selected in accordance with ACCA Manual S. Cooling: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: FUJITUS Interpolation Results: Percent Load ofLoad Sensible Capacity: 0.000 12.241 0% Latent Capacity: 0.000 1.582 0% Total Capacity: 0.000 13.823 0% Heating: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: FUJITSU Results: Percent Load ofLoad Heating Capacity: 22.000 14.430 152% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B8.rh9 Tuesday, July 09, 2019, 1:41 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B8 Rochester NY 14604 0 Pae 12 Detailed Room Loads - Room 1 - Bedroom 1 - 144SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 12.0 ft. System Number: 1 Room Width: 12.0 ft. Zone Number: 1 Area: 144.0 sq.ft. Supply Air: 110 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 5.6 AC/hr Volume: 1,181 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 8 CFM Actual Summer Infil.: 8 CFM Item Area -U-` Htg Sen Clg Lat Sen Description QuantityValue HTM Loss ' HTM Gain Gain W-Wall-1213-3sw 12 X 8.2 98.4 0.079 4.7 466 1.0 0 97 N -Wall-12B-3sw 9.8 X 8.2 50.4 0.079 4.7 239 1.0 0 50 N -GIs-1 D-cv-o shgc-0.56 100%S 30 0.570 34.2 1,026 15.4 0 462 (2) Floor-22C-5pm 22 ft..Per. 22 1.135 _ 68.1 1,498 0.0 0 0 Subtotals for Structure: 3,229 0 609 Infil.:Win.: 8.4, Sum.: 8.0 179 3.105 555 0.397 165 71 AED Excursion: 88 People:200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: 56 191 Room Totals: 3,784 365 2,410 E ui ment Cooling Loads Cont. Cont. Output Output Avg. Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor 1536 0_ 35 __ 100 538_ 0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412- B8.rh9 Tuesday, July 09, 2019, 1:41 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. • WE Engineering [Rochester 170412-B8 Rochester NY 14604 Page 13 Detailed Room Loads - Room 2 - Kitchen - 95.5SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 9.0 ft. Zone Number: 1 Area: 90.0 sq.ft. Supply Air: 150 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 12.2 AC/hr Volume: 738 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item`� � Area' -U- ° Htg Sen : Clg , Lat Sen Description Quantity' Value; HTM Loss HTM Gain Gain W-Wall-12B-3sw 9 X 8.2 58.8 0.079 4.7 279 1.0 0 58 W-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 Floor-22C-5pm 9 ft..Per. _9 1.13568.1 613 0.0_ 0 0 Subtotals for Structure: 1,405 0 919 Infil.:Win.: 3.5, Sum.: 3.3 74 3.103 229 0.393 68 29 AED Excursion: 119 Equipment: 358 2,024 Lighting: 56 191 Room Totals: 1,634 426 3,282 Equipment Coolin Loads - Cont. Cont. Output; Output Avg. , Pct Sens. Lat. Sens. Lat. In-Use+' Used;' - Load, Load Item Name Btuh' Btuh Output' /Hour • Btuh Btuh Cooking range with hood-four burners on high heat 0 0 100 100 0 0 Dishwasher 4096 1433 100 25 1024 358 Refrigerator_or freezer_- 16,cubic feet ,1000_ . _ ____ 0- _ . _._ 100_ _ _ _ 100-- _ 1000 -----0- Total ____0Total 2024 358 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B8.rh9 Tuesday, July 09, 2019, 1:41 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B8 Rochester NY 14604 Pae 14 Detailed Room Loads - Room 3 - Bath 1 - 71 SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.5 ft. System Number: 1 Room Width: 8.5 ft. Zone Number: 1 Area: 63.8 sq.ft. Supply Air: 54 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 6.2 AC/hr Volume: 523 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen, Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W-Wall-12B-3sw 8.5 X 8.2 54.7 0.079 4.7 259 1.0 0 54 W-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 Floor-22C-5pm 9 ft..Per. _ 9 1.135 _68.1 613 0.0 0 0_ Subtotals for Structure: 1,385 0 915 Infil.:Win.: 3.3, Sum.: 3.1 70 3.099 216 0.402 64 28 AED Excursion: 43 Lighting____ 56 191 Room Totals: 1,601 64 1,177 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B8.rh9 Tuesday, July 09, 2019, 1:41 PM Rhvac-Residential&Light Commercial.HV_AC Loads Elite Software Development,_Inc. WE Engineering [Rochester 170412-B8 Rochester NY 14604 Pae 15 Detailed Room Loads - Room 4 - Living Room - 368.5SF (Avera-e Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 20.0 ft. System Number: 1 Room Width: 13.5 ft. Zone Number: 1 Area: 270.0 sq.ft. Supply Air: 143 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 3.9 AC/hr Volume: 2,214 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 71 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 524 ft./min. Percent of Supply: 0 % Runout Air Velocity: 524 ft./min. Actual Winter Infil.: 13 CFM Actual Loss: 0.226 in.wg./100 ft. Actual Summer Infil.: 12 CFM Item Area:; Htg Sen Clg. Lat r Sen Description Quanti " Value HTM Loss` HTM!' Gain Gain W-Wall-12B-3sw 13.5 X 8.2 110.7 0.079 4.7 525 1.0 0 109 S-Wall-12B-3sw 20 X 8.2 113 0.079 4.7 536 1.0 0 112 S-Door-11 H 3 X 7 21 0.320 19.2 403 6.1 0 128 S-GIs-1 D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 27.6 0 828 Floor_22C-5pm 34 ft..Per__ _ 341.135 68.1 2,315 0.0 0 0 Subtotals for Structure: 4,805 0 1,177 Infil.:Win.: 12.9, Sum.: 12.4 275 3.105 853 0.397 253 109 AED Excursion: 114 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: 84 286 Room Totals: 5,658 453 3,138 Equipment Coolin Loads Cont. ' Cont. Output Output Avg..' Pct° Sens. Lat. Sens." Lat. In-Use,' Used Load , Load Item Name Btuh Btuh, Output,' - /Hour- Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor _ 1536 _0 35 100 538 0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B8.rh9 Tuesday, July 09, 2019, 1:41 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-B8 Rochester NY 14604 ■��IFF" Pae 16 Detailed Room Loads - Room 5 - Bedroom 2 - 98SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 9.8 ft. System Number: 1 Room Width: 10.0 ft. Zone Number: 1 Area: 98.0 sq.ft. Supply Air: 102 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 7.6 AC/hr Volume: 804 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 4 CFM Actual Summer Infil.: 4 CFM Item - Area -U- Htg . Sen, Clg Lat Sen Description Quantity Value HTM Loss HTM , Gain Gain S-Wall-12B-3sw 9.8 X 8.2 65.4 0.079 4.7 310 1.0 0 65 S-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 27.6 0 414 Floor-22C-5pm 10 ft.:Per10 1.135 68.1 681 0.0 0__ _ 0_ Subtotals for Structure: 1,504 0 479 Infil.:Win.: 3.8, Sum.: 3.6 80 3.099 249 0.398 74 32 AED Excursion: 81 People: 200 [at/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: -------- ------ ---- 56 ----- -- --- - --- - — --- - — 191 Room Totals: 1,753 274 2,234 Equipment Coolin Loads Cont. Cont. Output Output Avg. Pct Sens. ' Lat. Sens. Lat. In-Use Used Load 'Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor _ ________1536 _ __0 _ __ ___35___ __ _100--_ __ 538-_- __ -_0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B8.rh9 Tuesday,July 09, 2019, 1:41 PM a • Rhvac-Residential&Light Commercial HVAC_Loads ;Elite Software Development,Inc. M/E Engineering [Rochester 170412-B8 Rochester NY 14604 Pae 17 S stem 1 Room Load Summaly Htg, Min Run, Run Clg. Clg Min;,'! Room Area Sens Htg Duct' Duct Sens Lat Clg Sys No Name SF Btuh° CFM Size Vel Btuh ` ,Btuh, CFM-° CFM ---Zone 1--- 1 Bedroom 1 - 144 3,784 49 6 - 2,410 365 110 110 144SF 2 Kitchen-95.5SF 90 1,634 21 6 - 3,282 426 150 150 3 Bath 1 -71 SF 64 1,601 21 4 - 1,177 64 54 54 4 Living Room- 270 5,658 74 12-5 524 3,138 453 143 143 368.5SF 5 Bedroom 2-98SF 98 1,753 23 6 - 2,234 274 102 102 System 1 total 666 14,430 188 12,241 1,582 558 558 System 1 Main Trunk Size: 7x10 in. Velocity: 667 ft./min Loss per 100 ft.: 0.091 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Coo ling System Summary Cooling' Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.15 89%/ 11% 12,241 1,582 13,823 Actual: 3.37 54%/46% 22,000 18,400 40,400 Equipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU24RLXFZH AOU24RLXFZH Indoor Model: ASU7RLF1+ARU9RLF Brand: HYCLON HYCLON Efficiency: 9.65 HSPF 19 SEER Sound: 0 0 Capacity: 22,000 Btuh 22,000 Btuh Sensible Capacity: n/a 22,000 Btuh Latent Capacity: n/a 18,400 Btuh AHRI Reference No.: n/a 8063925 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 83F, SOWB: 71 F,WODB: 10F, SIDB: 75F, SIRH: 50%,WIDB: 70F, Sen. gain: 12,241 Btuh, Lat. gain: 1,582 Btuh, Sen. loss: 14,430 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.51F, Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 70F, Req. clg. airflow: 558 CFM, Req. htg. airflow: 188 CFM P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-B8.rh9 Tuesday,July 09, 2019, 1:41 PM 170412 - Al HVAC Load Calculations for a KFqVACH VAC LcmDs Prepared By: Wednesday,July 03,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. 4 i Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-Al Rochester.NY 14604 Page 2 Pro'ect Report General Pro'ect Information Project Title: 170412-Al Project Date: Monday, September 24, 2018 Design Data Reference City: Suffolk County AFB, New York Building Orientation: Front door faces East Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check Figures Total Building Supply CFM: 526 CFM Per Square ft.: 0.751 Square ft. of Room Area: 700 Square ft. Per Ton: 629 Volume(ft'): 5,740 FBVilding Loads Total Heating Required Including Ventilation Air: 9,379 Btuh 9.379 MBH Total Sensible Gain: 11,535 Btuh 86 % Total Latent Gain: 1,832 Btuh 14 % Total Cooling Required Including Ventilation Air: 13,367 Btuh 1.11 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A1.rh9 Wednesday, July 03, 2019, 11:18 AM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-'Al Rochester NY 14604 Page 3 Miscellaneous Report System 1 170412-A1 Outdoor Outdoor; Outdoor Indoor Indoor' Grains 'Input Data D Bulb, Wet,Bulb Rel.Hum Rel.Hum Dry Bulb: Difference Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: - 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr 11 CFM 6 CFM Infiltration Actual: 0.336 AC/hr 0.319 AC/hr Above Grade Volume: X 5.740 Cu.ft. X 5,740 Cu.ft. 1,927 Cu.ft./hr 1,833 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 32 CFM 31 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(11 CFM), Construction: Tight Summer Infiltration Specified: 0.060 AC/hr(6 CFM), Construction:Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A1.rh9 Wednesday, July 03, 2019, 11:18 AM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-Al Rochester 'NY 14604 Paw 4 Load Preview Re orf Net ft.z Sen Lat Net Sen Sys Sys SysHtg Clg Act Duct Scope Ton /Ton Area Gain Gain Gain Loss CFM CFM CFM Size Buldmq 1.11' 629; 700, 11,535: 1,832 13,367' 9,379' 122 526' 526 System 1 1.11 629, 700 11,535 1,832 13,367. 9,379' 122 526 526 7x9 Zone 1 700. 11,535 1,832 13,367 9,379, 1221 526, 526 1-Bedroom 1-130.9SF 141 ' 4,447 56.7 5,014 4,733. 62i 203, 203 6 2-Bath 1-59.2SF 1 67' 191 0 191 477 6 9' 9 4 3-Kitchen-89.8SF 89: 3,047, 806 3,853 545 7' 139 139 7 4-Livinq Room-325ASF 403' 3,850 i 459 4,309 3,624- 47' 175 175 Not TMDD: 2-5 P:12017\17-0400\170412\Des-Info\hvac\Loads\170412-A1.rh9 Wednesday, July 03, 2019, 11:18'AM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-Al Rochester NY 14604 Page 5 Duct Size Preview Room or Source _ Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act. Duct Duct Name Velocity Velocity Factor U100 Loss Velocity Length Flow Flow Flow Size System 1 Supply Run_outs Zone 1 1-Bedroom 1-130.9SF (BEDROOM) TMDD 0 0 0.0003 0.08 0.00098 5602 1 62 203 203 6 2-Bath 1-59.2SF(BATH) TMDD 0 0 0.0003 0.08 0.00068 343.8 1 6 9 4 3-Kitchen-89.8SF(KITCHEN) TMDD 0 0 0.0003 0.08 0.02197 467.7 8 7 139 139 7 4-Livinq Room-325ASF Built-In 450 750 0.01 0.1' 643.3 47 75 175 2--5 Other Ducts in System 1 Supply Main Trunk_(MAIN) TMDD 0 0 0.0003 0.08 0.01893 605.7, 7.75 265 265 265- 7x9 BEDROOM MAIN TMDD 0 0 0.0003 0.08 0.01798 5239 17_.5 140 140 140 7 RETURN TMDD 0 0 0.0003 0.08 0.00161 605.7 2 265 265 265: 7x9 RR-100 TMDD 0 0 0.0003 0.08 0.00403 605.7 5 0 0 265 7x9 Summary Svstem 1 Heating Flow: 122 Design Friction Rate: 0.068 TEL Return: 7 Coolinq Flow: 526 Total Cumulative SPI LOSS: 0.047 TEL Supplv: 61 Fan ESP: 0.047 Device SP Loss: 0 TEL Total: 68 Fan SP Available: 0.047 Return Loss Added to Supplv: 0.006 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A1.rh9 Wednesday, July 03, 2019, 11:18 AM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-Al Rochester NY 14604 Page 6 Tabular Manual D Ductsize Data - Duct S stem 1 - Su 1 ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: MAIN, Fittings: 1-G2, 9-A2, 12-1-2, Effective Length: 23.5 Trunk 0.0003 8.7 606 0.006 Up: Fan 72 7 0.081 0.013 Rect 7.8 9 15.7 0.019 Nearest Inch 265 20.7 0.022 0.025 ---Duct Name: BEDROOM MAIN, Fitting: 2-13, Effective Length: 25.1 Trunk 0.0003 7 524 0.013 Up: MAIN 72 5.4 0.072 0.005 Rnd 17.5 7.7 7.6 0.018 Nearest Inch 140 32.1 0.004 0.043 ---Duct Name: BATH,Supplies: Bath 1 -59.2SF, Effective Length: 1.0 Runout 0.0003 4 344 0.001 Up: BEDROOM MAIN 72 3.1 0.068 0.000 Rnd 1.0 4.4 0.0 0.001 Nearest Inch 30 1 0.003 0.043 ---Duct Name: BEDROOM, Supplies: Bedroom 1 -130.9SF, Effective Length: 1.0 Runout 0.0003 6 560 0.001 Up: BEDROOM MAIN 72 4.7 0.098 0.000 Rnd 1.0 6.6 0.0 0.001 Nearest Inch 110 1.6 0.003 0.044 ---Duct Name: KITCHEN, Supplies: Kitchen-89.8SF, Fittings: 4-AD, 8-A2, Effective Length: 37.5 Runout 0.0003 7 468 0.005 Up: MAIN 72 5.4 0.059 0.017 Rnd 8.0 7.7 29.5 0.022 Nearest Inch 125 14.7 0.000 0.047 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 2 Number of active runouts: 3 Total runout outlet airflow: 265 Main trunk airflow: 265 Largest trunk diameter: 8.7 MAIN Largest runout diameter: 7 KITCHEN Smallest trunk diameter: 7 BEDROOM MAIN Smallest runout diameter: 4 BATH Supply fan external static pressure: 0.047 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.047 Runout maximum cumulative static pressure loss: 0.047 KITCHEN P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A1.rh9 Wednesday, July 03, 2019, 11:18 AM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-Al Rochester.NY 14604 1 Page 7 Tabular Manual D Ductsize Data - Duct System 1 - Supp/y( cont'd Summary Return loss added to supply: 0.006 Total effective length of return (ft.): 7.0 RR-100 Total effective length of supply(ft.): 61.0 KITCHEN Overall total effective length (ft.): 68.0 RR-100 to KITCHEN Design overall friction rate per 100 ft.: 0.068 (Available SP x 100/TEL) System duct surface area (Scenario 1): 70 (Not linked to duct load) Total system duct surface area: 70 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A1.rh9 Wednesday, July 03, 2019, 11:18 AM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-Al Rochester NY 14604 ���JY�' Page 8 Tabular Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width , Loss/100 SPL.Fit Shape Length : Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RETURN, Effective Length: 2.0 Trunk 0.0003 8.7 606 0.002 Up: Fan 72 7 0.081 0.000 Rect 2.0 9 0.0 0.002 Nearest Inch 265 5.3 -0.004 0.006 ---Duct Name: RR-100, Effective Length: 5.0 Runout 0.0003 8.7 606 0.004 Up: RETURN 72 7 0.081 0.000 Rect 5.0 9 0.0 0.004 Nearest Inch 265 13.3 0.000 0.004 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM,Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summa Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 265 Main trunk airflow: 265 Largest trunk diameter: 8.7 RETURN Largest runout diameter: 8.7 RR-100 Smallest trunk diameter: 8.7 RETURN Smallest runout diameter: 8.7 RR-100 Runout maximum cumulative static pressure loss: 0.004 RRA 00 Return loss added to supply: 0.006 Total effective length of return (ft.): 7.0 RR-100 System duct surface area (Scenario 1): 18.7 (Not linked to duct load) Total system duct surface area: 18.7 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A1.rh9 Wednesday, July 03, 2019, 11:18 AM Rhvac-Residential&Light Commercial HVAC_ Loads' Elite_ Software Development,Inc. WE Engineering [Rochester 170412-Al Rochester NY 14604 Pa- e 9 Total Building Summa1y Loads Component Area Sen Lat Sen'!; Total Description Quan Loss } Gain,' Gain i Gain 1D-cv-o: Glazing-Double pane, operable window, clear, 72 2,462 0 4,133 4,133 vinyl frame, U-value 0.57, SHGC 0.56 11 H: Door-Wood- Panel With Wood Storm, U-value 0.32 21 403 0 128 128 12B-Osw:Wall-Frame, R-11 insulation in 2 x 4 stud 182.5 1,062 0 302 302 cavity, no board insulation, siding finish,wood studs, U-value 0.097 22C-5pm-c: Floor-Slab on grade, Horizontal board 49 3,337 0 0 0 insulation extends 4' under slab,i carpet covering, R-5 insulation, passive, heavy dry or light wet soil, U- value 1.135 Subtotals for structure: 7,264 0 4,563 4,563 People: 2 400 460 860 Equipment: 806 5,337 6,143 Lighting: 266 907 907 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 32, Summer CFM: 31 2,115 626 268 894 Ventilation:Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust:Winter CFM: 30, Summer CFM: 30 Total Building Load Totals: 9,379 1,832 11,535 13,367 Check Fi-ures Total Building Supply CFM: 526 CFM Per Square ft.: 0.751 Square ft. of Room Area: 700 Square ft. Per Ton: 629 Volume(ft'): 5,740 Buildin Loads Total Heating Required Including Ventilation Air: 9,379 Btuh 9.379 MBH Total Sensible Gain: 11,535 Btuh 86 % Total Latent Gain: 1,832 Btuh 14 % Total Cooling Required Including Ventilation Air: 13,367 Btuh 1.11 Tons(Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A1.rh9 Wednesday, July 03, 2019, 11:18 AM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-Al Rochester,NY 14604 Pae 10 Buildin_g Pie Chart Infiltration 23% Floor 36% Door 4% Wall 11% Glass 26% Wall 2% Infiltration 7% Lighting 7% Glass 31% Door 1% People 6% Equipment 46% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412 -A1.rh9 Wednesday, July 03, 2019, 11:18 AM Rhvac-Residential 8-Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering f Rochester 170412-Al Rochester.NY 14604 Pae 11 Manual S Performance Data - S stem 1 - 170412 -A 1 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 11.535 Outdoor Wet Bulb: 71 Latent Gain: 1.832 Indoor Dry Bulb: 75 Total Gain: 13.367 Indoor RH: 50 Load SHR: 0.86 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 9.379 Indoor Dry Bulb: 70 Entering Dry Bulb: 70.0 Indoor RH: 30 Supply Airflow: 122 Equipment Performance Data at S stem Design Conditions This system's equipment was selected in accordance with ACCA Manual S. Cooling: Model Type:Air Source Heat Pump, Model:AOU18RLCFZ, Nominal Capacity: 18.000, Manufacturer: FUJITUS Interpolation Results: Percent Load of Loa Sensible Capacity: 0.000 11.535 0% Latent Capacity: 0.000 1.832 0% Total Capacity: 0.000 13.367 0% Heating: Model Type:Air Source Heat Pump, Model:AOU18RLCFZ, Nominal Capacity: 18.000, Manufacturer: FUJITSU Results: Percent Load of Load Heating Capacity: 18.000 9.379 192% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A1.rh9 Wednesday, July 03, 2019, 11:18 AM Rhvac-Residential&Light Commercial HVAC Loads Elite Software_ Development,Inc. WE Engineering [Rochester 170412-Al Rochester NY 14604 Pae 12 Detailed Room Loads - Room 1 - Bedroom 1 - 130.9SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 14.1 ft. Zone Number: 1 Area: 141.0 sq.ft. Supply Air: 203 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 10.5 AC/hr Volume: 1,156 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 19 CFM Actual Summer Infil.: 18 CFM Item Area -U-' Htg Sen Clg Lat Sen Description Quantity' Value HTM: Loss HTM Gain Gain E-Wall-1213-0sw 9.7 X 8.2 37.5 0.097 5.8 218 1.7 0 62 N -Wall-1213-0sw 10 X 8.2 82 0.097 5.8 477 1.7 0 136 E-GIs-1 D-cv-o shgc-0.56 0%S 42 0.570 34.2 1,436 57.4 0 2,411 Floor-22C-5pm 20 ft..Per. 20 1.135 68.1 1,362 0.0 0 0 Subtotals for Structure: 3,493 0 2,609 Infil.: Win.: 18.8, Sum.: 17.9 162 7.676 1,240 0.972 367 157 People: 200 Iat/per, 230 sen/per: 1 200 230 Equipment: 0 1,260 LightingL__ _ 56 _ 191 Room Totals: 4,733 567 4,447 Equipment Coolin Loads Cont. Cont. Output Output Avg. ' Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor 1536 0 35 100 538 0 Desk radio or clock radio 52 0 75 100 39 0 Total 1260 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A1.rh9 Wednesday, July 03, 2019, 11:18 AM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-'Al- Rochester, AlRochester NY 14604 Pae 13 Detailed Room Loads - Room 2 - Bath 9 - 59.2SF Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 6.7 ft. Zone Number: 1 Area: 67.0 sq.ft. Supply Air: 9 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 1.0 AC/hr Volume: 549 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg Lat' 'Sen Description Quantily Value . HTM Loss HTMGain Gain Floor-22C-5pm 7 ft..Per. _ 7 _ 1.135 _ 68.1 477 0.0 _0 0 Subtotals for Structure: 477 0 0 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 Lighting: --- -- ----- 56 -- - -- ------------ ----------------- -- 191_ Room Totals: 477 0 191 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A1.rh9 Wednesday, July 03, 2019, 11:18 AM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering I Rochester 170412-Al Rochester NY 14604 ■� Pa a 14 Detailed Room Loads - Room 3 - Kitchen - 89.8SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 8.9 ft. Zone Number: 1 Area: 89.0 sq.ft. Supply Air: 139 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 11.4 AC/hr Volume: 730 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM FD emArea -U- Htg, Sen ' Clg ' Lat Sen escri tion Quantit Value HTM, Loss, HTM Gain Gain Floor-22C-5pm 8 ft..Per. _-_ 8 1.135 68.1 545 0.00 0 Subtotals for Structure: 545 0 0 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 Equipment: 806 2,856 Lighting: --— - - ---- 56 - ---- --- 191- Room Totals: 545 806 3,047 Equipment Coolin Loads Cont. " Cont. Output Output Avg. Pct, Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh, Btuh Output /Hour Btuh Btuh Cooking range no hood -four burners on high heat 13311 7167 25 25 832 448 Dishwasher 4096 1433 100 25 1024 358 Refrigerator or freezer- 16-cubic feet _ 1000 ___0______100 100 1000 0 Total 2856 806 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A1.rh9 Wednesday, July 03, 2019, 11:18 AM Rhvac-,Residential&Light Commercial_HVA_ C Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-Al Rochester NY 14604 Pae 15 Detailed Room Loads - Room 4 - Living Room - 325.4SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 29.0 ft. System Number: 1 Room Width: 13.9 ft. Zone Number: 1 Area: 403.1 sq.ft. Supply Air: 175 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 3.2 AC/hr Volume: 3,305 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 88 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 643 ft./min. Percent of Supply: 0 % Runout Air Velocity: 643 ft./min. Actual Winter Infil.: 13 CFM Actual Loss: 0.339 in.wg./100 ft. Actual Summer Infil.: 13 CFM ItemArea ; -U-° Htg!; Sen'. Clg+ Lat;+ Sen Description Quantity , Value' HTM Loss' HTM Gain S Gain W-Wall-1213-0sw 13.9 X 8.2 63 0.097 5.8 367 1.7 0 104 W-Door-11 H 3 X 7 21 0.320 19.2 403 6.1 0 128 W-GIs-1 D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 57.4 0 1,722 Floor-22C-5pm 14 ft..Per. 14 1.135 68.1 953 0.0 0 0 Subtotals for Structure: 2,749 0 1,954 Infil.:Win.: 13.3, Sum.:-12.6 114 7.677 875 0.974 259 111 People:200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: - -- - ----- --- - 98 - - - - - -- --- 334 Room Totals: 3,624 459 3,850 Equipment Coolin .Loads Cont. Cont... Output' Output'' Avg. '' Pct Sens. Lat. Sens.; Lat. In-Use' Used,:. Load., Load Item Name Btuh" Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer-andmonitor—­ _ ___ _ ____ _ _ _1536 0-, _,35-_ _ _l00_____ __538_ -__-__--_0- Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A1.rh9 Wednesday, July 03, 2019, 11:18 AM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-Al Rochester NY 14604 Pae 16 S stem 1 Room Load Summaty Htg Min Run Run Clg Clg Min Act 'Room Area Sens. Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh! CFM Size Vel Btuh Btuh CFM' CFM ---Zone 1--- 1 Bedroom 1 - 141 4,733 62 6 - 4,447 567 203 203 130.9SF 2 Bath 1 -59.2SF 67 477 6 4 - 191 0 9 9 3 Kitchen-89.8SF 89 545 7 7 - 3,047 806 139 139 4 Living Room- 403 3,624 47 '2-5 643 3,850 459 175 175 325ASF System 1 total _ ^ 700 9 379 122 _ 11,535 1,832 526 526 System 1 Main Trunk Size: 7x9 in. - Velocity: 606 ft./min Loss per 100 ft.: 0.081 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summary Cooling' Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.11 86%/ 14% 11,535 1,832 13,367 Actual: 2.77 54%/46% 18,000 15,200 33,200 Equipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU18RLCFZ AOU18RLCFZ Indoor Model: ASU7RLF1+ARU9RLF Brand: HYCLON HYCLON Efficiency: 9.15 HSPF 17 SEER Sound: 0 0 Capacity: 18,000 Btuh 18,000 Btuh Sensible Capacity: n/a 18,000 Btuh Latent Capacity: n/a 15,200 Btuh AHRI Reference No.: n/a 4397410 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 83F, SOWB: 71 F, WODB: 10F, SIDB: 7517, SIRH: 50%, WIDB: 70F, Sen. gain: 11,535 Btuh, Lat. gain: 1,832 Btuh, Sen. loss: 9,379 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.5F, Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 70F, Req. clg. airflow: 526 CFM, Req. htg. airflow: 122 CFM P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A1.rh9 Wednesday, July 03, 2019, 11:18 AM 170412 - A2 HVAC Load Calculations for NAM J )j 41F Iw H VA C HAS Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A2 Rochester 'NY 14604 �6� Page 2 Pro'ect Report General Pro'ect Information Project Title: 170412-A2 Project Date: Monday, September 24, 2018 Design Data Reference City: Suffolk County AFB, New York Building Orientation: Front door faces East Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check Figures Total Building Supply CFM: 593 CFM Per Square ft.: 0.981 Square ft. of Room Area: 605 Square ft. Per Ton: 489 Volume(ft'): 4,961 Buildin Loads Total Heating Required Including Ventilation Air: 6,503 Btuh 6.503 MBH Total Sensible Gain: 13,022 Btuh 88 % Total Latent Gain: 1,829 Btuh 12 % Total Cooling Required Including Ventilation Air: 14,851 Btuh 1.24 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A2.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential,&Light Commercial HVAC_ Loads Elite Software_ Development,Inc. WE Engineering [Rochester 170412-A2 Rochester .NY 14604 Page 3 Miscellaneous Report System 1 170412-A2 Outdoor,, Outdoor(i Outdoor' Indoor Indoor! Grains Input Data Dry Bulb,- Wet Bulb ii Rel.Hum Rel.Hum" Dry Bulb Difference Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data - Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr 10 CFM _ 5 CFM Infiltration Actual: 0.382 AC/hr 0.368 AC/hr Above Grade Volume: X 4,961 Cu.ft. X 4,961 Cu.ft. 1,896 Cu.ft./hr 1,824 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 32 CFM 30 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(10 CFM), Construction: Tight Summer Infiltration Specified: 0.060 AC/hr(5 CFM), Construction: Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A2.rh9 Tuesday,July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A2 Rochester NY 14604 Page 4 Load Preview Report Net ft Z Sen Lat Net Sen Sys Sys SysHt CI Act Duct Scope Ton /Ton Area Gain Gain Gain Loss CFM CFM CFM Size Buildinq 1.24 489 605' 13,022 1,829 14,851 6,503 85 593 593 System 1 1.24 489 605 13,022 1,829 14,851 6,503 85 593 593 7x9 Zone 1 605 13,022 1,829 14,851 6,503 85 593 593 1-Bedroom 1-130.9SF 131 4,431 456 4,887 2,674 35 202 202 6 2-Bath 1-59 2SF 59' 289 0 289 92 1 13' 13 4 3-Kitchen-89.8SF 89' 3,205 806 4,011 139 2 146 146 7 4-Livinq Room-325 4SF 325 5,097 567 5,664 3,598 47 232 232 Not TMD D: 3-55 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A2.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Resident_ial&Light Commercial HVAC Loads Elite Software Development,Inca M/E Engineering [Rochester 170412-A2 Rochester NY 14604 Page 5 Duct Size Preview Room or Source Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act. Duct Duct Name Velocity Velocity Factor U100 Loss Velocity Length Flow Flow Flow I Size System 1 Supply Run_outs Zone 1 1-Bedroom 1-130.9SF (Bedroom) TMDD 0 0 0.0003 008 0.01183 560.2 1 35 202 202 6 2-Bath 1-59.2SF(bathroom) TMDD 0 0 0.0003 0.08 0.00477 343.8 1 1 13 13 4 3-Kitchen-89.8SF(kitchen) TMDD 0 0 0.0003 0.08 0.01774 467.7 10 2 146 146 7 4-Livinq Room-325ASF Built-In 450 750 0.01 0.1 567.8 47 NM 232 3--5 Other Ducts in System 1 Supply Main Trunk(Main) TMDD 0 0 0.0003 0.08 0.03967 6057 65 265 265 265 7x9 Bedroom Main TMDD 0 0 0.0003 0.08 0.03931 5239 17 140 MM 140 7 Return TMDD 0 0 0.0003 0.08 0.00161 605.7 2 265 265 265 7x9 RR-100 TMDD 0 0 00003 0.08 0.00805 605.7 1 0 0 265 7x9 Summary Svstem 1 Heatinq Flow: 85 Desiqn Friction Rate: 0.079 TEL Return: 12 Coolinq Flow: 593 Total Cumulative SP Loss: 0.1 TEL Supplv: 116 _Fan ESP: 0.1 Device SP Loss: 0 TEL Total: 128 Fan SP Available: 0.1 Return Loss Added to Supplv: 0.01 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A2.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering (Rochester 170412-A2 Rochester NY 14604 0 Page 6 Tabular Manual D Ductsize Data - Duct System 9 - Su 1 ---Duct Name, etc. Type Roughness DiameterVelocity SPL.Duct Upstream Temperature Width ' Loss/100, SPL.Fit Shape Length' Height= Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: Main, Fittings: 1-H2, 9-E2, Effective Length: 49.2 Trunk 0.0003 8.7 606 0.005 Up: Fan 72 7 0.081 0.034 Rect 6.5 9 42.7 0.040 Nearest Inch 265 17.3 0.051 0.049 ---Duct Name: Bedroom Main, Fitting: 9-H1, Effective Length: 54.8 Trunk 0.0003 7 524 0.012 Up: Main 72 5.4 0.072 0.027 Rnd 17.0 7.7 37.8 0.039 Nearest Inch 140 31.2 0.012 0.089 ---Duct Name: bathroom, Supplies: Bath 1 -59.2SF, Fitting:4-Y, Effective Length: 7.0 Runout 0.0003 4 344 0.001 Up: Bedroom Main 72 3.1 0.068 0.004 Rnd 1.0 4.4 6.0 0.005 Nearest Inch 30 1 0.007 0.093 ---Duct Name: Bedroom, Supplies: Bedroom 1 -130.9SF, Fitting: 4-Y, Effective Length: 12.0 Runout 0.0003 6 560 0.001 Up: Bedroom Main 72 4.7 0.098 0.011 Rnd 1.0 6.6 11.0 0.012 Nearest Inch 110 1.6 0.000 0.100 ---Duct Name: kitchen, Supplies: Kitchen -89.8SF, Fittings: 4-Y, 8-A2, Effective Length: 30.3 Runout 0.0003 7 468 0.006 Up: Main 72 5.4 0.059 0.012 Rnd 10.0 7.7 20.3 0.018 Nearest Inch 125 18.3 0.033 0.067 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 2 Number of active runouts: 3 Total runout outlet airflow: 265 Main trunk airflow: 265 Largest trunk diameter: 8.7 Main Largest runout diameter: 7 kitchen Smallest trunk diameter: 7 Bedroom Main Smallest runout diameter: 4 bathroom Supply fan external static pressure: 0.100 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.100 Runout maximum cumulative static pressure loss: 0.100 Bedroom P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A2.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A2 Rochester NY 14604 Page 7 Tabular Manual D Ductsize Data - Duct System 1 - Supp/y( cont' summary Return loss added to supply: 0.010 Total effective length of return (ft.): 12.0 RR-100 Total effective length of supply(ft.): 116.0 Bedroom Overall total effective length (ft.): 128.0 RR-100 to Bedroom Design overall friction rate per 100 ft.: 0.079 (Available SP x 100/TEL) System duct surface area(Scenario 1): 69.4 (Not linked to duct load) Total system duct surface area: 69.4 i P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A2.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A2 Rochester NY 14604 0 Page 8 Tabular Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width, Loss/100 SPL.Fit Shape Length Height , Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: Return, Effective Length: 2.0 Trunk 0.0003 8.7 606 0.002 Up: Fan 72 7 0.081 0.000 Rect 2.0 9 0.0 0.002 Nearest Inch 265 5.3 -0.008 0.010 ---Duct Name: RR-100, Fitting: 4-AI, Effective Length: 10.0 Runout 0.0003 8.7 606 0.001 Up: Return 72 7 0.081 0.007 Rect 1.0 9 9.0 0.008 Nearest Inch 265 2.7 0.000 0.008 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM,Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. I'Summary Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 265 Main trunk airflow: 265 Largest trunk diameter: 8.7 Return Largest runout diameter: 8.7 RR-100 Smallest trunk diameter: 8.7 Return Smallest runout diameter: 8.7 RRA 00 Runout maximum cumulative static pressure loss: 0.008 RR-100 Return loss added to supply: 0.010 Total effective length of return (ft.): 12.0 RR-100 System duct surface area (Scenario 1): 8 (Not linked to duct load) Total system duct surface area: 8 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A2.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&,Light Commercial HVAC Loads Elite Software Development,,lnc. WE Engineering [Rochester 170412-A2 Rochester NY 14604_ - Pa e 9 Total Building Summary Loads Component Area Sen 4� Lat Sen Total Descri tion Quan Loss ! Gain, Gain Gain 1 D-cv-o: Glazing-Double pane, operable window, clear, 87 2,975 0 4,994 4,994 vinyl frame, U-value 0.57, SHGC 0.56 12B-3sw:Wall-Frame, R-11 insulation in 2 x 4 stud 106.5 505 0 105 105 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 16A-38-ad: Roof/Ceiling-Under Attic with Insulation on 605 943 0 991 991 Attic Floor(also use for Knee Walls and Partition Ceilings), unvented attic, no radiant barrier, R-38 insulation, dark asphalt, U-value 0.026 Subtotals for structure: 4,423 0 6,090 6,090 People: 2 400 460 860 Equipment: 806 5,298 6,104 Lighting: 252 859 859 Ductwork: 0 0 0 0 Infiltration:Winter CFM: 32, Summer CFM: 30 2,080 623 267 890 Ventilation:Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust:Winter CFM: 30, Summer CFM: 30 AED Excursion: 0 0 48 48 Total Building Load Totals: 6,503 1,829 13,022 14,851 Check Figures Total Building Supply CFM: 593 CFM Per Square ft.: 0.981 Square ft. of Room Area: 605 Square ft. Per Ton: 489 Volume (ft'): 4,961 FBuildinq Loads Total Heating Required Including Ventilation Air: 6,503 Btuh 6.503 MBH Total Sensible Gain: 13,022 Btuh 88 % Total Latent Gain: 1,829 Btuh 12 % Total Cooling Required Including Ventilation Air: 14,851 Btuh 1.24 Tons(Based On Sensible+ Latent) Note's Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A2.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineerinq I Rochester 170412-A2 Rochester.NY 14604 Pae 10 LBuildinq Pie Chart Roof 15% Infiltration 32% Wall 8% Glass 46% AED Excursion 0% Roof 7% Infiltration 6% Wall 1% Lighting 6% Glass 34% Equipment 41% People 6% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A2.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A2 Rochester NY 14604 Pae 11 Manual S Performance Data - S stem 1 - 170412 - A2 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 13.022 Outdoor Wet Bulb: 71 Latent Gain: 1.829 Indoor Dry Bulb: 75 Total Gain: 14.851 Indoor RH: 50 Load SHR: 0.88 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 6.503 Indoor Dry Bulb: 70 Entering Dry Bulb: 70.0 Indoor RH: 30 Supply Airflow: 85 Equipment Performance Data at System Design Conditions This system's equipment was selected in accordance with ACCA Manual S. Cooling: Model Type:Air Source Heat Pump, Model:AOU18RLCFZ, Nominal Capacity: 18.000, Manufacturer: FUJITUS Interpolation Results: Percent Load of Load Sensible Capacity: 0.000 13.022 0% Latent Capacity: 0.000 1.829 0% Total Capacity: 0.000 14.851 0% Heating: Model Type:Air Source Heat Pump, Model:AOU18RLCFZ, Nominal Capacity: 18.000, Manufacturer: FUJITSU Results: Percent Load of Load Heating Capacity: 18.000 6.503 277% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A2.rh9 Tuesday,July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads MAL Elite Software Development,Inc. WE Engineering [Rochester 170412-A2 Rochester NY 14604 ��J� Pae 12 Detailed Room Loads - Room 1 - Bedroom 1 - 130.9SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 9.3 ft. System Number: 1 Room Width: 14.1 ft. Zone Number: 1 Area: 131.1 sq.ft. Supply Air: 202 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 11.3 AC/hr Volume: 1,075 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM 'Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 13 CFM Actual Summer Infil.: 12 CFM Item Area -U- Htg Sen Clg Lat ` Sen Description Quantity Value,' HTM Loss HTM Gain' Gain E-Wall-1213-3sw 9.7 X 8.2 37.5 0.079 4.7 178 1.0 0 37 E-GIs-1 D-cv-o shgc-0.56 0%S 42 0.570 34.2 1,436 57.4 0 2,411 UP-Ceil-16A-38 9.3 X 14.1 131.1 0.026 1.6 205 1.6 0 215 Subtotals for Structure: 1,819 0 2,663 Infil.:Win.: 13.0, Sum.: 12.5 80 10.749 855 1.383 256 110 AED Excursion: 16 People:200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting--- - - __ - - _ - -56 - -- --- — ------- 191 Room Totals: 2,674 456 4,431 Equipment Coolin Loads Cont. Cont. Output Output' Avg. Pct' Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer andmonitor _ 1536__________0_ - - ___35 _ ___-100___ _538 _ _ 0_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A2.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering I Rochester _ 170412-A2 Rochester NY 14604 . iff Pae 13 Detailed Room Loads - Room 2 - Bath 1 - 59.2SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.5 ft. System Number: 1 Room Width: 7.9 ft. Zone Number: 1 Area: 59.3 sq.ft. Supply Air: 13 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 1.6 AC/hr Volume: 486 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg' Sen ; Clg Lat, Sen Description QuantityValue HTM, Loss. HTM Gain Gain UP-Cell-16A-38 7.5 X 7.9 59.2 0.026 1.6 92 1.6 0 97 Subtotals for Structure: 92 0 97 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 1 Lighting_--- ------ -- - - -- --- 56 ----- -- - — — 191_. Room Totals: 92 0 289 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A2.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. IdAL WE Engineering [Rochester170412-A2 Rochester NY 14604 ut - Pae 14 Detailed Room Loads - Room 3 - Kitchen - 89.8SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.9 ft. System Number: 1 Room Width: 8.2 ft. Zone Number: 1 Area: 89.4 sq.ft. Supply Air: 146 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 12.0 AC/hr Volume: 733 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U Htg, Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain U P-Ceil-1 6A-38 10.9 X 8.2 89.4 0.026 1.6 139 1.6 0 146 Subtotals for Structure: 139 0 146 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 12 Equipment: 806 2,856 Lighting: 56 191 Room Totals: 139 806 3,205 Equipment Coolin Loads Cont. Cont. Output Output Avg. Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Cooking range no hood-four burners on high heat 13311 7167 25 25 832 448 Dishwasher 4096 1433 100 25 1024 358 Refrigerator_or freezer- 16 cubic feet __ _ __ _ 1000 _ 0 _ 100 100 1000 0 Total 2856 806 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A2.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVA_C Loads_ Elite Software_ Devel_o_pment,Inc. • WE Engineering [Rochester 170412-A2 Rochester NY 14604 Pae 15 Detailed Room Loads - Room 4 - Living Room - 325.4SF LA-vera-e Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 23.4 ft. System Number: 1 Room Width: 13.9 ft. Zone Number: 1 Area: 325.3 sq.ft. Supply Air: 232 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 5.2 AC/hr Volume: 2,667 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Runout Air: 77 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 568 ft./min. Percent of Supply: 0 % Runout Air Velocity: 568 ft./min. Actual Winter Infil.: 19 CFM Actual Loss: 0.265 in.wg./100 ft. Actual Summer Infil.: 18 CFM Item Area:, -U Sen 'Sen g Description Quantity' Value' HTM,' Loss HTM Gain Gain W-Wall-12B-3sw 13.9 X 8.2 69 0.079 4.7 327 1.0 0 68 W-GIs-1D-cv-o shgc-0.56 0%S(3) 45 0.570 34.2 1,539 57.4 0 2,583 UP-Ceil-16A-38 23.4 X 13.9 325.3 0.026 1.6 507 1.6 0 533 Subtotals for Structure: 2,373 0 3,184 Infil.:Win.: 18.6, Sum_.: 17.9 114 10.748 1,225 1.377 367 157 AED Excursion: 19 People:200 lat/per,230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting:----- - ----- 84_-_-- -- 286 Room Totals: 3,598 567 5,097 Equipment Coolin Loads Cont. Cont.; Output'i 'Output,; Avg.' Pct Sens. Lat. Sens. Lat. ! In-Use: Used' Load' Load Item Name Btuh Btuh, Output. /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor_-- _ _ _ 1536_1536 0 35 100 - _ 538 0_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A2.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering I Rochester 170412-A2 ' Rochester NY 14604 *-,U' Pae 16 System 1 Room Load Summary Htg Min Run Run Clg Clg Min Act Room Area Sens' Htg Duct Duct Sens Lat Clg Sys No.Name SF Btuh .• CFM Size Vel Btuh Btuh CFM • CFM ---Zone 1--- 1 Bedroom 1 - 131 2,674 35 6 - 4,431 456 202 202 130.9SF 2 Bath 1 -59.2SF 59 92 1 4 - 289 0 13 13 3 Kitchen-89.8SF 89 139 2 7 - 3,205 806 146 146 4 Living Room- 325 3,598 47 13-5 568 5,097 567 232 232 325ASF System 1 total 605 6,503 85 13,022 1,829 593_ 593 System 1 Main Trunk Size: 7x9 in. Velocity: 606 ft./min Loss per 100 ft.: 0.081 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ',Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. ' Coolinq System Summary Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh, Btuh Btuh Net Required: 1.24 88%/ 12% 13,022 1,829 14,851 Actual: 2.77 54%/46% 18,000 15,200 33,200 Equipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU18RLCFZ AOU18RLCFZ Indoor Model: ASU7RLF1+ARU9RLF Brand: HYCLON HYCLON Efficiency: 9.15 HSPF 17 SEER Sound: 0 0 Capacity: 18,000 Btuh 18,000 Btuh Sensible Capacity: n/a 18,000 Btuh Latent Capacity: n/a 15,200 Btuh AHRI Reference No.: n/a 4397410 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 83F, SOWB: 71 F, WODB: 10F, SIDB: 75F, SIRH: 50%, WIDB: 70F, Sen. gain: 13,022 Btuh, Lat. gain: 1,829 Btuh, Sen. loss: 6,503 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.5F, Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 70F, Req. clg. airflow: 593 CFM, Req. htg. airflow: 85 CFM P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A2.rh9 Tuesday, July 09, 2019, 12:35 PM 1 170412 - A3 MVAC Load Calculations for Rr"IVA%.e, WAC LOADS Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. Rhvac-Residential,&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 110412-A3 Rochester NY 14604 Pae 2 Pro"ect Report General Pro'ect Information Project Title: 170412-A3 Project Date: Monday, September 24, 2018 Desi n Data Reference City: Suffolk County AFB, New York Building Orientation: Front door faces North Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check Figures Total Building Supply CFM: 403 CFM Per Square ft.: 0.673 Square ft. of Room Area: 600 Square ft. Per Ton: 674 Volume (ft'): 4,919 B ildin Loads Total Heating Required Including Ventilation Air: 8,393 Btuh 8.393 MBH Total Sensible Gain: 8,854 Btuh 83 % Total Latent Gain: 1,828 Btuh 17 % Total Cooling Required Including Ventilation Air: 10,682 Btuh 0.89 Tons(Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A3.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial_HVAC-Loads Elite Software Development,,Inc. WE Engineering, [Rochester _ 170412-A3 Rochester NY 14604 Page 3 Miscellaneous Report System 1, 170412-A3 Outdoor. Outdoor 1; Outdoor, Indoor Indoor Grains Input Data Dry Bulb Wet Bulb 11 Rel.Hum,. Rel.Hum D Bulb„ Difference Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50%- 75 30.17 Ductsizing inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data - Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr -- ---- - 10 CFM --- 5 CFM .--- — Infiltration Actual: 0.385 AC/hr 0.371 AC/hr Above Grade Volume: X 4,919 Cu.ft. X 4,919 Cu.ft. 1,894 Cu.ft./hr 1,824 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 32 CFM 30 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration&Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(10 CFM), Construction:Tight Summer Infiltration Specified: 0.060 AC/hr(5 CFM), Construction:Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A3.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A3 Rochester NY 14604 Page 4 Load Preview Re orf Net ft Sys Sys Sys� Sen Let Net -Sen Ht CI Act Duct Scope Ton /Ton Area Gain , Gain Gain Loss CFM CFM CFM Size Buildinq 0.89 674 600 8,854 1,828 10,682 8,393 109 403 403 System 1 0.89 674 600 8,854 1,828 10,682 8,393 109 403 403 9 Zone 1 600 8,854 1,828 10,682 8,393 109 403 403 1-Bedroom 1-126.5SF 126 2,546 496 3,042 3,600 47 116 116 6 2-Bath 1-59.2SF 59 196 0 196 477 6 9 9 4 3-Kitchen-89.8SF 89 3,134 806 3,940 545 7 143 143 7 4-Livinq Room-325 4SF 325 2,978 526 3,504 3,771 49 136 136 Not TMDD- 2--5 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A3.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercia_I,HVAC,Loads Elite Software Development,Inc. M/E Engineering [Rochester . 170412-A3 Rochester NY 14604 ' Page 5 Duct Size Preview Room or Source Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act. Duct Duct Name Velocity Velocity Factor U100 Loss Velocity Length Flow Flow 1, Flow Size Svstem 1 Supply Runouts Zone 1 1-Bedroom 1-126.5SF (bedroom) TMDD 0 0 00003 0.08 0.01183 5602 1 47 116 116 6 2-Bath 1-59.2SF(bathroom) TMDD 0 0 00003 0.08 0.00477 343.8 1 6 9 4 3-Kitchen-89.8SF(kitchen) TMDD 0 0 0.0003 0.08 0.0154 467.7 6 7 143 143 7 4-Livinq Room-325ASF Built-In 450 750 0.01 0.1 497.5 49 136 136 2-5 Other Ducts in System 1 Supply Main Trunk(main) TMDD 0 0 0.0003 0.08 0.01647 599.8 6 265 265 265 9 bedroom main TMDD 0 0 0.0003 0.08 003931 523.9 17 140 140 140 7 Return TMDD 0 0 0.0003 0.08 0.00081 605.7 1 265 265 265 7.9 RR-100 TMDD 0 0 0.0003 0 08, 000242 605.7 3 0 0 265 7x9 Summary Svstem 1 Heatinq Flow: 109 Desiqn Friction Rate: 0.074 TEL Return: 4 Coolinq Flow: 403 Total Cumulative SP Loss: 0.071 TEL Suppiv: 91.3 Fan ESP: 0.071 Device SP Loss: 0 TEL Total: 95.3 Fan SP Available. 0.071 Return Loss Added to Supplv: 0.003 PA2017\17-0400\170412\Des-Info\hvac\Loads\170412-A3.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,'Inc., WE Engineering I Rochester 170412-A3 Rochester NY 14604 Page 6 Tabular Manual D Ductsize Data - Duct System 1 - Su 1 ---Duct Name, etc. Type Roughness , Diameter f, _ Velocity; SPL.-Duct Upstream Temperature Width Loss/100 SL. Fit Shape Length ' Height ' ` ,Loss/100 , SPL.Tot Sizing CFM_ _ Area' SP.Avail-= SPL.Cumul ---Duct Name: main, Fittings: 1-G2,9-E2, Effective Length: 24.5 Trunk 0.0003 9 600 0.004 Up: Fan , 72 7 0.067 0.012 Rnd 6.0 9.8 18.5 0.016 Nearest Inch 265 14.1 0.051 0.020 ---Duct Name: bedroom main, Fitting: 9-H1, Effective Length: 54.8 Trunk 0.0003 7 524 0.012 Up: main 72 5.4 0.072 0.027 Rnd 17.0 7.7 37.8 0.039 Nearest Inch 140 31.2 0.012 0.059 ---Duct Name: bathroom, Supplies: Bath 1 -59.2SF, Fitting:4-Y, Effective Length: 7.0 Runout 0.0003 4 344 0.001 Up: bedroom main 72 3.1 0.068 0.004 Rnd 1.0 4.4 6.0 0.005 Nearest Inch 30 1 0.007 0.064 ---Duct Name: bedroom, Supplies: Bedroom 1 -126.5SF, Fitting: 4-Y, Effective Length: 12.0 Runout 0.0003 6 560 0.001 Up: bedroom main 72 4.7 0.098 0.011 Rnd 1.0 6.6 11.0 0.012 Nearest Inch 110 1.6 0.000 0.071 ---Duct Name: kitchen, Supplies: Kitchen-89.8SF, Fittings: 8-A2,4-Y, Effective Length: 26.3 Runout 0.0003 7 468 0.004 Up: main 72 5.4 0.059 0.012 Rnd 6.0 7.7 20.3 0.015 Nearest Inch 125 11 0.036 0.035 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Surnrifary - Number of active trunks: 2 Number of active runouts: 3 Total runout outlet airflow: 265 Main trunk airflow: 265 Largest trunk diameter: 9 main Largest runout diameter: 7 kitchen Smallest trunk diameter: 7 bedroom main Smallest runout diameter: 4 bathroom Supply fan external,static pressure: 0.071 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.071 Runout maximum cumulative static pressure loss: 0.071 bedroom PA2017\17-0400\170412\Des-Info\hvac\Loads\170412-A3.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software D_ev_elopment,Inc. WE Engineering [Rochester 170412-A3 Rochester NY 14604 Page 7 Tabular Manual D Ductsize Data - Duct System 1 - Supp/-y( cont'd Summary Return loss added to supply: 0.003 Total effective length of return (ft.): 4.0 RRA 00 Total effective length of supply(ft.): 91.3 bedroom Overall total effective length (ft.): 95.3 RR-100 to bedroom Design overall friction rate per 100 ft.: 0.074 (Available SP x 100/TEL) System duct surface area (Scenario 1): 58.9 (Not linked to duct load) Total system duct surface area: 58.9 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A3.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads, Elite Software Development,Inc. WE Engineering ;[Rochester °�!' 170412-A3 Rochester NY 14604 z �-� ` Page 8 Tabular Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc., Type Roughness _ Diameter:' Velocity e SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length' Height Fit.Eq.LenSPL.Tot Sizing CFM,' Area. SP.Avail , SPL-.Cumul ---Duct Name: Return, Effective Length: 1.0 Trunk 0.0003 8.7 606 0.001 Up: Fan 72 7 0.081 0.000 Rect 1.0 9 0.0 0.001 Nearest Inch 265 2.7 -0.002 0.003 ---Duct Name: RR-100, Effective Length: 3.0' Runout 0.0003 8.7 606 0.002 Up: Return 72 7 0.081 0.000 Rect 3.0 9 0.0 0.002 Nearest Inch 265 8 0.000 0.002 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Sumhia - Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 265 Main trunk airflow: 265 Largest trunk diameter: 8.7 Return Largest runout diameter:- 8.7 RR-100 Smallest trunk diameter: 8.7 Return Smallest runout diameter: 8.7 RR-100 Runout maximum cumulative static pressure loss: 0.002 RR-100 Return loss added to supply: 0.003 Total effective length of return (ft.): 4.0 RR-100 System duct surface area (Scenario 1): 10.7 (Not linked to duct load) Total system duct surface area: 10.7 Notes - I . • n . - I Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A3.rh9 Tuesday, July 09, 2019, 12:35 PM Rhv_ac,Residential&Light Commercial HVA_C_ Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A3 Rochester NY 14604 Page 9 Total Building Summary Loads Component s Area Sen "Lata. Sen p Total Description Quarn 'Loss l Gain : Gain ° Gain 1 D-cv-o: Glazing-Double pane, operable window, clear, 72 2,462 0 1,474 1,474 vinyl frame, U-value 0.57, SHGC 0.56 11 H: Door-Wood -Panel With Wood Storm, U-value 0.32 21 403 0 128 128 12B-3sw:Wall-Frame, R-11 insulation in 2 x 4 stud 124.3 590 0 123 123 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 22C-5pm-c: Floor-Slab on grade, Horizontal board 42 2,860 0 0 0 insulation extends 4'under slab, carpet covering, R-5 insulation, passive, heavy dry or light wet soil, U- __v_alue 1_135 Subtotals for structure: 6,315 0 1,725 1,725 People: 2 400 460 860 Equipment: 806 5,298 6,104 Lighting: 252 859 859 Ductwork: 0 0 0 0 Infiltration:Winter CFM: 32, Summer CFM: 30 2,078 622 267 889 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust:Winter CFM: 30, Summer CFM: 30 AED Excursion: 0 0 245 245 Total Building Load Totals: 8,393 1,828 8,854 10,682 Check Figures Total Building Supply CFM: 403 CFM Per Square ft.: 0.673 Square ft. of Room Area: 600 Square ft. Per Ton: 674 Volume (W): 4,919 Bi ildin Loads Total Heating Required Including Ventilation Air: 8,393 Btuh 8.393 MBH Total Sensible Gain: 8,854 Btuh 83 % Total Latent Gain: 1,828 Btuh 17 % Total Cooling Required Including Ventilation Air: 10,682 Btuh 0.89 Tons(Based On Sensible+ Latent) Notes 1 1 - __1 • __ Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A3.rh9 Tuesday, July 09, 2019, 12:35 PM z ac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. Engineering [Rochester 170412-A3 hester NY 14604 Pae 10 Buildinq Pie Chart Infiltration 25% Floor 34% Door 5% Wall 7% Glass 29% Wall 1% AED Excursion 2% Glass 14% Infiltration 8% Door 1% Lighting 8% People 8% Equipment 57% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A3.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential 8�Light Commercial HVAC Loads E_ lite Software Development,Inc. WE Engineering [tRochester70412-A8 Rochester.NY 14604 - Pae 11 Manual S Performance Data - System 1 - 170412 - A3 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 8.854 Outdoor Wet Bulb: 71 Latent Gain: 1.828 Indoor Dry Bulb: 75 Total Gain: 10.682 Indoor RH: 50 Load SHR: 0.83 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 8.393 Indoor Dry Bulb: 70 Entering Dry Bulb: 70.0 Indoor RH: 30 Supply Airflow: 109 Equipment Performance Data at'S stem Desi-n.Conditions = This system's equipment was selected in accordance with ACCA Manual S. Cooling: Model Type:Air Source Heat Pump, Model:AOU18RLCFZ, Nominal Capacity: 18.000, Manufacturer: FUJITUS Interpolation Results: Percent Load of Load Sensible Capacity: 0.000 8.854 0% Latent Capacity: 0.000 1.828 0% Total Capacity: 0.000 10.682 0% Heating: Model Type:Air Source Heat Pump, Model:AOU18RLCFZ, Nominal Capacity: 18.000, Manufacturer: FUJITSU Results: Percent Load of Load Heating Capacity: 18.000 8.393 214% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A3.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412'_A3 Rochester NY 14604 Pae 12 Detailed Room Loads - Room 1 - Bedroom 1 - 126.5SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 12.6 ft. Zone Number: 1 Area: 126.0 sq.ft. Supply Air: 116 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 6.7 AC/hr Volume: 1,033 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 15 CFM Actual Summer Infil.: 14 CFM Item Area -U-" Htg Sen Clg Lat Sen Description Quantity Value HTM' Loss HTM Gain Gain N -Wall-12B-3sw 12.6 X 8.2 61.3 0.079 4.7 291 1.0 0 61 N -GIs-1 D-cv-o shgc-0.56 100%S 42 0.570 34.2 1,436 15.4 0 646 Floor-22C-5pm 13 ft..Per. _ 13 _ 1.135 _68.1--______885 _ 0_0 ___ 0 _ _ .._ 0- Subtotals _Subtotals for Structure: 2,612 0 707 Infil.:Win.: 15.0, Sum.: 14.5 103 9.563 988 1.229 296 127 AED Excursion: 70 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting__ _ 56 __,___191_ Room Totals: 3,600 496 2,546 Equipment Coolin Loads Cont. , Cont. Output Output Avg. Pct Sens. Lat. Sens. Lat. In-Use Used Load" Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor _ _ _ _ __ 1536__ ___ _.,0 _ 35 _._.100 _538 ___ _ _0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A3.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-=Residential&Light Commercial HVAC.Loads Elite_ Software Development,Inc. WE Engineering'[Rochester - 170412-A3 Rochester NY 14604 - - page-13 Detailed Room Loads - Room 2 - Bath 9 - 59.2SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.5 ft. System Number: 1 Room Width: 7.9 ft. Zone Number: 1 Area: 59.3 sq.ft. Supply Air: 9 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 1.1 AC/hr Volume: 486 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area r -U- Htg, Sen Clg `Lat Sen Description, Quantit Value, HTM' Los&', - HTU,, Gain Gain. Floor-22C-5pm 7 ft..Per__ 7 1.135 _68.1 477__ 0.0 _ 0_ _ 0 Subtotals for Structure: 477 0 0 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 5 Lighting: - - -- --- - -----56 - - - ------------- -- ---- - -191- Room Totals: 477 0 196 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A3.rh9 Tuesday, July 09,2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. ' M/E Engineering [Rochester 170412-A3 Rochester.NY 14604 Pae 14 Detailed Room Loads - Room 3 - Kitchen - 89.8SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.9 ft. System Number: 1 Room Width: 8.2 ft. Zone Number: 1 Area: 89.4 sq.ft. Supply Air: 143 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 11.7 AC/hr Volume: 733" cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area ,_U_' Htg i= Sen-' `'Clg,, - Lat Sen Description Quantity ', .Value • HTM` Loss- HTM,_. -Gain_ Gain Floor-22C-5pm 8_ft..Per. _ _8 1.135 68.1 _ _545 0.00 _ 00" Subtotals for Structure: 545 0 0 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 87 Equipment: 806 2,856 Lighting: 56 191 Room Totals: 545 806 3,134 E "ui ment Coolie Loads` a 'Cont.:` Cont..: r _ Output , Output Avg.-," Pct)' Sens. Lat. Sens., Lat., In-Use Used ; " Load= Load Item Names " Btuh Btuh t Output -/Hour,: Btuh Btuh Cooking range no hood ' four burners on high heat 13311 7167 25 25 832 448 Dishwasher 4096 1433 100 25 1024 358 Refrigerator or freezerL--16 cubic feet 1000 0 100___________100 1000 0 Total 2856 806 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A3.rh9' Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads - _ -Elite Software Development,Inc. E Engineering [Rochester s - 170412-'A3 WE Rochester NY 14604 'Page 15 Detailed Room Loads - Room 4 - Living'Room - 325.4SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 23.4 ft. System Number: 1 Room Width: 13.9 ft. Zone Number: 1 Area: 325.3 sq.ft. Supply Air: 136 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 3.1 AC/hr Volume: 2,667 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 68 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 498 ft./min. Percent of Supply: 0 % Runout Air Velocity: 498 ft./min. Actual Winter Infil.: 17 CFM Actual Loss: 0.204 in.wg./100 ft. Actual Summer Infil.: 16 CFM Item- ;: i4rea a -U- Htg; •F°Sen':.: .Clg . - Lat,� Sen Desai tion ,-° -= Quantitya Value�, HTM -=Lo's's HTM�� Gain Gain S-Wall-12B-3sw 13.9 X 8.2 63 0.079 4.7 299 1.0 0 62 S-Door-11 H 3 X 7 21 0.320 19.2 403 6.1 0 128 S-GIs-1 D-cv-o shgc-0.56 O%S (2) 30 0.570 34.2 1,026 27.6 0 828 Floor-22C-5pm 14 ft..Per. 14 1.135 68.1 953 0.0 0 0 Subtotals for Structure: 2,681 0 1,018 Infil.:Win.: 16.6, Sum.: 15.9 114 9.563 1,090 1.228 326 140 AED Excursion: 82 People: 200 [at/per, 230 sen/per: 1 200 230 Equipment: 0 1-,221 84 -------- --- ---- - — - _ _286 Room Totals: 3,771 526 2,978 E ui ment Co6hri -Loads - y< Cont. Cont:,u � ` f Output Output`": Avgi' ° Pct. -Sens.' Lata `In=Use` ,Used Load` � Load Item Name •Btuh, - ' Btuh Output", /Hour.. Btuh,,` Btuh Color television 683 0 100 100 683 0 Computer and monitor____ ___-_ -- __ _ _ 1536 0 35_ 100-_- _- 538 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A3.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac,-Residential&Light Commercial HVAC- ` Elite So_ftware Development,Inc. WE Engineering [Rochester, _ ° 170412-A3 Rochester NY 14604 Pae 16 System 1 Room Load Summary HtgMin' Run,: Run Clg, Clg _ Min Act Room Area, Sens Htg Duct' ._ Duct Sens° , ° 'Lat Clg Sys _ No-Name SF' Btuh CFM Size ` Vel Btuh:' Btuh• CFM CFM ---Zone 1--- 1 Bedroom 1 - 126 3,600 47 6 - 2,546 496 116 116 1'26.5SF 2 Bath 1 -59.2SF 59 477 6 4 - 196 0 9 9 3 Kitchen-89.8SF 89 545 7 7 - 3,134 806 143 143 4 Living Room- 325 3,771 49 12-5 498 2,978 526 136 136 325ASF _ _stem 1 total _ 600 _ _ _8,393 _ 109_ _ _ _ 8.854 _ 1828 403 _ 403 System 1 Main Trunk Size: 9 in. Velocity: 600 ft./min Loss per 100 ft.: 0.067 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Coolin ,S stem Summa ° Pooling', "Sensible/Latent Sensible Latent ° . Total Tons i Split Btuh° Btuh . Btuh Net Required: 0.89 83%/17% 8,854 1,828 10,682 Actual: 2.77 54%/46% 18,000 15,200 33,200 E ui meet bats ° - I � • Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU18RLCFZ AOU18RLCFZ Indoor Model: ASU7RLF1+ARU9RLF Brand: HYCLON HYCLON Efficiency: 9.15 HSPF 17 SEER Sound: 0 0 Capacity: 18,000 Btuh 18,000 Btuh Sensible Capacity: n/a 18,000 Btuh Latent Capacity: n/a 15,200 Btuh AHRI Reference No.: n/a 4397410 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 83F, SOWB: 71F,WODB: 10F, SIDB: 75F, SIRH: 50%, WIDB: 70F, Sen. gain: 8,854 Btuh, Lat: gain: 1,828 Btuh, Sen. loss: 8,393 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.5F, Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 70F, Req. clg. airflow:403 CFM, Req. htg. airflow: 109 CFM P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A3.rh9 Tuesday, July 09, 2019, 12:35 PM 170412 -A4 HVAC Load Calculations for j C RasiDrAN"nAL RX H tVA HVAC Lomas Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. Rhvac-Residential'&Light Commercial HVAC Loads Elite Software_ Development,Inc. IN%E Engineering [Rochester ° 170412-A4 " Rochester NY 14604t Page 2 Project Report General Pro'ect Information Project Title: 170412-A4 Project Date: Monday, September 24, 2018 I.Desiqn Data Reference City: Suffolk County AFB, New York Building Orientation: Front door faces North Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check Fi ures Total Building Supply CFM: 448 CFM Per Square ft.: 0.747 Square ft. of Room Area: 600 Square ft. Per Ton: 617 Volume (W): 4,919 Q661ding Loads Total Heating Required Including Ventilation Air: 6,468 Btuh 6.468 MBH Total Sensible Gain: 9,836 Btuh 84 % Total Latent Gain: 1,828 Btuh 16 % Total Cooling Required Including Ventilation Air: 11,664 Btuh 0.97 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition; Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A4.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&,Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineenng,I Rochester - 170412-A4 Rochester.NY 14604 Pae 3 Miscellaneous Report System,1 170412-A4 Outdoor Outdoor_� Outdoor_'° Indoor, ° 'Indoor,, Grains Input Data D 'Bulb Wet Bulb i' 'Rel.Hum.' ReLHum�. ' Dry Bulb," Difference Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing In uts _ } Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr —_- ----- — - 10 CFM —--- ---- 5 CFM — --------- - -- — Infiltration Actual: 0.385 AC/hr 0.371 AC/hr Above Grade Volume: X 4,919 Cu.ft. X 4,919 Cu.ft. 1,894 Cu.ft./hr 1,824 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 32 CFM 30 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(10 CFM), Construction: Tight Summer Infiltration Specified: 0.060 AC/hr(5 CFM), Construction: Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A4.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A4 Rochester NY 14604 Pa e 4 Load Preview Report Net ft.z Sen Lat Net Sen Sys Sys Sys Duct Scope Ton /Ton Area Gain Gain Gain Loss Htg Clg Act Size CFM CFM CFM Buildinq 097 617 600 9,836 1,828 11,664 6,468 84 448 448 System 1 0.97 617 600 9,836 1,828 11,664 6,468 84 448' 448 7x9 Zone 1 600 9,836 1,828 11,664 6,468 84 448, 448 1-Bedroom 1-126.5SF 126 2,750 496 3,246 2,912 38 125 125 6 2-Bath 1-59.2SF 59 295 0 295 92 1 13' 13 4 3-Kitchen-89.8SF 89 3,274 806 4,080 139 2 149 149 7 4-Livinq Room-325 4SF 325 3,516 526 4,042 3,325 43 160, 160 Not TMD- -2--5 PA2017\17-0400\170412\Des-Info\hvac\Loads\170412-A4.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC_`Loads _ Elite Software Development,Inc. M/E Engineering [LLRochester W 170412-A4 Rochester NY 14604 Page 5 Duct Size Preview Room or Source Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act Duct Duct Name Velocity Velocity Factor U100 Loss Veloci Length Flow Flow Flow Size System 1 Supply Runouts Zone 1 1-Bedroom 1-126.5SF TMDD 0 0 0.0003 008 0.01183 5602 1 38 125 125 6 (bedroom) 2-Bath 1-59.2SF(bathroom) TMDD 0 0 00003 008 0.00477 3438 1 1 13 13 4 3-Kitchen-89.8SF(kitchen) TMDD 0 0 0.0003 0.08 0.0154 467.7 6 2 NM 149 7 4-Liwnq Room-325ASF Built-In 450 750 001 0.1 5875 43 NMI 160 2--5 Other Ducts in System 1 Supply Main Trunk(main) TMDD 0 0 00003 008 0.04141 6057 6 265 265 265 7x9 bedroom main TMDD 0 0 00003 008 0.01511 5239 13.5 140 MM 140 7 return TMDD 0 0 0.0003 0.08 0.03456 605.7 2 265 265 265 7x9 RR-100 TMDD 0 0 00003 008 0.01047 6057 4 0 0 265 7x9 Summary Svstem 1 Heatinq Flow: 84 Desiqn Friction Rate: 0.081 TEL Return. 55.8 Coolinq Flow: 448 Total Cumulative SP Loss: 0.113 TEL Supply: 84.4 Fan ESP: 0.113 Device SP Loss: 0 TEL Total: 140.3 Fan SP Available: 0.113 Return Loss Added to Supplv: 0.045 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A4.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. g/E Engineerings[Rochester 170.412-A4 Rochester NY 14604 Page 6 Tabular Manual D Ductsize Data - Duct S stem 1 - Su I ---Duct Name, etc. � Type Roughness a Diameter' _ Velocity,° . SPL:Duct 'Upstream Temperature; Width • Loss/100 " � SPL.Fit. Shape Length Height ; Fit.Eq.Len!° • SPL.Tot Sizing CFM , Area SP.Avail`' SPL.Cumul ---Duct Name: main, Fittings: 9-E2, 5-N, Effective Length: 51.3 Trunk 0.0003 8.7 606 0.005 Up: Fan 72 7 0.081 0.037 Rect 6.0 9 45.3 0.041 Nearest Inch 265 16 0.027 0.086 ---Duct Name: bedroom main, Fitting: 2-13, Effective Length:21.1 Trunk 0.0003 7 . 524 0.010 Up: main 72 5.4 0.072 0.005 Rnd 13.5 7.7 7.6 0.015 Nearest Inch 140 24.7 0.012 0.102 ---Duct Name: bathroom, Supplies: Bath 1 -59.2SF, Fitting: 4-Y, Effective Length: 7.0 Runout 0.0003 4 344 0.001 Up: bedroom main 72 3.1 0.068 0.004 Rnd , ` 1.0 4.4 6.0 0.005 Nearest Inch 30 1 0.007 0.106 ---Duct Name: bedroom, Supplies: Bedroom 1 - 126.5SF, Fitting: 4-Y, Effective Length: 12.0 - Runout 0.0003 6 560 0.001 Up: bedroom main 72 4.7 0.098 0.011 Rnd 1.0 6.6 11.0 0.012 Nearest Inch 110 1.6 0.000 0.113 ---Duct Name: kitchen, Supplies: Kitchen -89.8SF, Fittings: 8-A2,4-Y, Effective Length: 26.3 Runout 0.0003 7 468 0.004 Up: main 72 5.4 0.059 0.012 Rnd 6.0 7.7 20.3 0.015 Nearest Inch 125 11 0.012 0.102 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM, Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summa, ry - Number of active trunks: 2 Number of active runouts: 3 Total runout outlet airflow: 265 Main trunk airflow: 265 Largest trunk diameter: 8.7 main Largest runout diameter: 7 kitchen Smallest trunk diameter: 7 bedroom main Smallest runout diameter: 4 bathroom Supply fan external static pressure: 0.113 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.113 Runout maximum cumulative static pressure loss: 0.113 bedroom PA2017\1 7-0400\1 70412\Des-Info\hvac\Loads\1 70412-A4.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A4 Rochester NY 14604 Pa g 7 Tabular Manual D Ductsize Data - Duct System 1 - Supp/-y (contM Summary Return loss added to supply: 0.045 Total effective length of return (ft.): 55.8 RR-100 Total effective length of supply(ft.): 84.4 bedroom Overall total effective length (ft.): 140.3 RR-100 to bedroom Design overall friction rate per 100 ft.: 0.081 (Available SP x 100/TEL) System duct surface area (Scenario 1): 54.4 (Not linked to duct load) Total system duct surface area: 54.4 P:\2017\17-0400\170412\Des-Info\hv6c\Loads\170412-A4.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering I Rochester 170412-A4 Rochester NY 14604 Pa e 8 Tabular Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width • Loss/100 , SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: return, Fitting: 5-N, Effective Length: 42.9 Trunk 0.0003 8.7 606 0.002 Up: Fan 72 7 0.081 0.033 Rect 2.0 9 40.9 0.035 Nearest Inch 265 5.3 -0.010 0.045 ---Duct Name: RR-100, Fitting: 4-Al, Effective Length: 13.0 Runout 0.0003 8.7 606 0.003 Up: return 72 7 0.081 0.007 Rect 4.0 9 9.0 0.010 Nearest Inch 265 10.7 0.000 0.010 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch, Airflow: CFM,Velocity:ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 265 Main trunk airflow: 265 Largest trunk diameter: 8.7 return Largest runout diameter: 8.7 RR-100 Smallest trunk diameter: 8.7 return Smallest runout diameter: 8.7 RR-100 Runout maximum cumulative static pressure loss: 0.010 RRA 00 Return loss added to supply: 0.045 Total effective length of return (ft.): 55.8 RRA 00 System duct surface area (Scenario 1): 16 (Not linked to duct load) Total system duct surface area: 16 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A4.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residen_tial&Light Commercial HVAC Loads Elite Software,D_evelopment,Inc. WE Engineering [Rochester _ 170412_-A4 Rochester NY 14604 Pa e 9 Total Building Summary Loads Component Area Sen i� Lat:' Sen Total Description Quan 'Loss 1i Gain Gain; Gain 1D-cv-o: Glazing-Double pane, operable window, clear, 72 2,462 0 1,474 1,474 vinyl frame, U-value 0.57, SHGC 0.56 11 H: Door-Wood-Panel With Wood Storm, U-value 0.32 21 403 0 128 128 12B-3sw: Wall-Frame, R-11 insulation in 2 x 4 stud 124.3 590 0 123 123 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 16A-38-ad: Roof/Ceiling-Under Attic with Insulation on 599.9 935 0 982 982 Attic Floor(also use for Knee Walls and Partition Ceilings), unvented attic, no radiant barrier, R-38 insulation, dark asphalt, U-value 0.026 Subtotals for structure: 4,390 0 2,707 2,707 People: 2 400 460 860 Equipment: 806 5,298 6,104 Lighting: 252 859 859 Ductwork: 0 0 0 0 Infiltration:Winter CFM: 32, Summer CFM: 3& 2,078 622 267 889 Ventilation:Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust:Winter CFM: 30, Summer CFM: 30 AED Excursion: 0 0 245 245 Total Building Load Totals: 6,468 1,828 9,836 11,664 Check Figures Total Building Supply CFM: 448 CFM Per Square ft.: 0.747 Square ft. of Room Area: 600 Square ft. Per Ton: 617 Volume (ft'): 4,919 FB�uilding Loads Total Heating Required Including Ventilation Air: 6,468 Btuh 6.468 MBH Total Sensible Gain: 9,836 Btuh 84 % Total Latent Gain: . 1,828 Btuh 16 % Total Cooling Required Including Ventilation Air: 11,664 Btuh 0.97 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A4.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Ind M/E Engineering [Rochester 170412-A4 Rochester NY 14604 _ _ Page 10 Building Pie Chart Roof 14% Infiltration 32% Wall 9% Door 6% Glass 38% o AED Excursion 2% Roof 8/o Infiltration 8% Wall 1% Lighting 7% Glass 13% Door 1% People 7% Equipment 52% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412 -A4.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A4 Rochester NY 14604 Pae 11 Manual S Performance Data - System 1 - 170412 - A4 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 9.836 Outdoor Wet Bulb: 71 Latent Gain: 1.828 Indoor Dry Bulb: 75 Total Gain: 11.664 Indoor RH: 50 Load SHR: 0.84 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 6.468 Indoor Dry Bulb: 70 Entering Dry Bulb: 70.0 Indoor RH: 30 Supply Airflow: 84 Equipment Performance Data at System Design Conditions This system's equipment was selected in accordance with ACCA Manual S. - Cooling: Model Type:Air Source Heat Pump, Model:AOU18RLCFZ, Nominal Capacity: 18.000, Manufacturer: FUJITUS Interpolation Results: Percent Load o Load Sensible Capacity: 0.000 9.836 0% Latent Capacity: 0.000 1.828 0% Total Capacity: 0.000 11.664 0% Heating: Model Type:Air Source Heat Pump, Model:AOU18RLCFZ, Nominal Capacity: 18.000, Manufacturer: FUJITSU Results: Percent Load of Load Heating Capacity: 18.000 6.468 278% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A4.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A4 Rochester NY 14604 Pae 12 4 Detailed Room Loads - Room 1 - Bedroom 1 - 126.5SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 12.6 ft. Zone Number: 1 Area: 126.0 sq.ft. Supply Air: 125 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 7.3 AC/hr Volume: 1,033 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 15 CFM Actual Summer Infil.: 14 CFM Item Area ' -U- Htg Sen Clg Lat Sen Description Quantity Value - HTM Loss HTM`' Gain Gain N -Wall-12B-3sw 12.6 X 8.2 61.3 0.079 4.7 291 1.0 0 61 N -GIs-1 D-cv-o shgc-0.56 100%S 42 0.570 34.2 1,436 15.4 0 646 UP-Ceil-16A-38 10 X 12.6 126 0.026 1.6 197 1.6 0 206 Subtotals for Structure: 1,924 0 913 Infil.:Win.: 15.0, Sum.: 14.5 103 9.563 988 1.229 296 127 AED Excursion: 68 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting:_- --- --- 56 ------- --- — --- - 191 Room Totals: 2,912 496 2,750 Equipment Coolin Loads Cont. . Cont. Output, Output Avg. • Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and,monitor _ _ _ _ -1-536-1 -_ ___ 0 _ _ -__35 _100__ _ - 538 0_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A4.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 110412-A4 Rochester NY 14604 Pae 13 Detailed Room Loads - Room 2 - Bath 1 - 59.2SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.5 ft. System Number: 1 Room Width: 7.9 ft. Zone Number: 1 Area: 59.3 sq.ft. Supply Air: 13 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 1.7 AC/hr Volume: 486 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area, -U- Htg; Sen' Clg„ Lat Sen Description Quantity' Value HTM, Loss HTM Gain Gain UP-Ceil-16A-38 7.5 X 7.9 59.2 0.026 1.6 92 1.6 0 97 Subtotals for Structure: 92 0 97 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 7 Lighting: 56 _ 191 Room Totals: 92 0 295 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A4.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A4 Rochester NY 14604 Pae 14 Detailed Room Loads - Room 3 - Kitchen - 89.8SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.9 ft. System Number: 1 Room Width: 8.2 ft. Zone Number: 1 Area: 89.4 sq.ft. Supply Air: 149 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 12.2 AC/hr Volume: 733 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area . -U-° Htg' Sen Clg Lat Sen Description Quantity Value HTM Loss` HTM ' Gain Gain UP-Ceil-16A-38 10.9 X 8.2 89.4 0.026 1.6 139 1.6 0 146 Subtotals for Structure: 139 0 146 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 82 Equipment: 806 2,856 Lighting: 56 191 Room Totals: 139 806 3,274 Equipment Coolin Loads Cont. Cont. Output Output Avg. Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output ' /Hour' Btuh' Btuh Cooking range no hood-four burners on high heat 13311 7167 25 25 832 448 Dishwasher 4096 1433 100 25 1024 358 Refrigerator or freezer-_16cubic feet _ _ _ _ _ 1000 0 _ 100 -100_ _ 1000 _0 Total 2856 806 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A4.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVA_C Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A4 Rochester NY 14604 Pae 15 Detailed Room Loads - Room 4 - Living Room - 325.4SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 23.4 ft. System Number: 1 Room Width: 13.9 ft. Zone Number: 1 Area: 325.3 sq.ft. Supply Air: 160 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 3.6 AC/hr Volume: 2,667 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 80 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 587 ft./min. Percent of Supply: 0 % Runout Air Velocity: 587 ft./min. Actual Winter Infil.: 17 CFM Actual Loss: 0.283 in.wg./100 ft. Actual Summer Infil.: 16 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quanti Value' HTM Loss HTM Gain Gain S-Wall-12B-3sw 13.9 X 8.2 63 0.079 4.7 299 1.0 0 62 S-Door-11 H 3 X 7 21 0.320 19.2 403 6.1 0 128 S-GIs-1 D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 27.6 0 828 UP-Ceil-16A-38 23.4 X 13.9 325.3 0.026 1.6 507 1.6 0 533 Subtotals for Structure: 2,235 0 1,551 Infil.:Win.: 16.6, Sum.: 15.9 114 9.563 1,090 1.228 326 140 AED Excursion: 88 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting_ -- -- — 84 —_-- 286 Room Totals: 3,325 526 3,516 Equipment Coolin =Loads Cont. Cont.' Output , OutputAvg.: Pct Sens.,, Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor - _ 1536_ 0_ - 35 100 , , - _538_ , 0_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A4.rh9 Tuesday,July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC LoadsElite Software Development,Inc. WE Engineering [Rochester '■P.l 170412-A4 Rochester NY 14604 ��' Pae 16 System 1 Room Load Summary Htg Min Run, Run Clg Clg Min Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM, CFM ---Zone 1--- 1 Bedroom 1 - 126 2,912 38 6 - 2,750 496 125 125 126.5SF 2 Bath 1 -59.2SF 59 92 1 4 - 295 0 13 13 3 Kitchen-89.8SF 89 139 2 7 - 3,274 806 149 149 4 Living Room- 325 3,325 43 12-5 587 3,516 526 160 160 325ASF _ System 1--total 600 6 468 84 - 9,836 1 828-_-_ _-_448 448 System 1 Main Trunk Size: 7x9 in. Velocity: 606 ft./min Loss per 100 ft.: 0.081 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Coolin-g System Summa ,Cooling Sensible/Latent Sensible Latent Total Tons split Btuh, Btuh Btuh Net Required: 0.97 84%/ 16% 9,836 1,828 11,664 Actual: 2.77 54%/46% 18,000 15,200 33,200 Equipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU18RLCFZ AOU18RLCFZ Indoor Model: ASU7RLF1+ARU9RLF Brand: HYCLON HYCLON Efficiency: 9.15 HSPF 17 SEER Sound: 0 0 Capacity: 18,000 Btuh 18,000 Btuh Sensible Capacity: n/a 18,000 Btuh Latent Capacity: n/a 15,200 Btuh AHRI Reference No.: n/a 4397410 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 83F, SOWB: 71 F, WODB: 10F, SIDB: 75F, SIRH: 50%,WIDB: 70F, Sen. gain: 9,836 Btuh, Lat. gain: 1,828 Btuh, Sen. loss: 6,468 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.5F, Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 70F, Req. clg. airflow:448 CFM, Req. htg. airflow: 84 CFM P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A4.rh9 Tuesday, July 09, 2019, 12:35 PM 170412 -A5 HVAC Load Calculations for VAC HVAC s Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. J Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A5 Rochester NY 14604 Page 2 Project Report General Pro'ect Information Project Title: 170412-A5 Project Date: Monday, September 24, 2018 Desi n Data Reference City: Suffolk County AFB, New York Building Orientation: Front door faces North Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check Figures Total Building Supply CFM: 403 CFM Per Square ft.: 0.673 Square ft. of Room Area: 600 Square ft. Per Ton: 674 Volume (ft'): 4,919 F—BiAlding Loads Total Heating Required Including Ventilation Air: 8,393 Btuh 8.393 MBH Total Sensible Gain: 8,854 Btuh 83 % Total Latent Gain: 1,828 Btuh 17 % Total Cooling Required Including Ventilation Air: 10,682 Btuh 0.89 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A5.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A5 Rochester NY 14604 Page 3 Miscellaneous Report System 1 170412-A5 Outdoor Outdoor 1` Outdoor Indoor Indoor Grains Input Data Dry Bulb' Wet Bulb Rel.Hum Rel.Hum D Bulb Difference Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr ------- — - -- 10 CFM— -- - 5_CFM - Infiltration Actual: 0.385 AC/hr 0.371 AC/hr Above Grade Volume: X 4.919 Cu.ft. X 4,919 Cu.ft. 1,894 Cu.ft./hr 1,824 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 32 CFM 30 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(10 CFM), Construction: Tight Summer Infiltration Specified: 0.060 AC/hr(5 CFM), Construction:Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A5.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite,Software Development,Inc. WE Engineering [Rochester 170412-A5 Rochester NY 14604 Page 4 Load Preview Report Sys Sys Sys Net ft 2 Sen Lat Net Sen Ht CI Act Duct Scope Ton /Ton Area Gain Gain Gain Loss CFM CFM CFM Size Buddinq 0.89 674 600 8,854 1,828 10,682 8,393 109 403 403 System 1 0.89 674 600 8,854 1,828 10,682 8,393 109 403 403 9 Zone 1 600 8,854 1,828 10,682 8,393 109 403 403 1-Bedroom 1-126.5SF 126 2,546 496 3,042 3,600 47 116 116 6 2-Bath 1-59.2SF 59 196 0 196 477 6 9 9 4 3-Kitchen-89.8SF 89 3,134 806 3,940 545 7 143 143 7 4-Livinq Room-325ASF 325 2,978 526 3,504 3,771 49 136 136 Not TMD D: 2-55 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A5.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A5 Rochester NY 14604 Page 5 Duct Size Preview Room or Source Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act. Duct Duct Name Velocity Velocity Factor U100 Loss Velocity Length Flow Flow Flow Size System 1 Supply Runouts Zone 1 1-Bedroom 1-126.5SF (bedroom) TMDD 0 0 0.0003 0.08 0.01183 560.2 1 47 116 116 6 2-Bath 1-59.2SF(bathroom) TMDD 0 0 00003 0.08 0.00477 343.8 1 6 9 4 3-Kitchen-89.8SF(kitchen) TMDD 0 0 0.0003 0.08 0.0154 467.7 6 7 NM 143 7 4-Lroinq Room-325ASF Built-In 450 750 0.01 0.1 497.5 49 JM 136 2--5 Other Ducts in System 1 Supply Main Trunk(main) TMDD 0 0 0.0003 0.08 0.01647 599.8 6 265 265 265 9 bedroom main TMDD 0 0 0.0003 008 0.03931 523.9 17 140 NM 140 7 Return TMDD 0 0 0.0003 0.08 0.00081 605.7 1 265 265 265 7x9 RR-100 TMDD 0 0 0.0003 0.08 0.00242 605.7 3 0 0 265 7x9 Summary Svstem 1 Heatinq Flow: 109 Desiqn Friction Rate: 0.074 TEL Return: 4 Coolinq Flow: 403 Total Cumulative SP Loss: 0.071 TEL Supplv: 91.3 Fan ESP: 0.071 Device SP Loss: 0 TEL Total: 95.3 Fan SP Available: 0.071 Return Loss Added to Supplv: 0.003 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A5.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412'-A5 Rochester NY 14604 �,J� Page 6 Tabular Manual D Ductsize Data - Duct System 1 - Supply ---Duct Name, etc. Type Roughness Diameter'! Velocity SPL.Duct Upstream Temperature . Width Loss/100 SPL.Fit Shape Length Height; Fit.E'q.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: main, Fittings: 1-G2, 9-E2, Effective Length: 24.5 Trunk 0.0003 9 600 0.004 Up: Fan 72 7 0.067 0.012 Rnd 6.0 9.8 18.5 0.016 Nearest Inch 265 14.1 0.051 0.020 ---Duct Name: bedroom main, Fitting: 9-H1, Effective Length: 54.8 Trunk 0.0003 7 524 0.012 Up: main 72 5.4 0.072 0.027 Rnd 17.0 7.7 37.8 0.039 Nearest Inch 140 31.2 0.012 0.059 ---Duct Name: bathroom, Supplies: Bath 1 -59.2SF, Fitting: 4-Y, Effective Length: 7.0 Runout 0.0003 4 344 0.001 Up: bedroom main 72 3.1 0.068 0.004 Rnd 1.0 4.4 6.0 0.005 Nearest Inch 30 1 0.007 0.064 ---Duct Name: bedroom, Supplies: Bedroom 1 - 126.5SF, Fitting: 4-Y, Effective Length: 12.0 Runout 0.0003 6 560 0.001 Up: bedroom main 72 4.7 0.098 0.011 Rnd 1.0 6.6 11.0 0.012 Nearest Inch 110 1.6 0.000 0.071 ---Duct Name: kitchen, Supplies: Kitchen-89.8SF, Fittings: 8-A2,4-Y, Effective Length: 26.3 Runout 0.0003 7 468 0.004 Up: main 72 5.4 0.059 0.012 Rnd 6.0 7.7 20.3 0.015 Nearest Inch 125 11 0.036 0.035 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM, Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 2 Number of active runouts: 3 Total runout outlet airflow: 265 Main trunk airflow: 265 Largest trunk diameter: 9 main Largest runout diameter: 7 kitchen Smallest trunk diameter: 7 bedroom main Smallest runout diameter: 4 bathroom Supply fan external static pressure: 0.071 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.071 Runout maximum cumulative static pressure loss: 0.071 bedroom PA2017\17-0400\170412\Des-Info\hvac\Loads\170412-A5.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-A5 Rochester NY 14604 Pa e 7 Tabular Manual D Ductsize Data - Duct System 1 - Supp/-y( cont'd Summary Return loss added to supply: 0.003 Total effective length of return (ft.): 4.0 RR-100 Total effective length of supply(ft.): 91.3 bedroom Overall total effective length (ft.): 95.3 RR-100 to bedroom Design overall friction rate per 100 ft.: 0.074 (Available SP x 100/TEL) System duct surface area (Scenario 1): 58.9 (Not linked to duct load) Total system duct surface area: 58.9 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A5.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering I Rochester 170412-A5 Rochester NY 14604 - Page 8 Tabular Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Type Roughness . Diameter Velocity SPL.Duct Upstream Temperature ; Width , Loss/100; SPL.Fit Shape Length` Height, Fit.Eq.Len ' SPL.Tot Sizing CFM , Area` SP.Avail SPL.Cumul ---Duct Name: Return, Effective Length: 1.0 Trunk 0.0003 8.7 606 0.001 Up: Fan 72 7 0.081 0.000 Rect 1.0 9 0.0 0.001 Nearest Inch 265 2.7 -0.002 0.003 ---Duct Name: RR-100, Effective Length: 3.0 Runout 0.0003 8.7 606 0.002 Up: Return 72 7 0.081 0.000 Rect 3.0 9 0.0 0.002 Nearest Inch 265 8 0.000 0.002 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summa Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 265 Main trunk airflow: 265 Largest trunk diameter: 8.7 Return Largest runout diameter: ` 8.7 RR-100 Smallest trunk diameter: 8.7 Return Smallest runout diameter: 8.7 RR-100 Runout maximum cumulative static pressure loss: 0.002 RR-100 Return loss added to supply: 0.003 Total effective length of return (ft.): 4.0 RR-100 System duct surface area(Scenario 1): 10.7 (Not linked to duct load) Total system duct surface area: 10.7 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A5.rh9 Tuesday, July 09, 2019, 12:35 PM Rhdac-Residential&Light Commercial HVAC Loads _ Elite Software Development,Inc. WE'Engineering I Rochester 170412-A5 Rochester NY 14604 Pa e 9 Total Building Summajy Loads Component Area Sen'i Lat Sen" Total Description Quan Loss�� Gain' Gain Gain 1D-cv-o: Glazing-Double pane, operable window, clear, 72 2,462 0 1,474 1,474 vinyl frame, U-value 0.57, SHGC 0.56 11 H: Door-Wood -Panel With Wood Storm, U-value 0.32 21 403 0 128 128 12B-3sw:Wall-Frame, R-11 insulation in 2 x 4 stud 124.3 590 0 123 123 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 22C-5pm-c: Floor-Slab on grade, Horizontal board 42 2,860 0 0 0 insulation extends 4'under slab, carpet covering, R-5 insulation, passive, heavy dry or light wet soil, U- value 1.135 Subtotals for structure: 6,315 0 1,725 1,725 People: 2 400 460 860 Equipment: 806 5,298 6,104 Lighting: 252 859 859 Ductwork: 0 0 0 0 Infiltration:Winter CFM: 32, Summer CFM: 30 2,078 622 267 889 Ventilation:Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust:Winter CFM: 30, Summer CFM: 30 AED Excursion: 0 0 245 245 Total Building Load Totals: 8,393 1,828 8,854 10,682 Check Figures _ Total Building Supply CFM: 403 CFM Per Square ft.: 0.673 Square ft. of Room Area: 600 Square ft. Per Ton: 674 Volume (ft'): 4,919 B ilding Loads Total Heating Required Including Ventilation Air: 8,393 Btuh 8.393 MBH Total Sensible Gain: 8,854 Btuh 83 % Total Latent Gain: 1,828 Btuh 17 % Total Cooling Required Including Ventilation Air: 10,682 Btuh 0.89 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A5.rh9 Tuesday,July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. iM/E Engineering [Rochester 170412-A5 Rochester,NY 14604 Pae 10 Building Pie Chart - Infiltration 25% Floor 34% Door 5% Wall 7% Glass 29% Wall 1% AED Excursion 2% Glass 14% Infiltration 8% Door 1% Lighting 8% People 8% Equipment 57% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412 -A5.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A5 Rochester NY 14604 Pae 11 Manual S Performance Data - System 1 - 170412 - A5 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 8.854 Outdoor Wet Bulb: 71 Latent Gain: 1.828 Indoor Dry Bulb: 75 Total Gain: 10.682 Indoor RH: 50 Load SHR: 0.83 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 8.393 Indoor Dry Bulb: 70 Entering Dry Bulb: 70.0 Indoor RH: 30 Supply Airflow: 109 Equipment Performance Data at System Design Conditions This system's equipment was selected in accordance with ACCA Manual S. Cooling: Model Type:Air Source Heat Pump, Model: AOU18RLCFZ, Nominal Capacity: 18.000, Manufacturer: FUJITUS Interpolation Results: Percent Load of Loa Sensible Capacity: 0.000 8.854 0% Latent Capacity: 0.000 1.828 0% Total Capacity: 0.000 10.682 0% Heating: Model Type:Air Source Heat Pump, Model: AOU18RLCFZ, Nominal Capacity: 18.000, Manufacturer: FUJITSU Results: Percent Load o Load Heating Capacity: 18.000 8.393 214% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A5.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A5 Rochester-NY 14604 ��,.J�` Pa a 12 Detailed Room Loads - Room 1 - Bedroom 1 - 126.5SF Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 12.6 ft. Zone Number: 1 Area: 126.0 sq.ft. Supply Air: 116 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 6.7 AC/hr Volume: 1,033 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 15 CFM Actual Summer Infil.: 14 CFM Item Area -U- , Htg` Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-12B-3sw 12.6 X 8.2 61.3 0.079 4.7 291 1.0 0 61 N-GIs-1 D-cv-o shgc-0.56 100%S 42 0.570 34.2 1,436 15.4 0 646 Floor-22C-5pm 13 ft..Per. 13 1.135 68.1 885 0.0 0 0 Subtotals for Structure: 2,612 0 707 Infil.: Win.: 15.0, Sum.: 14.5 103 9.563 988 1.229 296 127 AED Excursion: 70 People: 200 [at/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting - - -- ---------- ----56 — - -- -- — -------------- - ------ ----— — --- 191 Room Totals: 3,600 496 2,546 Equipment Coolin 'Loads Cont. Cont. Output Output Avg. Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour, Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor. _ _ __ _ - __ -_1536___,-_ __,0 __ ___ _35_______ 100 _538____-__ 0- Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A5.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC_ Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A5 Rochester.NY 14604 Pae 13 Detailed Room Loads - Room 2 - Bath 1 - 59.2SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.5 ft. System Number: 1 Room Width: 7.9 ft. Zone Number: 1 Area: 59.3 sq.ft. Supply Air: 9 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 1.1 AC/hr Volume: 486 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item, Area': '-U-' Htg,; Sen ' Clg' Lat Sen Description Quantity Value HTM` Loss HTM Gain Gain Floor-22C-5pm 7 ft..Per. _ 7 1.135 _ 68.1 477 0.0 0 0 Subtotals for Structure: 477 0 0 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 5 56 191 Room Totals: 477 0 196 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A5.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Softw_a?e Development,Inc. WE Engineering [Rochester 170412-A5 Rochester NY 14604 Pa`e 14 Detailed Room Loads - Room 3 - Kitchen - 89.8SF Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.9 ft. System Number: 1 Room Width: 8.2 ft. Zone Number: 1 Area: 89.4 sq.ft. Supply Air: 143 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 11.7 AC/hr Volume: 733 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area' -U Htg , Sen' Clg Lat Sen Description Quantity Value HTM Loss HTM• Gain Gain Floor-22C-5pm 8 ft..Per. 8 _._1.135 68.1 545 0.0 0 0 Subtotals for Structure: 545 0 0 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 87 Equipment: 806 2,856 Lighting: 56 191 Room Totals: 545 806 3,134 E ui ment Cooling Loads Cont. Cont. ' Output Output Avg. Pct Sens. Lat. Sens. Lat. In-Use, Used ' Load Load Item Name Btuh Btuh Output /Hour' Btuh' Btuh Cooking range no hood-four burners on high heat 13311 7167 25 25 832 448 Dishwasher 4096 1433 100 25 1024 358 Refrigerator or freezer=16 cubic feet _ ___ __1000 _ 0 ____100_ __ 100 _1000 _______0 Total 2856 806 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A5.rh9 Tuesday, July 09, 2019, 12:35 PM ,Rhvac-Residential'&Light Commercial HVAC Loads Elite Software'Development,Inc. WE Engineering [Rochester 17041'2-A5 Rochester.NY 14604 Pae 15 Detailed Room Loads - Room 4 - Living Room - 325ASF (Average Load Procedure General Calculation Mode: Htg. &cig. Occurrences: 1 Room Length: 23.4 ft. System Number: 1 Room Width: 13.9 ft. Zone Number: 1 Area: 325.3 sq.ft. Supply Air: 136 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 3.1 AC/hr Volume: 2,667 cu.ft. Req.Vent. Cig: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 68 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 498 ft./min. Percent of Supply: 0 % Runout Air Velocity: 498 ft./min. Actual Winter Infil.: 17 CFM Actual Loss: 0.204 in.wg./100 ft. Actual Summer Infil.: 16 CFM Item Area -U- Htg Sen' Clg Lat Sen Description Quantity Value: HTM 1 _ Loss . HTM Gain Gain S-Wall-1213-3sw 13.9 X 8.2 63 0.079 4.7 299 1.0 0 62 S-Door-11 H 3 X 7 21 0.320 19.2 403 6.1 0 128 S-GIs-1D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 27.6 0 828 Floor-22C-5pm 14 ft..Per. 14 1.135 68.1 953 0.0 0 0 Subtotals for Structure: 2,681 0 1,018 Infil.:Win.: 16.6, Sum.: 15.9 114 9.563 1,090 1.228 326 140 AED Excursion: 82 People:200 [at/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting:- --- -- — ------- 84- -- — -- 286_ Room Totals: 3,771 526 2,978 E ui ment Cooling Loads Cont. Cont. Output Output Avg. Pct- Sens. Lat. Sens. Lat. In-Use: Used,. Load Load Item Name Btuh', Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and.monitor. __ _ _ _ 1_536 0 _ 35_ 100538 0_ Total 1221 0 P:\2017\17-0400\170412\Des-info\hvac\Loads\170412-A5.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. NUE Engineering I Rochester 170412-A5 Rochester NY 14604 ��J' Page 16 System 1 Room Load Summary Htg Min Run Run Clg Cig Min Act Room Area Sens Htg Duct, Duct Sens Lat Cig , Sys No Name SF Btuh, CFM Size Vel Btuh Btuh CFM,, CFM ---Zone 1--- 1 Bedroom 1 - 126 3,600 47 6 - 2,546 496 116 116 126.5SF 2 Bath 1 -59.2SF 59 477 6 4 - 196 0 9 9 3 Kitchen-89.8SF 89 545 7 7 - 3,134 806 143 143 4 Living Room- 325 3,771 49 12-5 498 2,978 526 , 136 136 325ASF _stem 1 total 600 8,393 109 8,854 1,828 403 _ 403 System 1 Main Trunk Size: 9 in. Velocity: 600 ft./min r Loss per 100 ft.: 0.067 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summary Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 0.89 83%/ 17% 8,854 1,828 10,682 Actual: 2.77 54%/46% 18,000 15,200 33,200 Equipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU18RLCFZ AOU18RLCFZ Indoor Model: ASU7RLF1+ARU9RLF Brand: HYCLON HYCLON Efficiency: 9.15 HSPF 17 SEER Sound: 0 0 Capacity: 18,000 Btuh 18,000 Btuh Sensible Capacity: n/a 18,000 Btuh Latent Capacity: n/a 15,200 Btuh AHRI Reference No.: n/a 4397410 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 83F, SOWB: 71 F, WODB: 10F, SIDB: 75F, SIRH: 50%,WIDB: 70F, Sen. gain: 8,854 Btuh, Lat. gain: 1,828 Btuh, Sen. loss: 8,393 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.51F, Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 70F, Req. clg. airflow:403 CFM, Req. htg. airflow: 109 CFM P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A5.rh9 Tuesday,July 09, 2019, 12:35 PM 170412 -A6 HVAC Load Calculations for It P in"vAc RUsuDgmTmL, FN nj HVAC LoADs Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. Rhvac-Residential&Light Commercial HVAC_ Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A6 Rochester NY 14604 ��.1� Page 2 Project Report General Project Information Project Title: 170412-A6 Project Date: Monday, September 24, 2018 Desi n Data Reference City: Suffolk County AFB, New York Building Orientation: Front door faces East Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check Figures Total Building Supply CFM: 593 CFM Per Square ft.: 0.981 Square ft. of Room Area: 605 Square ft. Per Ton: 489 Volume (ft'): 4,961 F�BYilding Loads Total Heating Required Including Ventilation Air: 6,503 Btuh 6.503 MBH Total Sensible Gain: 13,022 Btuh 88 % Total Latent Gain: 1,829 Btuh 12 % Total Cooling Required Including Ventilation Air: 14,851 Btuh 1.24 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A6.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A6 Rochester NY 14604 Page 3 Miscellaneous Report System 1 170412-A6 Outdoor Outdoor Outdoor Indoor indoor ' Grains Input Data Dry Bulb Wet Bulb ii Rel.Hum' Rel.Hum Dry Bulb, Difference Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr ---- --- -- —-- -10__CFM ------- 5 CFM --- Infiltration Actual: 0.382 AC/hr 0.368-AC/hr Above Grade Volume: X 4,961 Cu.ft. X 4:961 Cu.ft. 1,896 Cu.ft./hr 1,824 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 32 CFM 30 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(10 CFM), Construction:Tight Summer Infiltration Specified: 0.060 AC/hr(5 CFM), Construction: Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A6.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A6 Rochester NY 14604 Page 4 Load Preview Report Net ft.' Sen Lat Net Sen Sys Sys Sys Duct Scope Ton /Ton Area Gain Gain Gain Loss Htg Cig Act Size CFM CFM CFM Buildinq 1.24 489 605 13,022 1,829 14,851 6,503 85 593 593 System 1 1.24 489 605 13,022 1,829 14,851 6,503 85 593 593 7x9 Zone 1 605 13,022 1,829 14,851 6,503 85 593 593 1-Bedroom 1-130.9SF 131 4,431 456 4,887 2,674 35 202 202 6 2-Bath 1-59.2SF 59 289 0 289 92 1 13 13 4 3-Kitchen-89.8SF 89 3,205 806 4,011 139 2 146 146 7 4-Lroinq Room-325ASF 325 5,097 567 5,664 3,598 47 232' 232 Not TMD D- 3--55 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A6.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads IME Elite So_ftw_ a_re Development,Inc. WE Engineering [Rochester 170412-A6 Rochester.NY 14604 Pa e 5 Duct Size Preview Room or Source Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act. Duct Duct Name Velocity Velocity Factor L/100 Loss Velocity Length Flow Flow Flow Size System 1 Supply Runouts Zone 1 1-Bedroom 1-130.9SF (Bedroom) TMDD 0 0 0.0003 0.08 0.01183 560.2 1 35 202 202 6 2-Bath 1-59 2SF(bathroom) , TMDD 0 0 0.0003 0.08 0.00477 343.8 1 1 13 13 4 3-Kitchen-89.8SF(kitchen) TMDD 0 0 00003 0.08 0.01774 4677 10 2 146 146 7 4-Livinq Room-325.4SF Built-In 450 750 0.01 0.1 567.8 47 MM 232 3--5 Other Ducts in System 1 Supplv Main Trunk(Main) TMDD 0 0 00003 0.08 0.03967 6057 65 265 265 265 7x9 Bedroom Main TMDD 0 0 00003 0.08 0.03931 6239 17 140 NM 140 7 Return TMDD 0 0 00003 0.08 0.00161 605.7 2 265 WT5 265 7x9 RR-100 TMDD 0 0 0.0003 0.08 0.00805 6057 1 0 W 265 7x9 Summary Svstem 1 Heatinq Flow: 85 Design Friction Rate: 0.079 TEL Return: 12 Cooling Flow: 593 Total Cumulative SP Loss: 0.1 TEL Supply: 116 Fan ESP: 0.1 Device SP Loss: 0 TEL Total: 128 Fan SP Available: 0.1 Return Loss Added to Supplv: 0.01 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A6.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester0 170412-A6 y Rochester NY 14604 Page 6 Tabular Manual D Ductsize Data - Duct System 1 - Supply ---Duct Name, etc. Type Roughness . Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100, SPL.Fit Shape Length Height Fit.Eq.Len, SPL.Tot Sizing CFM Area SP.Avail' SPL.Cumul ---Duct Name: Main, Fittings: 1-H2, 9-E2, Effective Length: 49.2 Trunk 0.0003 8.7 606 0.005 Up: Fan 72 7 0.081 0.034 Rect 6.5 9 42.7 0.040 Nearest Inch 265 17.3 0.051 0.049 ---Duct Name: Bedroom Main, Fitting: 9-H1, Effective Length: 54.8 Trunk 0.0003 7 524 0.012 Up: Main 72 5.4 0.072 0.027 Rnd 17.0 7.7 37.8 0.039 Nearest Inch 140 31.2 0.012 0.089 ---Duct Name: bathroom, Supplies: Bath 1 -59.2SF, Fitting: 4-Y, Effective Length: 7.0 Runout 0.0003 4 344 0.001 Up: Bedroom Main 72 3.1 0.068 0.004 Rnd 1.0 4.4 6.0 0.005 Nearest Inch 30 1 0.007 0.093 ---Duct Name: Bedroom, Supplies: Bedroom 1 - 130.9SF, Fitting: 4-Y, Effective'Length: 12.0 Runout 0.0003 6 560 0.001 Up: Bedroom Main 72 4.7 0.098 0.011 Rnd 1.0 6.6 11.0 0.012 Nearest Inch 110 1.6 0.000 0.100 ---Duct Name: kitchen,Supplies: Kitchen -89.8SF, Fittings: 4-Y, 8-A2, Effective Length: 30.3 Runout 0.0003 7 468 0.006 Up: Main 72 5.4 0.059 0.012 Rnd 10.0 7.7 20.3 0.018 Nearest Inch 125 18.3 0.033 0.067 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch, Airflow: CFM,Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 2 Number of active runouts: 3 Total runout outlet airflow: 265 Main trunk airflow: 265 Largest trunk diameter: 8.7 Main Largest runout diameter: 7 kitchen Smallest trunk diameter: 7 Bedroom Main Smallest runout diameter: 4 bathroom Supply fan external static pressure: 0.100 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.100 Runout maximum cumulative static pressure loss: 0.100 Bedroom P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A6.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Load's Elite Software Development,Inc. WE Engineering [Rochester 170412-A6 Rochester NY 14604 Page 7 Tabular Manual D Ductsize Data - Duct S stem 1 - Supp/y( cont' Summary Return loss added to supply: 0.010 Total effective length of return (ft.): 12.0 RR-100 Total effective length of supply(ft.): 116.0 Bedroom Overall total effective length (ft.): 128.0 RR-100 to Bedroom Design overall friction rate per 100 ft.: 0.079 (Available SP x 100/TEL) System duct surface area (Scenario 1): 69.4 (Not linked to duct load) Total system duct surface area: 69.4 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A6.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A6 Rochester NY 14604 ��J►' Page 8 Tabular Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Type Roughness Diameter, Velocity SPL.Duct Upstream 'Temperature Width : , Loss/100 j SPL.Fit_ Shape Length Height ' Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: Return, Effective Length: 2.0 Trunk 0.0003 8.7 606 0.002 Up: Fan 72 7 0.081 0.000 Rect 2.0 9 0.0 0.002 Nearest Inch 265 5.3 -0.008 0.010 ---Duct Name: RR-100, Fitting: 4-AI, Effective Length: 10.0 Runout 0.0003 8.7 606 0.001 Up: Return 72 7 0.081 0.007 Rect 1.0 9 9.0 0.008 Nearest Inch 265 2.7 0.000 0.008 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. 'The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. mmary Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 265 Main trunk airflow: 265 Largest trunk diameter: 8.7 Return Largest runout diameter: 8.7 RR-100 Smallest trunk diameter: 8.7 Return Smallest runout diameter: 8.7 RRA 00 Runout maximum cumulative static pressure loss: 0.008 RR-100 Return loss added to supply: 0.010 Total effective length of return (ft.): 12.0 RR-100 System duct surface area (Scenario 1): 8 (Not linked to duct load) Total system duct surface area: 8 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A6.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&,Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A6 Rochester NY 14604 Page 9 Total Building Summary Loads Component Area Sen 1� Lat ` Sen:. Total Description Quan Loss!i Gain Gain Gain 1 D-cv-o: Glazing-Double pane, operable window, clear, 87 2,975 0 4,994 4,994 vinyl frame, U-value 0.57, SHGC 0.56 12B-3sw:Wall-Frame, R-11 insulation in 2 x 4 stud 106.5 505 0 105 105 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 16A-38-ad: Roof/Ceiling-Under Attic with Insulation on 605 943 0 991 991 Attic Floor(also use for Knee Walls and Partition Ceilings), unvented attic, no radiant barrier, R-38 insulation, dark asphalt U-value 0.026 Subtotals for structure: 4,423 0 6,090 6,090 People: 2 400 460 860 Equipment: 806 5,298 6,104 Lighting: 252 859 859 Ductwork: 0 0 0 0 Infiltration:Winter CFM: 32, Summer CFM: 30 2,080 623 267 890 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Exhaust:Winter CFM: 30, Summer CFM: 30 AED Excursion: 0 0 48 48 Total Building Load Totals: 6,503 1,829 13,022 14,851 Check Fi ures Total Building Supply CFM: 593 CFM Per Square ft.: 0.981 Square ft. of Room Area: 605 Square ft. Per Ton: 489 Volume(ft'): 4,961 FBuildinq Loads Total Heating Required Including Ventilation Air: 6,503 Btuh 6.503 MBH Total Sensible Gain: 13,022 Btuh 88 % Total Latent Gain: 1,829 Btuh 12 % Total Cooling Required Including Ventilation Air: 14,851 Btuh 1.24 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A6.rh9 Tuesday, July 09,2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering I Rochester 170412-A6 I Rochester,NY 14604 _ _ Page 10 Building Pie Chart Roof 15% Infiltration 32% Wall 8% Glass 46% AED Excursion 0% Roof 7% Infiltration 6% Wall 1% Lighting 6% Glass 34% Equipment 41% People 6% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A6.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential_&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-A6 Rochester NY 14604 1 Pae 11 Manual S Performance Data - System 1 - 170412 - A6 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 13.022 Outdoor Wet Bulb: 71 Latent Gain: 1.829 Indoor Dry Bulb: 75 Total Gain: 14.851 Indoor RH: 50 Load SHR: 0.88 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 6.503 Indoor Dry Bulb: 70 Entering Dry Bulb: 70.0 Indoor RH: 30 Supply Airflow: 85 Equipment Performance Data at System Design Conditions This system's equipment was selected in accordance with ACCA Manual S. Cooling: Model Type:Air Source Heat Pump, Model:AOU18RLCFZ, Nominal Capacity: 18.000, Manufacturer: FUJITUS Interpolation Results: Percent Load of Load Sensible Capacity: 0.000 13.022 0% Latent Capacity: 0.000 1.829 0% Total Capacity: 0.000 14.851 0% Heating: Model Type:Air Source Heat Pump, Model:AOU18RLCFZ, Nominal Capacity: 18.000, Manufacturer: FUJITSU Results: Percent Load o Load Heating Capacity: 18.000 6.503 277% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A6.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A6 Rochester NY 14604 Pae 12 Detailed Room Loads - Room 1 - Bedroom 1 - 130.9SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 9.3 ft. System Number: 1 Room Width: 14.1 ft. Zone Number: 1 Area: 131.1 sq.ft. Supply Air: 202 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 11.3 AC/hr Volume: 1,075 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 13 CFM Actual Summer Infil.: 12 CFM Item Area -U-1 Htg' Sen ' Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E-Wall-1213-3sw 9.7 X 8.2 37.5 0.079 4.7 178 1.0 0 37 E-GIs-1 D-cv-o shgc-0.56 0%S 42 0.570 34.2 1,436 57.4 0 2,411 UP-Ceil-16A-38 9.3 X 14.1 131.1 0.026 1.6 205 1.6 0 215 Subtotals for Structure: 1,819 0 2,663 Infil.: Win.: 13.0, Sum.: 12.5 80 10.749 855 1.383 256 110 AED Excursion: 16 People: 200 lat/per, 230 sen/per:. 1 200 230 Equipment: 0 1,221 56 —� —-- -- --------- - ------ - 191_ Room Totals: 2,674 456 4,431 Equipment Coolin Loads Cont. Cont. Output Output Avg. Pct Sens. ' Lat. Sens. ' Lat. In-Use Used Load Load Item Name Btuh Btuh- Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor 1536 _ 0-___-_- 35 _100______538-_ _--- _ __0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A6.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&'Light Commercial HVAC Loads Elite_ Software Development,Inc. WE Engineering [Rochester 170412-A6 Rochester NY 14604 Pae 13 Detailed Room Loads - Room 2 - Bath 1 - 59.2SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.5 ft. System Number: 1 Room Width: 7.9 ft. Zone Number: 1 Area: 59.3 sq.ft. Supply Air: 13 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 1.6 AC/hr Volume: 486 cuff Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg; Sen Clg, Lat Sen Description Quantily Value HTM Loss HTM , Gain Gain UP-Ceil-16A-38 7.5 X 7.9 59.2 0.026 1.6 92 1.6 0 97 Subtotals for Structure: 92 0 97 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 1 V1g_hti ng-___ 56 191 Room Totals: 92 0 289 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A6.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-A6 Rochester NY 14604 Pae 14 Detailed Room Loads - Room 3 - Kitchen - 89.8SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.9 ft. System Number: 1 Room Width: 8.2 ft. Zone Number: 1 Area: 89.4 sq.ft. Supply Air: 146 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 12.0 AC/hr Volume: 733 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen`' Clg Lat Seri Description, Quantity Value HTM Loss' HTM Gain Gain U P-Ceil-1 6A-38 10.9 X 8.2 89.4 0.026 1.6 139 1.6 0 146 Subtotals for Structure: 139 0 146 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 12 Equipment: 806 2,856 Lighting: 56 191 Room Totals: 139 806 3,205 E ui merit Cooling Loads Cont. Cont. Output Output Avg. Pct, Sens. Lat. Sens. Lat. In-Use , Used' Load ' Load Item Name Btuh Btuh , Output /Hour , Btuh Btuh Cooking range no hood -four burners on high heat 13311 7167 25 25 832 448 Dishwasher 4096 1433 100 25 1024 358 Refrigerator or freezer-16 cubic feet_ _ _ 1000. _ _ _0 _ 100 __ 100 __ 1000 _ 0_ Total 2856 806 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A6.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester " 170412-A6 Rochester NY 14604 Pae 15 Detailed Room Loads - Room 4 - Living Room - 325.4SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 23.4 ft. System Number: 1 Room Width: 13.9 ft. Zone Number: 1 Area: 325.3 sq.ft. Supply Air: 232 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 5.2 AC/hr Volume: 2,667 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Runout Air: 77 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 568 ft./min. Percent of Supply: 0 % Runout Air Velocity: 568 ft./min. Actual Winter Infil.: 19 CFM Actual Loss: 0.265 in.wg./100 ft. Actual Summer Infil.: 18 CFM Item Area -U Htg "Sen' Clg; Lat Sen Description Quantity Value HTM. Loss HTM ' Gain Gain W-Wall-126-3sw 13.9 X 8.2 69 0.079 4.7 327 1.0 0 68 W-GIs-1D-cv-o shgc-0.56 0%S (3) 45 0.570 34.2 1,539 57.4 0 2,583 UP-Ceil-16A-38 23.4 X 13.9 325.3 0.026 1.6 507 1.6 0 533 Subtotals for Structure: 2,373 0 3,184 Infil.:Win.: 18.6, Sum.: 17.9 114 10.748 1,225 1.377 367 157 AED Excursion: 19 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting_-- — ---- -------84---------- -- - ---- - -------- --- 286 Room Totals: 3,598 567 5,097 Equipment Coolin Loads Cont. ' Cont.,' Output ; Output; Avg.:, Pct Sens. Lat. 'Sens. Lat. . In-Use' Used Load,' Load Item Name Btuh Btuh - Output . /Hour' Btuh " Btuh Color television 683 0 100 100 683 0 Computer and_monitor 1536 0 35_' _ 100 _____5_38 0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A6.rh9 Tuesday, July 09, 2019, 12:35 PM Rhvac-Residential&Light Commercial HVAC Loads ;; Elite Software Development,Inc. WE Engineering [Rochester 170412-A6 Rochester NY 14604 Pae 16 System 1 Room Load Summary Htg Min- Run,- Run Clg Clg Min Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 1 Bedroom 1 - 131 2,674 35 6 - 4,431 456 202 202 130.9SF 2 Bath 1 -59.2SF 59 92 1 4 - 289 0 13 13 3 Kitchen-89.8SF 89 139 2 7 - 3,205 806 146 146 4 Living Room- 325 3,598 47 13-5 568 5,097 567 232 232 325ASF _ ___ Sy_stem_1 total 605_ __61503____ 85___ _ _ _ 13,022.___ 1,829_______593 _593 System 1 Main Trunk Size: 7x9 in. Velocity: 606 ft./min Loss per 100 ft.: 0.081 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summa Cooling Sensible/Latent Sensible ° Latent Total Tons Split Btuh- Btuh Btuh Net Required: 1.24 88%/ 12% 13,022, 1,829 14,851 Actual: 2.77 54%/46% 18,000 15,200 33,200 Equipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU18RLCFZ AOU18RLCFZ Indoor Model: ASU7RLF1+ARU9RLF Brand: HYCLON HYCLON Efficiency: 9.15 HSPF 17 SEER Sound: 0 0 Capacity: 18,000 Btuh 18,000 Btuh Sensible Capacity: n/a 18,000 Btuh Latent Capacity: n/a 15,200 Btuh AHRI Reference No.: n/a 4397410 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 83F, SOWB: 71 F,WODB: 10F, SIDB: 75F, SIRH: 50%, WIDB: 70F, Sen. gain: 13,022 Btuh, Lat. gain: 1,829 Btuh, Sen. loss: 6,503 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.5F, Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 70F, Req. clg. airflow: 593 CFM, Req. htg. airflow: 85 CFM P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-A6.rh9 Tuesday, July 09, 2019, 12:35 PM • 1 1 j 1 170412 - C1 HVAC Load Calculations for FF-emi* softmml rFnxH-'VACHftVsA"CDsLNoTAuDkLs Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Rhvac-Residential&Light Commercial HV_AC,Loads Elite Software Development,Inc., 'M%E Engineering [Rochester _ 170412'-Cl' Rochester NY 14604 Page 2 Pro'ect Report General.Pro'ect Information�', - ` Project Title: 170412-C1 Project Date: Monday, September 24, 2018 Design Data. Reference City: Suffolk County AFB, New York Building Orientation: House faces North Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check,Fi urbs . Total Building Supply CFM:- 666 CFM Per Square ft.: 0.667 Square ft. of Room Area: 999 Square ft. Per Ton: 651 Volume (ft'): 8,190 'Bi ildin 'Loads . Total Heating Required Including Ventilation Air: 15,129 Btuh -15.129 MBH Total Sensible Gain: 15,277 Btuh 83 % Total Latent Gain: 3,141 Btuh 17 % Total Cooling Required Including Ventilation Air: 18,418 Btuh 1.53 Tons(Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and,ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 1.70412-C1 Rochester NY 14604 Page 3 Miscellaneous Report System 1 170412-C1 Outdoor'. Outdoor ! Outdoor, Indoor Indoor, Grains Input Data Dry Bulb' Wet Bulb ! Rel.Hum Rel.Hum, D Bulb ' Difference Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing Inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft, 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr 16 CFM 8 CFM _ Infiltration Actual: 0.048 AC/hr 0.000 AC/hr Above Grade Volume: X 8,190 Cu.ft. X 8,190 Cu.ft. 395 Cu.ft./hr 0 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 7 CFM 0 CFM Total Building Ventilation: 75 CFM 75 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: . 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(16 CFM), Construction: Tight Summer Infiltration Specified: 0.060 AC/hr(8 CFM), Construction:Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM Rhvac-Residential&Light Commercial HVAC LoadsElite Software Development,Inc. WE Engineering [Rochester 170412--Cl Rochester NY 14604 Page 4 Load Preview Report Net ft.2 Sen Lat Net Sen Sys Sys Sys Duct Scope Ton lion Area Gain Gain Gain Loss Htg Clg Act Size CFM CFM CFM Buildinq 1.53 651 999 15,277 3,141 18,418 15,129 133 666 666 System 1 1.53_ 6.51 999 15,277 3,141 18,418 15,129 133' 666 6.66_ 7_x_11 Ventilation 658 1,535 2,194 4,938, Zone 1 999 14,619 1,606 16,225 10,191 133 666 666 1-Bedroom 1-123SF 112 2,419 200 2,619 2,507. 33 110 110 6 2-Bath 1-54SF 60 198 0 198 477 6. 9, 9 4 3-Kitchen-82SF 81 3,155 806 3,961 545 7 144 144 6 4-Livinq Room-269.8SF 270 2,867 200 3,067 3,013' 39 131 131 Not TMDD: 2-5 5-Bedroom 2-123SF 112 2,430 20.0 2,630 1,580 21, 111; 111 6 6-Bath 2-54SF 60 298' 0 298: 93, 1 14 14 4 7-Bedroom 3-156SF 143, 2,879 200 3,079 1,724: 22 131 131 Not TMDD: 2-5 8-2nd Floor Corridor-164SF 162 373 0' 373 252' 3 17 17 Not TMDD. 1--4 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09,2019, 1:50 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. IVI/E Engineering [Rochester 170412-C1 Rochester NY 14604 Page 5 Duct Size Preview Room or Source Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act. Duct Duct Name Velocity Velocity Factor L/100 Loss Velocity Length Flow Flow Flow Size Svstem 1 Supply Runouts Zone 1 1-Bedroom 1-123SF(Lower Bedroom) TMDD 0 0 00003 0.08 0.00979 509.3 1 33 110 110 6 2-Bath 1-54SF(Lower Bath) TMDD 0 0 00003 0.08 0.0058 343.8 2.5 6 9 4 3-Kitchen-82SF(Kitchen) TMDD 0 0 0.0003 0.08 0.03955 509.3 6 7 144 144 6 4-Livinq Room-269.8SF Built-In 450 750 001 01 479 39 jM 131 2-5 5-Bedroom 2-123SF(Bedroom) TMDD 0 0 0.0003 0.08 0.00979 509.3 1 21 111 111 6 6-Bath 2-54SF(Top Floor Bath) TMDD 0 0 0.0003 0.08 0.00369 263.6 3 1 14 14 4 7-Bedroom 3-156SF I Built-In 450 750 0.01 0.1 481 22 RM 131 2--5 8-2nd Floor Corridor-164SF Built-In 450 750 0.01 0.1 194.9 3 17 17 1--4 Other Ducts in System-1 Supply Main_Trunk(Main) TMDD 0 0 0.0003 0.08 0.01677 660.2 2 353 353 353 7x11 Top Main TMDD 0 0 0.0003 0.08 0.03059 460.2 17 123 MM 123 7 Lower Main TMDD 0 0 0.0003 0.08 0.06124 613.3 10 230 NM 230 6x9 Lower Bed Main TMDD 0 0 0.0003 0.08 0.03091 486.4 12 130 NM 130 7 Retum TMDD 0 0 00003 0 08, 0.03829 6472 1 353 NM 353 10 RR-100- TMDD 0 0 0.0003; 0.08; 0.01719 647.2 4, 0=1 353 10 Summary Svstem 1 Heatinq Flow:_ 133 Design Friction Rate: 0.076 TEL Return: 82 Cooling Flow: 666 Total Cumulative SP Loss: 0.174 TEL Supplv: 147.2 Fan ESP: 0.174 Device SP Loss: 0 TEL Total: 229_.1 Fan SP Available: 0.174 Return Loss Added to Supply: 0.055 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C1 Rochester NY 14604 0 Page 6 Tabular Manual D Ductsize Data - Duct System 1 - Su 1 --Duct Name, etc. , Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width . Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: Main, Fitting: 1-C, Effective Length: 19.7 Trunk 0.0003 9.5 660 0.002 Up: Fan 72 7 0.085 0.015 Rect 2.0 11 17.7 0.017 Nearest Inch 353 6 0.102 0.072 ---Duct Name: Top Main, Fitting: 9-H1, Effective Length: 53.8 Trunk 0.0003 7 460 0.010 Up: Main 72 5.4 0.057 0.021 Rnd 17.0 7.7 36.8 0.031 Nearest Inch 123 31.2 0.071 0.103 ---Duct Name: Top Floor Bath, Supplies: Bath 2-54SF, Fitting: 4-Y, Effective Length: 8.6 Runout 0.0003 4 264 0.001 Up:Top Main 72 3.1 0.043 0.002 Rnd 3.0 4.4 5.6 0.004 Nearest Inch 23 3.1 0.068 0.107 ---Duct Name: Bedroom, Supplies: Bedroom 2- 123SF, Fitting: 4-Y, Effective Length: 11.8 Runout 0.0003 6 509 0.001 Up: Top Main 72 4.7 0.083 0.009 Rnd 1.0 6.6 10.8 0.010 Nearest Inch 100 1.6 0.062 0.113 ---Duct Name: Lower Main, Fittings: 8-D3,9-A2, 12-L2, Effective Length: 66.4 Trunk 0.0003 8 613 0.009 Up: Main 72 6 0.092 0.052 Rect 10.0 9 56.4 0.061 Nearest Inch 230 25 0.041 0.133 ---Duct Name:,Lower Bed Main, Fitting: 9-H1, Effective Length: 49.2 Trunk 0.0003 7 486 0.008 Up: Lower Main 72 5.4 0.063 0.023 Rnd 12.0 7.7 37.2 0.031 Nearest Inch 130 22 0.010 0.164 ---Duct Name: Lower Bath, Supplies: Bath 1 -54SF, Fitting: 4-Y, Effective Length: 8.5 Runout 0.0003 4 344 0.002 Up: Lower Bed Main 72 3.1 0.068 0.004 Rnd 2.5 4.4 6.0 0.006 Nearest Inch 30 2.6 0.004 0.170 ---Duct Name: Lower Bedroom, Supplies: Bedroom 1 - 123SF, Fitting: 4-Y, Effective Length: 11.8 Runout 0.0003 6 509 0.001 Up: Lower Bed Main 72 4.7 0.083 0.009 Rnd 1.0 6.6 10.8 0.010 Nearest Inch 100 1.6 0.000 0.174 ---Duct Name: Kitchen, Supplies: Kitchen-82SF, Fittings: 9-H1,4-Y, Effective Length:47.8 Runout 0.0003 6 509 0.005 Up: Lower Main 72 4.7 0.083 0.035 Rnd 6.0 6.6 41.8 0.040 Nearest Inch 100 9.4 0.001 0.173 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C1 Rochester NY 14604 'Page 7 Tabular Manual D Ductsize Data - Duct System 1 - Supp/-y cont' ---Duct Name, etc. Type Roughness Diameter, Velocity SPL.Duct Upstream Temperature Width " Loss/100' SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM, Area SP.Avail' SPL.Cumul Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. FS—ummary Number of active trunks: 4 Number of active runouts: 5 Total runout outlet airflow: 353 Main trunk airflow: 353 Largest trunk diameter: 9.5 Main' Largest runout diameter: 6 Bedroom Smallest trunk diameter: 7 Top Main Smallest runout diameter: 4 Top Floor Bath Supply fan external static pressure: 0.174 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.174 Runout maximum cumulative static pressure loss: 0.174 Lower Bedroom Return loss added to supply: 0.055 Total effective length of return (ft.): 82.0 RR-100 Total effective length of supply(ft.): 147.2 Lower Bedroom Overall total effective length (ft.): 229.1 RR-100 to Lower Bedroom Design overall friction rate per 100 ft.: 0.076 (Available SP x 100/TEL) System duct surface area (Scenario 1): 102.5 (Not linked to duct'load) Total system duct surface area: 102.5 i P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C1 Rochester NY 14604 Page 8 Tabular Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Type Roughness Diameter, Velocity SPL.Duct Upstream Temperature Width Loss/100' SPL.Fit Shape` Length Height, Fit.Eq.Len, SPL.Tot SizingCFM Area" SP.Avail SPL.Cumul ---Duct Name: Return, Fitting: 5-N, Effective Length: 56.6 Trunk 0.0003 10 647 0.001 Up: Fan 72 7.8 0.068 0.038 Rnd 1.0 10.9 55.6 0.038 Nearest Inch 353 2.6 -0.017 0.055 ---Duct Name: RR-100, Fitting: 4-Y, Effective Length:25.4 Runout 0.0003 10 647 0.003 Up: Return 72 7.8 0.068 0.014 Rnd 4.0 10.9 21.4 0.017 Nearest Inch 353 10.5 0.000 0.017 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 353 Main trunk airflow: 353 Largest trunk diameter: 10 Return Largest runout diameter: 10 RR-100 Smallest trunk diameter: 10 Return Smallest runout diameter: 10 RR-100 Runout maximum cumulative static pressure loss: 0.017 RR-100 Return loss added to supply: 0.055 Total effective length of return (ft.): 82.0 RR-100 System duct surface area (Scenario 1): 13.1 (Not linked to duct load) Total system duct surface area: 13.1 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM Rhva_c-Residential&Light Commercial-HVAC Loads_ Elite Software Development;Inc. WE Engineering [Rochester, 170412-C1 Rochester NY 14604 Page 9 Total Building Summary Loads Component Area Sen Lat(: Sen Total Description Quan Loss if Gain'' -Gain'; Gain 1 D-cv-o: Glazing-Double pane,operable window, clear, 132 4,514 0 2,764 2,764 vinyl frame, U-value 0.57, SHGC 0.56 11 H: Door-Wood-Panel With Wood Storm, U-value 0.32 21 403 0 128 128 12B-3sw:Wall-Frame, R-11 insulation in 2 x 4 stud 261.1 1,237 0 258 258 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 16A-38-ad: Roof/Ceiling-Under Attic with Insulation on 476.3 743 0 780 780 Attic Floor(also use for Knee Walls and Partition Ceilings), unvented attic, no radiant barrier, R-38 insulation, dark asphalt, U-value 0.026 22C-5pm-c: Floor-Slab on grade, Horizontal board 42 2,861 0 0 0 insulation extends 4'under slab, carpet covering, R-5 insulation, passive, heavy dry or light wet soil, U- value 1.135 Subtotals for structure: 9,758 0 3,930 3,930 People: 4 800 920 1,720 Equipment: 806 7,740 8,546 Lighting: 448 1,528 1,528 Ductwork: 0 0 0 0 Infiltration:Winter CFM: 7, Summer CFM: 0 433 0 0 0 Ventilation:Winter CFM: 75, Summer CFM: 75 4,938, 1,535 658 2,194 Exhaust:Winter CFM: 60, Summer CFM: 60 AED Excursion: 0 0 501 501 Total Building Load Totals: 15,129 3,141 15,277 18,418 Check Flores Total Building Supply CFM: 666 CFM Per Square ft.: 0.667 Square ft. of Room Area: 999 Square ft. Per Ton: 651 Volume (W): 8,190 r7Kildinq Loads Total Heating Required Including Ventilation Air: 15,129 Btuh 15.129 MBH Total Sensible Gain: 15,277 Btuh 83 % Total Latent Gain: 3,141 Btuh 17 % Total Cooling Required Including Ventilation Air: 18,418 Btuh 1.53 Tons(Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-C1 Rochester NY 14604 Pae 10 Buildinq Pie Chart Floor 19% Ventilation 33% Roof 5% Wall 8% Infiltration 3% Door 3% Glass 30% WaIR1 of 4% AED Excursion 3% Ventilation 12% Glass 15% Lighting 8% Door 1% People 9% Equipment 46% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C1 Rochester NY 14604 Pae 11 Manual S Performance Data - System 1 - 170412 - C1 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 15.277 Outdoor Wet Bulb: 71 Latent Gain: 3.141 Indoor Dry Bulb: 75 Total Gain: 18.418 Indoor RH: 50 Load SHR: 0.83 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 15.129 Indoor Dry Bulb: 70 Entering Dry Bulb: 36.1 Indoor RH: 30 Supply Airflow: 133 Equipment Performance Data at S stem Design Conditions Cooling: Model Type:Air Source Heat Pump, Model: AOU24RLXFZH+ASU7RLF1+ARU9RLF, Nominal Capacity: 22.000, Manufacturer: Fujitsu Interpolation Results: Percent Load ofLoad Sensible Capacity: 0.000 15.277 0% Latent Capacity: 0.000 3.141 0% Total Capacity: 0.000 18.418 0% Heating: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: Fujitus Results: Percent Load of Load Heating Capacity: 22.000 15.129 145% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C1 Rochester.NY 14604 Pae 12 Detailed Room Loads - Room 1 _ Bedroom 1 - 123SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.2 ft. System Number: 1 Room Width: 11.0 ft. Zone Number: 1 Area: 112.2 sq.ft. Supply Air: 110 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 7.2 AC/hr Volume: 920 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 18 CFM Percent of Supply.: 17 % Actual Summer Vent.: 12 CFM Percent of Supply: 11 % Actual Winter Infil.: 1 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg` Sen` Clg Lat, Sen Description Quantity Value HTM' Loss HTM Gain Gain N-Wall-12B-3sw 11 X 8.2 48.2 0.079 4.7 228 1.0 0 48 N -GIs-1 D-cv-o shgc-0.56 100%S 42 0.570 34.2 1,436 15.4 0 646 Floor-22C-5pm 11 ft..Per. 11 1.135 68.1 749 _ 0.0 0 0 Subtotals for Structure: 2,413 0 694 Infil.:Win.: 1.4, Sum.: 0.0 90 1.042 94 0.000 0 0 AED Excursion: 83 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 -- -- ----- -----_------------- 56 -- - ---- 191 Room Totals: 2,507 200 2,419 Equipment Coolin Loads Cont. Cont. Output Output Avg. Pct Sens. Lat. Sens. , Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and_monitor_ 1536 _ 0 _ 35_ __-100 _538 _ _ _ 0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software_Development,Inc. WE Engineering [Rochester 170412-C1 Rochester NY 14604 Pae 13 Detailed Room Loads - Room 2 - Bath 1 - 54SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 8.5 ft. System Number: 1 Room Width: 7.0 ft. Zone Number: 1 Area: 59.5 sq.ft. Supply Air: 9 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 1.1 AC/hr Volume: 488 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 4 CFM Percent of Supply.: 39 % Actual Summer Vent.: 1 CFM Percent of Supply: 11 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U-° Htg i Sent Clg i Lat Sen Descri tion Quantity Value' HTM 'Loss, HTM ! Gain Gain Floor-22C-5p__m 7 ft..Per. 7 1.135 68.1 477 _0.0 _ 0 0 Subtotals for Structure: 477 0 0 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 7 Lighting_______ _ 56 _ _ 191 _ Room Totals: 477 0 198 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 20119, 11:50 PM Rhvac-Residential,&Light Commercial HVAC Loads Elite Software_ Development,Inc. WE Engineering [Rochester 170412-C1 Rochester NY 14604 W Pae 14 Detailed Room Loads - Room 3 - Kitchen - 82SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.8 ft. System Number: 1 Room Width: 7.5 ft. Zone Number: 1 Area: 81.0 sq.ft. Supply Air: 144 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 13.0 AC/hr Volume: 664 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 4 CFM Percent of Supply.: 3 % Actual Summer Vent.: 16 CFM Percent of Supply: 11 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM', Gain Gain Floor_22C-5pm_8 ft..Per.____. ______8 1.135 68.1 545 0.0 0 0 Subtotals for Structure: 545 0 0 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 1 108 Equipment: 806 2,856 Lighting: 56 191 Room Totals: 545 806 3,155 Equipment Coolin Loads Cont. Cont. Output Output Avg. Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Cooking range no hood-four burners on high heat 13311 7167 25 25 832 448 Dishwasher 4096 1433 100 25 1024 358 Refrigerator or freezer_16 cubic feet _ _ _10000 _ 100 _100 1000 0_ Total 2856 806 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM Rhvac-Residential&Light Commercial_HVAC Loads Elite,Softw_ are_ Development,Inc. WE Engineering [Rochester 170412-C1 Rochester NY 14604 Pae 15 Detailed Room Loads - Room 4 - Living Room - 269.8SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 17.4 ft. System Number: 1 Room Width: 15.5 ft. Zone Number: 1 Area: 269.7 sq.ft. Supply Air: 131 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 3.5 AC/hr Volume: 2,212 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 22 CFM Runout Air: 65 CFM Percent of Supply.: 17 % Runout Duct Size: 5 in. Actual Summer Vent.: 15 CFM Runout Air Velocity: 479 ft./min. Percent of Supply: 11 % Runout Air Velocity: 479 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.189 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item Area -U-„ Htg Sen- Clg:' Lat E' Seri Description Quantity Value HTM Loss. HTM' Gain ' Gain S-Wall-12B-3sw 15.5 X 8.2 76.1 0.079 4.7 361 1.0 0 75 S-Door-11 H 3 X 7 21 0.320 19.2 403 6.1 0 128 S-GIs-1 D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 27.6 0 828 Floor-22C-5pm 16 ft..Per. 16 1.135 68.1 1,090 0.0 0 0 Subtotals for Structure: 2,880 0 1,031 Infil.:Win.: 2.0, Sum.: 0.0 127 1.046 133 0.000 0 0 AED Excursion: 98 People:200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: -- ---- ---- — -- 84 ---- - - -- 286 Room Totals: 3,013 200 2,867 Equipment Coolin Loads Cont. Cont. Output Output Avg. Pct! Sens. Lat. Sens. " Lat. ' In-Use Used Load Load Item Name Btuh, Btuh. Output, /Hour Btuh Btuh Color television 683 0 100 100 683 0 Co_mputer_and monitor _ 1536_________ 0 _ 35 100 538_ _ 0_ —---- ------------- ------ - Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C1 Rochester NY 14604 Pae 16 Detailed Room Loads - Room 5 - Bedroom 2 - 123SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.2 ft. System Number: 1 Room Width: 11.0 ft. Zone Number: 1 Area: 112.2 sq.ft. Supply Air: 111 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 7.2 AC/hr Volume: 920 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 12 CFM Percent of Supply.: 11 % Actual Summer Vent.: 12 CFM Percent of Supply: 11 % Actual Winter Infil.: 1 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg, Lat; Sen 'Description Quantity Value HTM ' Loss HTM Gain : Gain N -Wall-12B-3sw 11 X 8.2 60.2 0.079 4.7 285 1.0 0 59 N -GIs-1D-cv-o shgc-0.56 100%S 30 0.570 34.2 1,026 15.4 0 462 (2) UP-Ceil-16A-38 10.2 X 11 112.2 0.026 1.6 175 1.6 0 184 Subtotals for Structure: 1,486 0 705 Infil.:Win.: 1.4, Sum.: 0.0 90 1.042 94 0.000 0 0 AED Excursion: 83 People: 200 lat/per,230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting_ — --56 — -- - ---- --- -- ______ 19191 Room Totals: 1,580 200 2,430 Equipment Coolin Loads Cont. Cont. Output Output, Avg. Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output ' /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and_monitor __-- _ -- __- - -- __--1536 -- _-__- _0 _ - _--- 35 _ _- _100__--- _ 538_- -0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C1 Rochester NY 14604 ow Pae 17 Detailed Room Loads - Room 6 - Bath 2 - 54SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 8.5 ft. System Number: 1 Room Width: 7.0 ft. Zone Number: 1 Area: 59.5 sq.ft. Supply Air: 14 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 1.7 AC/hr Volume: 488 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 1 CFM Percent of Supply.: 5 % Actual Summer Vent.: 2 CFM Percent of Supply: 11 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area =U-; Htg Sena Clg Lat; Sen Description Quantity: Value HTM Loss HTM Gain Gain UP-Ceil-16A-38 8.5 X 7 59.5 0.026 . 1.6 93 1.6 0 97 Subtotals for Structure: 93 0 97 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 10 Lighting_ -- --- -- -56--- — --- - ----191 Room Totals: 93 0 298 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C1 Rochester NY 14604 Pae 18 Detailed Room Loads - Room 7 - Bedroom 3 - 156SF Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 11.0 ft. System Number: 1 Room Width: 13.0 ft. Zone Number: 1 Area: 143.0 sq.ft. Supply Air: 131 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 6.7 AC/hr Volume: 1,173 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.-, 13 CFM Runout Air: 66 CFM Percent of Supply.: 10 % Runout Duct Size: 5 in. Actual Summer Vent.: 15 CFM Runout Air Velocity: 481 ft./min. Percent of Supply: 11 % Runout Air Velocity: 481 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.191 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item Area -U- Htg: Sen Clg Lat Sen Description Quantity Value HTM' Loss HTM Gain Gain S-Wall-12B-3sw 13 X 8.2 76.6 0.079 4.7 363 1.0 0 76 S-GIs-1 D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 27.6 0 828 UP-Ceil-16A-38 11 X 13 143 0.026 1.6 223 1.6 0 234 Subtotals for Structure: 1,612 0 1,138 Infil.:Win.: 1.7, Sum.: 0.0 107 1.051 112 0.000 0 0 AED Excursion: 99 People: 200 lat/per,230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting:---- ---- ----- --- --56 ---------- - - - - -- -- --- --- 191-- Room Totals: 1,724 200 2,879 Equipment Coolin Loads Cont. Cont. Output Output Avg. , Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh' Btuh Color television 683 0 100 100 683 0 Computer and monitor --_-- -__ __ _- _ _ - _ _ _ -___ 1536 _- ____0 _______- 35,___ 100___ 538 _ _0_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C1 Rochester.NY 14604 IV Pae 19 Detailed Room Loads - Room 8 - 2nd Floor Corridor- 164SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 20.2 ft. System Number: 1 Room Width: 8.0 ft. Zone Number: 1 Area: 161.6 sq.ft. Supply Air: 17 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 0.8 AC/hr Volume: 1,325 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 2 CFM Runout Air: 17 CFM Percent of Supply.: 11 % Runout Duct Size: 4 in. Actual Summer Vent.: 2 CFM Runout Air Velocity: 195 ft./min. Percent of Supply: 11 % Runout Air Velocity: 195 ft./min. Actual Winter Infil.: 0 CFM Actual Loss: 0.045 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen' Clg Lat; Sen Description Quantity Value HTM Loss' HTM, Gain' Gain UP-Ceil-16A-38 20.2 X 8 161.6 0.026 1.6 252 1.6 0 265 Subtotals for Structure: 252 0 265 Infil.:Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 13 Lighting; 28 95 Room Totals: 252 0 373 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09,2019, 1:50 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C1 Rochester NY 14604 Page 20 System 1 Room Load Summaty Htg Min Run Run Clg Clg Min ' Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys No,' Name SF Btuh CFM Size Vel Btuh Btuh CFM ' CFM ---Zone 1--- 1 Bedroom 1 - 112 2,507 33 6 - 2,419 200 110 110, 123SF 2 Bath 1 -54SF 60 477 6 4 - 198 0 9 9 3 Kitchen-82SF 81 545 7 6 - 3,155 806 144 144 4 Living Room- 270 3,013 39 12-5 479 2,867 200 131 131 269.8SF 5 Bedroom 2- 112 1,580 21 6 - 2,430 200 , 111 111 123SF 6 Bath 2-54SF 60 93 1 4 - 298 0 14 14 7 Bedroom 3- 143 1,724 22 12-5 481 2,879 200 131 131 156SF 8 2nd Floor Corridor 162 252 3 11-4 195 373 0 17 17 - 164SF Ventilation4938 _______658__ 1,535 System 1 total 999 15,129 _ 133 15,277 3,141 666 666 System 1 Main Trunk Size: 7x11 in. Velocity:. 660 ft./min Loss per 100 ft.: 0.085 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. , cooling system Summa Cooling Sensible/Latent Sensible Latent Total Tons Split =Btuh, Btuh Btuh Net Required: 1.53 83%/ 17% 15,277 3,141 18,418 Actual: 1.83 75%/25% 16,500 5,500 22,000 Equipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU24RLXFZH AOU24RLXFZJ Indoor Model: ASU7RLF1+ARU9RLF Brand: Hyclon Hyclon Efficiency: 9.65 HSPF 19 SEER Sound: 0 0 Capacity: 22,000 Btuh 22,000 Btuh Sensible Capacity: n/a 16,500 Btuh Latent Capacity: n/a 5,500 Btuh AHRI Reference No.: n/a 8063925 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C1.rh9 Tuesday, July 09, 2019, 1:50 PM 170412 - C2 HVAC Load Calculations for 'EmNI22"22tVACHftVsA"DCRLNcT>AhkDLs Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering i Rochester 170412-C2 Rochester NY 14604 Page 2 Pro"ect Report General Pro'ect information Project Title: 170412-C2 Project Date: Monday, September 24;2018 Design Data Reference City: Suffolk County AFB, New York Building Orientation: House faces North Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check Fi ures Total Building Supply CFM: 892 CFM Per Square ft.: 1.093 Square ft. of Room Area: 816 Square ft. Per Ton: 427 Volume (ft'): 8,479 [Buildinq Loads Total Heating Required Including Ventilation Air: 19,534 Btuh 19.534 MBH Total Sensible Gain: 20,230 Btuh 88 % Total Latent Gain: 2,693 Btuh 12 % Total Cooling Required Including Ventilation Air: 22,923 Btuh 1.91 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday, July 09, 2019, 1:59 PM Rhvac-Residential,&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C2 Rochester NY 14604- _ Page 3 Miscellaneous Report System 1 170412-C2 ?. Outdoor Outdoor{j Outdoor,� Indoor j: Jhdoor Grains Input Data _ ' DrV Bulb Wet Bulb ! Rel.Hum Rel.Hum; Dry Bulb: Difference Winter: 10 9 80% n/a 70. n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing' Inputs Main Trunk' Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr 17 CFM 8 CFM Infiltration Actual: 0.056 AC/hr 0.000 AC/hr Above Grade Volume: X 8.479 Cu.ft. X 8.479 Cu.ft. 475 Cu.ft./hr 0 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 8 CFM 0 CFM Total Building Ventilation: 75 CFM 75 CFM ---System 1--- 'Infiltration &Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(17 CFM), Construction:Tight Summer Infiltration Specified: 0.060 AC/hr(8 CFM), Construction: Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday, July 09, 2019, 1:59 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C2 Rochester NY 14604 Page 4 Load Preview Report Net ft.2 Sen Lat Net Sen Sys Sys SysHt CI Act Duct Scope Ton /Ton Area Gain Gain Gain Loss CFM CFM CFM Size Buildinq 1.91 427 816 20,230 2,693 22,923 19,534 190 892 892 System 1 1.91 427 816 20,230 2,693 22,923 19,534 190 892 892 10 Ventilation 658 1,535 2,194 4,938 Zone 1 816 19,572 1,158 20,730 14,596 190 892 892 1-Bedroom 1-154.2SF 155 3,833 200 4,033 4,110 54 175' 175 6 2-Kitchen-82SF 80 2,465 358 2,823 1,113 14 112 112 6 3-Bath 1-54SF 64 896 0 896 1,422 19 41 41 4 4-Livinq Room-348SF 182 4,575 200 4,775 3,253 42 208: 208 Not TMDD: 2--6 5-Bedroom 2-167.7SF 167 4,145 200 4,345 2,754 36 189 189 Not TMDD: 2-6 6-Bath 2-54SF 64 1,008 0 1,008 908 12 46 46 3x4 7-Bedroom 3-103.7SF 104 2,650 200 2,850 1,036 13 121 121 Not TMDD- 2­4 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday, July 09, 2019, 1:59 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C2 Rochester NY 14604 page 5 Duct Size Preview Room or Source Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act. Duct Duct Name Velocity Velocity Factor I U100 Loss Velocity Length Flow I Flow Flow I Size System 1 Supply Ru_nouts Zone 1 1-Bedroom 1-154.2SF(Bedroom TMDD 0 0 00003 0.08 0.00979 509.3 1 54 175 175 6 1) 2-Kitchen-82SF(Kitchen) TMDD 0 0 0.0003 0.08 0.01492 509.3 1 14 112 112 6 3-Bath 1-54SF(Bathroom) TMDD 0 0 0.0003 0.08 0.00326 263.6 2 19 41 41 4 4-Livmq Room-348SF Built-In 450 750 001 01 530.8 42 208 208 2--6 5-Bedroom 2-167.7SF Built-In 450 750 0.01 0.1 481 36 189 189 2-6 6-Bath 2-54SF(Wall Stack) TMDD 0 0 0.0003 0.08 0.00719 360 3 12 M 46 3x4 7-Bedroom 3-103 7SF Built-In 450 750 0.01 01 691.7 13 NM 121 2-4 Other Ducts in System 1 Supply Main Trunk(Main) TMDD 0 0 0.0003 0.08 0.00068 647.2 1 353 353 353 10 Bedroom Main TMDD 0 0 0.0003 0.08 0.05106 573 17 200 MM 200 8 Kitchen Main TMDD 0 0 0.0003 0.08 0.03022 4602 9 123 NM 123 7 Return TMDD 0 0 0.0003 0.08 0.01102 6472 1 353 MM 353 10 RR-100 TMDD 0 0 0.0003 0.08 0.04214 660.2 4 0 0 353' 7x11 Summary Svstem 1 Heating Flow: 190 Desiqn Friction Rate: 0.076 TEL Return: 65.8 Coolinq Flow: 892 Total Cumulative SP Loss: 0.116 TEL Supplv: 85.3 Fan ESP- 0.116 Device SP Loss: 0 TEL Total: 151.1 Fan SP Available: 0.116 Return Loss Added to Supplv: 0.053 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday, July 09, 2019, 1:59 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C2 Rochester NY 14604 Page 6 Tabular Manual D Ductsize Data - Duct System 1 - Su I ---Duct Name, etc. Type Roughness Diameter; Velocity SPL.Duct Upstream Temperature Width Loss/100 : SPL.Fit Shape Length Height: Fit.Eq.Len SPL .Tot Sizing CFM Area SP.Avail, SPL.Cumul ---Duct Name: Main, Effective Length: 1.0 Trunk 0.0003 10 647 0.001 Up: Fan 72 7.8 0.068 0.000 Rnd 1.0 10.9 0.0 0.001 Nearest Inch 353 2.6 0.062 0.054 ---Duct Name: Bedroom Main, Fittings: 9-1-111, 8-A2, Effective Length: 71.4 Trunk 0.0003 8 573 0.012 Up: Main 72 6.2 0.072 0.039 Rnd 17.0 8.7 54.4 0.051 Nearest Inch 200 35.6 0.011 0.105 ---Duct Name: Bedroom 1, Supplies: Bedroom 1 -154.2SF, Fitting: 4-Y, Effective Length: 11.8 Runout 0.0003 6 509 0.001 Up: Bedroom Main 72 4.7 0.083 0.009 Rnd 1.0 6.6 10.8 0.010 Nearest Inch 100 1.6 0.001 0.115 ---Duct Name: Bedroom 2, Fitting: 4-Y, Effective Length: 12.8 Runout 0.0003 6 509 0.002 Up: Bedroom Main 72 4.7 0.083 0.009 Rnd 2.0 6.6 10.8 0.011 Nearest Inch 100 3.1 0.000 0.116 ---Duct Name: Kitchen Main, Fittings: 8-A2, 9-1-111, Effective Length: 53.2 Trunk 0.0003 7 460 0.005 Up: Main 72 5.4 0.057 0.025 Rnd 9.0 7.7 44.2 0.030 Nearest Inch 123 16.5 0.031 0.084 ---Duct Name:Wall Stack, Supplies: Bath 2-54SF, Fitting:4-Y, Effective Length: 8.0 Runout 0.0003 3.8 360 0.003 Up: Main 72 3 0.090 0.004 Rect 3.0 4 5.0 0.007 Nearest Inch 30 3.5 0.054 0.061 ---Duct Name: Bathroom, Supplies: Bath 1 -54SF, Fitting: 4-Y, Effective Length: 7.6 Runout 0.0003 4 264 0.001 Up: Kitchen Main 72 3.1 0.043 0.002 Rnd 2.0 4.4 5.6 0.003 Nearest Inch 23 2.1 0.028 0.087 ---Duct Name: Kitchen,Supplies: Kitchen-82SF, Fittings:4-Y, 8-A2, Effective Length: 18.0 Runout 0.0003 6 509 0.001 Up: Kitchen Main 72 4.7 0.083 0.014 Rnd 1.0 6.6 17.0 0.015 Nearest Inch 100 1.6 0.017 0.099 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM, Velocity:ft./min,Temperature: F P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday, July 09, 2019, 1:59 PM Rhvac-Residential&Light Commercial HVAC_ Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C2 Rochester NY 14604 1W ,Pacie 7 Tabular Manual D Ductsize Data -Duct System 1 - Sypp/y Supp/ycont'd ---Duct Name,etc. Type Roughness, Diameter. Velocity' SPL.Duct Upstream Temperature Width , Loss/1,00 SPL.Fit Shape Length ' Height` Fit.Eq:Len SPL.Tot Sizing CFM Area' SP.Avail , SPL.Cumul Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. F—Summary Number of active trunks: 3 Number of active runouts: 5 Total runout outlet airflow: 353 Main trunk airflow: 353 Largest trunk diameter: 10 Main Largest runout diameter: 6 Bedroom 1 Smallest trunk diameter: 7 Kitchen Main Smallest runout diameter: 3.8 Wall Stack Supply fan external static pressure: 0.116' Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.116 Runout maximum cumulative static pressure loss: 0.116 Bedroom 2 Return loss added to supply: 0.053 Total effective length of return (ft.): 65.8 RRA 00 Total effective length of supply(ft.): 85.3 Bedroom 2 Overall total effective length (ft.): 151.1 RR-100 to Bedroom 2 Design overall friction rate per 100 ft.: 0.076 (Available SP x 100/TEL) System duct surface area (Scenario 1): 66.6 (Not linked to duct load) Total system duct surface area: 66.6 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday, July 09, 2019, 1:59 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C2 _ Rochester NY 14604 Page 8 Tabular Manual D Ductsize Data - Duct S stem 1 - Return ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: Return, Fitting: 1-G2, Effective Length: 16.3 Trunk 0.0003 10 647 0.001 Up: Fan 72 7.8 0.068 0.010 Rnd 1.0 10.9 15.3 0.011 Nearest Inch 353 2.6 -0.042 0.053 ---Duct Name: RR-100, Fitting: 4-AB, Effective Length: 49.5 Runout 0.0003 9.5 660 0.003 Up: Return 72 7 0.085 0.039 Rect 4.0 11 45.5 0.042 Nearest Inch 353 12 0.000 0.042 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. summary Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 353 Main trunk airflow: 353 Largest trunk diameter: 10 Return Largest runout diameter: 9.5 RR-100 Smallest trunk diameter: 10 Return Smallest runout diameter: 9.5 RR-100 Runout maximum cumulative static pressure loss: 0.042 RR-100 Return loss added to supply: 0.053 Total effective length of return (ft.): 65.8 RR-100 System duct surface area(Scenario 1): 14.6 (Not linked to duct load) Total system duct surface area: 14.6 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday, July 09, 2019, 1:59 PM Rhvac-Residential&Light Commercial HVAC Loads EliteSoftware Development,Inc. MIL Engineering [Rochester LL 170412-C2 Rochester NY 14604 Ea e 9 Total Building Summa1y Loads Component Area Sen h L'at?! Sen Total Description Quan Loss i Gain Gain i; Gain 1D-cv-o: Glazing-Double pane, operable window, clear, 180 6,156 0 7,221 7,221 vinyl frame, U-value 0.57, SHGC 0.56 11 H: Door-Wood-Panel With Wood Storm, U-value 0.32 21 403 0 128 128 12B-3sw:Wall-Frame, R-11 insulation in 2 x 4 stud 783 3,713 0 774 774 cavity, R1-3 board insulation, siding finish,wood studs, U-value 0.079 16A-38-ad: Roof/Ceiling-Under Attic with Insulation on 517.2 806 0 847 847 Attic Floor(also use for Knee Walls and Partition Ceilings), unvented attic, no radiant barrier, R-38 insulation, dark asphalt, U-value 0.026 22C-5pm-c: Floor-Slab on grade, Horizontal board 44 2,997 0 0 0 insulation extends 4'under slab, carpet covering, R-5 insulation, passive, heavy dry or light wet soil, U- value 1.135 Subtotals for structure: 14,075 0 8,970 8,970 People: 4 800 920 1,720 Equipment: 358 6,908 7,266 Lighting: 420 1,432 1,432 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 8, Summer CFM: 0 521 0 0 0 Ventilation:Winter CFM: 75, Summer CFM: 75 4,938 1,535 658 2,194 Exhaust:Winter CFM: 60, Summer CFM: 60 AED Excursion: 0 0 1;341 1,341 Total Building Load Totals: 19,534 2,693 20,230 22,923 Check Figures Total Building Supply CFM: 892 CFM Per Square ft.: 1.093 Square ft. of Room Area: 816 Square ft. Per Ton: 427 Volume(ft3): 8,479 FE-tAding Loads ri " Total Heating Required Including Ventilation Air: 19,534 Btuh 19.534 MBH Total Sensible Gain: 20,230 Btuh 88 % Total Latent Gain: 2,693 Btuh 12 % Total Cooling Required Including Ventilation Air: 22,923 Btuh 1.91 Tons(Based On Sensible+ Latent) Notes a Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual,J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday,July 09, 2019, 11:59 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-C2 Rochester,NY 14604 Pae 10 Buildinq Pie Chart Floor 15% Ventilation 25% Roof 4% Infiltration 3% Wall 19% Door 2% Glass 32% Wall R3�of 4% AED Excursion 6% Ventilation 10% Lighting 6% Glass 32% Door 1% Equipment 32% People 8% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412 -C2.rh9 Tuesday, July 09, 2019, 1:59 PM Rhvac-Residential,&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering I Rochester 170412-C2 Rochester NY 14604 Pae 11 Manual S Performance Data - System 1 - 170412 - C2 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 20.230 Outdoor Wet Bulb: 71 Latent Gain: 2.693 Indoor Dry Bulb: 75 Total Gain: 22.923 Indoor RH: 50 Load SHR: 0.88 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 19.534 Indoor Dry Bulb: 70 Entering Dry Bulb: 46.3 Indoor RH: 30 Supply Airflow: 190 Equipment Performance Data at System Design Conditions' Cooling: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH+ASU7RLF1+ARU9RLF, Nominal Capacity: 22.000, Manufacturer: Fujitsu Interpolation Results: Percent Load of Load Sensible Capacity: 0.000 20.230 0% Latent Capacity: 0.000 2.693 0% Total Capacity: 0.000 22.923 0% Heating: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: Fujitus Results: Percent Load of Load Heating Capacity: 22.000 19.534 113% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday, July 09, 2019, 1:59 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C2 Rochester NY 14604 Pae 12 Detailed Room Loads - Room 1 - Bedroom 1 - 154.2SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 13.5 ft. System Number: 1 Room Width: 11.5 ft. Zone Number: 1 Area: 155.3 sq.ft. Supply Air: 175 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 8.2 AC/hr Volume: 1,273 cu.ft. Req.Vent. Clg: 0 CFM Number of'Registers: 1 Actual Winter Vent.: 21 CFM Percent of Supply.: 12 % , Actual Summer Vent.: 15 CFM Percent of Supply: 8 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: 0 CFM Item Area, -U- Htg! Sen Clg" Lat ' Sen Description Quantity Value HTM Loss HTM ; Gain Gain NE-Wall-12B-3sw 13.5 X 8.2 80.7 0.079 4.7 383 1.0 0 80 NW-Wall-12B-3sw 11.5 X 8.2 79.3 0.079 4.7 376 1.0 0 78 NE-GIs-1 D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 39.3 0 1,180 NW-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 39.3 0 590 Floor-22C-55pm 25 ft..Per. _ 25 1.135 68.1 1,703 0.0 0 0 Subtotals for Structure: 4,001 0 1,928 Infil.:Win.: 1.6, Sum.: 0.0 205 0.532 109 0.000 ' 0 0 AED Excursion: 263 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: 56 191 Room Totals: 4,110 200 3,833 Equipment Coolin Loads Cont. ; Cont. ; Output: Output Avg.° Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output- /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor 1536 0 35 100 538 0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday,July 09, 2019, 1:59 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C2 Rochester NY 14604 Pae 13 Detailed Room Loads - Room 2 - Kitchen -82SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 8.0 ft. Zone Number: 1 Area: 80.0 sq.ft. Supply Air: 112 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 10.3 AC/hr Volume: 656 cuff Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 6 CFM Percent of Supply.: 5 % Actual Summer Vent.: 9 CFM Percent of Supply: 8 % Actual Winter Infil.: 1 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg i Sen Clg Lat', Sen Description Quantity Value HTM Loss , HTM Gain Gain NW-Wall-1213-3sw 10 X 8.2 82 0.079 4.7 389 1.0 0 81 Floor-22C-5pm 10 ft..Per. 10 1.135 68.1 681 0.0 0 0 Subtotals for Structure: 1,070 0 81 Infil.:Win.: 0.7, Sum.: 0.0 82 0.524 43 0.000 0 0 AED Excursion: 169 Equipment: 358 2,024 Lighting: 56 _ 191 Room Totals: 1,113 358 2,465 E ui ment Cooling Loads Cont. , Cont. : - Output, Output Avg. Pct Sens. Lat. Sens. ' Lat. ! In-Use Used Load Load Item Name Btuh Btuh Output, /Hour Btuh Btuh Cooking range with hood-four burners on high heat 0 0 100 100 0 0 Dishwasher 4096 1433 100 25 1024 358 Refrigerator or freezer`16 cubic feet 1000 0100 _ 100______1000 0 Total 2024 358 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday, July 09, 2019, 11:59 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C2 Rochester NY 14604 0 Pae 14 Detailed Room Loads - Room 3 - Bath 1 - 54SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.5 ft. System Number: 1 Room Width: 8.5 ft. Zone Number: 1 Area: 63.8 sq.ft. Supply Air: 41 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 4.7 AC/hr Volume: 523 cuff Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 7 CFM Percent of Supply.: 18 % Actual Summer Vent.: 3 CFM Percent of Supply: 8 % Actual Winter Infil.: 1 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg Lat ` Sen Description Quantity Value HTM Loss HTM , Gain Gain NW-Wall-12B-3sw 8.5 X 8.2 54.7 0.079 4.7 259 1.0 0 54 NW-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 39.3 0 590 Floor_22C-5pm_9 ft..Pe_r._ _ 9___ ___ __1.135 68.1 613 0.0 0 0 Subtotals for Structure: 1,385 0 644 Infil.:Win.: 0.6, Sum.: 0.0 70 0.531 37 0.000 0 0 AED Excursion: 61 Lighti_g: ___ 56 191 Room Totals: 1,422 0 896 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday, July 09, 2019, 1:59 PM Rhvac-Residential&Light Comme_rc_ial HVAC_-L_oads Elite Software Development,Inca WE Erigineering [Rochester x 170412-C2 -Rochester,NY 14604 Pae 15 Detailed Room Loads - Room 4 - Living Room - 348SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 13.5 ft. System Number: 1 Room Width: 13.5 ft. Zone Number: 1 Area: 182.3 sq.ft. Supply Air: 208 CFM Ceiling Height: 18.0 ft. Supply Air Changes: 3.8 AC/hr Volume: 3,281 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 17 CFM Runout Air: 104 CFM Percent of Supply.: 8 % Runout Duct Size: 6 in. Actual Summer Vent.: 18 CFM Runout Air Velocity: 531 ft./min. Percent of Supply: 8 % Runout Air Velocity: 531 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.180 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item "` °` Area P -U- Htg', Sen Cig i; Lat Sen Description Quantity ' Value HTM i; Loss HTM Gain:; Gain NW-Wall-1213-3sw 15.5 X 8.2 97.1 0.079 4.7 460 1.0 0 96 SW-Wall-12B-3sw 15.5 X 8.2 91.1 0.079 4.7 432 1.0 0 90 SW-Door-11 H 3 X 7 21 0.320 19.2 403 6.1 0 128 NW-GIs-1 D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 39.3 0 1,180 SW-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 48.7 0 731 UP-Ceil-16A-38 13.5 X 13.5 182.2 0.026 1.6 284 1.6 0 299 Subtotals for Structure: 3,118 0 2,524 Infil.:Win.: 2.0, Sum.: 0.0 254 0.531 135 0.000 0 0 AED Excursion: 314 People:200 lat/per,230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting. - - ---- 84 --- -- -- -----____ --- ---- -- 286 Room Totals: 3,253 200 4,575 E ui ment Coolin Loads ` Cont.,! Cont. , Output Output Avg. Pct, Sens.i! Lat. Sens.` Lat. In-Use P Used Load Load Item,Name- Btuh w Btuh 1, Out ut /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor1536 __ 035_ 100__ - - -- - - ---538------0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday, July 09, 2019, 11:59 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C2 Rochester NY 14604 0 Pae 16 Detailed Room Loads - Room 5 - Bedroom 2 - 167.7SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 15.2 ft. System Number: 1 Room Width: 11.0 ft. Zone Number: 1 Area: 167.2 sq.ft. Supply Air: 189 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 8.3 AC/hr Volume: 1,371 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 14 CFM Runout Air: 94 CFM Percent of Supply.: 7 % Runout Duct Size: 6 in. Actual Summer Vent.: 16 CFM Runout Air Velocity: 481 ft./min. Percent of Supply: 8 % Runout Air Velocity: 481 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.148 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain NE-Wall-12B-3sw 13.5 X 8.2 80.7 0.079 4.7 383 1.0 0 80 NW-Wall-12B-3sw 13.5 X 8.2 95.7 0.079 4.7 454 1.0 0 95 NE-GIs-1D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 39.3 0 1,180 NW-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 39.3 0 590 UP-Ceil-16A-38 15.2 X 11 167.2 0.026 1.6 261 1.6 0 274 Subtotals for Structure: 2,637 0 2,219 Infil.:Win.: 1.8, Sum.: 0.0 221 0.528 117 0.000 0 0 AED Excursion: 284 People: 200 Iat/per, 230 sen/per: 1 200 230 Equipment: .0 1,221 Lighting_ 56 191 Room Totals: 2,754 200 4,145 Equipment Coolin Loads Cont. ' Cont. Output Output Avg. Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monito_r___ __ _ 1536 0 35 100 538 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday, July 09, 2019, 1:59 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C2 Rochester NY 14604 Pae 17 Detailed Room Loads - Room 6 - Bath 2 - 54SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.5 ft. System Number: 1 Room Width: 8.5 ft. Zone Number: 1 Area: 63.8 sq.ft. Supply Air: 46 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 5.3 AC/hr Volume: 523 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 5 CFM Percent of Supply.: 10 % Actual Summer Vent.: 4 CFM Percent of Supply: 8 % Actual Winter Infil.: 1 CFM Actual Summer Infil.: 0 CFM Item Area =U- Htg Sen ' Clg Lat: Sen Description Quantity Value HTM Loss - HTM: Gain Gain NW-Wall-1213-3sw 8.5 X 8.2 54.7 0.079 4.7 259 1.0 0 54 NW-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 39.3 0 590 UP-Ceil-16A-38 7.5 X 8.5 63.8 0.026 1.6 99 1.6 0 104 Subtotals for Structure: 871 0 748 Infil.: Win.: 0.6, Sum.: 0.0 70 0.531 37 0.000 0 0 AED Excursion: 69 Lighting._ 56 _ _ 191_ Room Totals: 908 0 1,008 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday, July 09, 2019, 1:59 PM Rhvac-Residential&Light Commercial HVAC LoadsElite Software Development,Inc. WE Engineering [Rochester 170412-C2 Rochester NY 14604 Pae 18 Detailed Room Loads - Room 7 - Bedroom 3 - 1O3.7SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 11.3 ft. System Number: 1 Room Width: 9.2 ft. Zone Number: 1 Area: 104.0 sq.ft. Supply Air: 121 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 8.5 AC/hr Volume: 853 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 5 CFM Runout Air: 60 CFM Percent of Supply.: 4 % Runout Duct Size: 4 in. Actual Summer Vent.: 10 CFM Runout Air Velocity: 692 ft./min. Percent of Supply: 8 % Runout Air Velocity: 692 ft./min. Actual Winter Infil.: 1 CFM Actual Loss: 0.536 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item Area -U- Htg; Sen`` Clg Lat`: Sen Description Quantily Value HTM: Loss HTM Gain Gain NW-Wall-1213-3sw 10 X 8.2 67 0.079 4.7 318 1.0 0 66 NW-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 39.3 0 590 UP-Ceil-16A-38 11.3 X 9.2 104 0.026 1.6 162 1.6 0 170 Subtotals for Structure: 993 0 826 Infil.:Win.: 0.7, Sum.: 0.0 82 0.524 43 0.000 0 0 AED Excursion: 182 People: 200 Iat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting_----- -------56— - - -191 Room Totals: 1,036 200 2,650 Equipment Coolin Loads Cont. Cont. Output Output Avg. , Pct Sens. Lat. Sens. Lat. In-Use Used Load ' Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and-monitor - - - - - — --- --- - - - -- 1536 ______ ___538__________0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday, July 09,2019, 1:59 PM Rhvac'-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering `[Rochester J 170412-C2 Rochester NY 14604 Pa e19 System 1 Room Load Summa Htg Min Run.' Run Clg . Clg Min'! Act Room Area Sens,: Htg Duct. Duct Sens,' Lat Clg'` Sys No:•Name . SF Btuh CFM Size, Vel . Btuh' Btuh - CFM CFM ---Zone 1--- 1 Bedroom 1 - 155 4,110 54 6 - 3,833 200 175 175 154.2SF 2 Kitchen-82SF 80 1,113 14 6 - 2,465 358 112 112 3 Bath 1 -54SF 64 1,422 19 4 - 896 0 41 41 4 Living Room- 182 3,253 42 12-6 531 4,575 200 208 208 348SF 5 Bedroom 2- 167 2,754 36 12-6 481 4,145 200 189 189 167.7SF 6 Bath 2-54SF 64 908 12 3x4 - 1,008 0 46 46 7 Bedroom 3- 104 1,036 13 12-4 692 2,650 200 121 121 103.7SF Ventilation _ 4,938 _ 658 System 1 total 816 19,534 190 20,230 2,693 892 892 System 1 Main Trunk Size: 10 in. Velocity: 647 ft./min Loss per 100 ft.: 0.068 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling S stem•Summa Cooling Sensible/Latent Sensible 5 Latent .' Total F Tons; split Btuh Btuh Btuh Net Required: 1.91 88%/12% 20,230 2,693 22,923 Actual: 1.83 75%/25% 16,500 5,500 22,000 Equipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU24RLXFZH AOU24RLXFZJ Indoor Model: ASU7RLF1+ARU9RLF Brand: Hyclon Hyclon Efficiency: 9.65 HSPF 19 SEER Sound: 0 0 Capacity: 22,000 Btuh 22,000 Btuh Sensible Capacity: n/a 16,500 Btuh Latent Capacity: n/a 5,500 Btuh AHRI Reference No.: n/a 8063925 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C2.rh9 Tuesday, July 09, 2019, 1:59 PM 170412 - C3 HVAC Load Calculations for EIPIA-Y,mv R'FjIVAC A L Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 Page 2 Pro"ect Report General Prosect Information Project Title: 170412-C3 Project Date: Monday, September 24, 2018 Desicin Data Reference City: Suffolk County AFB, New York Building Orientation: House faces North Daily Temperature Range: Medium Latitude: 40 Degrees Elevation: 67 ft. Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check Fi ures Total Building Supply CFM: 893 CFM Per Square ft.: 1.138 Square ft. of Room Area: 785 Square ft. Per Ton: 410 Volume (W): 8,227 FBVilding Loads Total Heating Required Including Ventilation Air: 20,580 Btuh 20.580 MBH Total Sensible Gain: 20,265 Btuh 88 % Total Latent Gain: 2,693 Btuh 12 % Total Cooling Required Including Ventilation Air: 22,958 Btuh 1.91 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Hight Commercial HVAC Loads Elite Software Dev_e_I_opment,Inc. WE Engineering I Rochester 170412-C3 Rochester NY 14604 Pae 3 Miscellaneous Report System 1 170412-C3 .: Outdoor,-, Outdoor Outdoor', Indoor Indoor Grains Input Data Dry Bulb' Wet Bulb Rel.Hum Rel.Hum Dry Bulb'. Difference, Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.120 AC/hr 0.060 AC/hr 16 CFM 8 CFM Infiltration Actual: 0.049 AC/hr 0.000 AC/hr Above Grade Volume: X 8,227 Cu.ft. X 8.227 Cu.ft. 406 Cu.ft./hr 0 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 7 CFM 0 CFM Total Building Ventilation: 75 CFM 75 CFM ---System 1--- Infiltration&Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration&.Ventilation Sensible Loss Multiplier: 65.84 = (1.10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(16 CFM), Construction:Tight Summer Infiltration Specified: 0.060 AC/hr(8 CFM), Construction:Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019,2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 �!� Page 4 Load Preview Report Net ft 2 Sen Lat Net Sen Sys Sys Sys Duct Scope To /Ton Area Gam Gam Gain Loss Htg Clg Act Size CFM CFM CFM Buildinq 1.91 410 785 20,265 2,693 22,958 20,580 204 893 893 System 1 191 410 785, 20,265 2,693 22,958 20,580 204 893 893 7x11 Ventilation 658 1,535 2,194 4,938 Zone 1 785 19,607 1,158 20,765 15,642 204 893 893 1-Bedroom 1 -145.2SF 146 3,165 200 3,365 4,626 60 144 144 6 2-Kitchen-82SF 80 2,300 358 2,658 1,108 14 105 105 6 3-Bath 1-54SF 64 1,108 0 1,108 1,417 18 50 50 6,4 4-Livinq Room-348SF 182 5,710 200 5,910 3,948 51 260 260 Not TMDD 3-5 5-Bedroom 2-145.2SF 146 3,366 200 3,566 2,609 34 153, 153 Not TMDD: 2--5 6-Bath 2-54SF 64 1,212 0 1,212 903 12 55 55 3x4 7-Bedroom 3-103.7SF 104 2,744 200 2,944 1,031 13 125 125 Not TMDD: 2-5 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday,July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads ' Elite`Software Development,Inc. WE Engineering [Rochester _ _._ _ _ 170412-C3 Rochester NY 14604 JW, Page 5 Duct Size Preview Room or Source Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act. Duct Duct Name Veloaty Velocity Factor L100 Loss Velocity Length Flow Flow Flow Size System 1 Supply Runouts Zone 1 1) 1-Bedroom 1-145.2SF(Bedroom TMDD 0 0 0.0003 008 0.00979 5093 1 60 144 144 6 2-Kitchen-82SF(Kitchen) TMDD 0 0 0.0003 008 0.00979 509.3 1 14 105 105 6 3-Bath 1-54SF(Bedroom 2, 0 0 0.0003 008 0.01145 5093 3 6 Bathroom 1) TMDD 0 0 00003 0.08 0.00819 343.8 6 18 50 50 4 4-Livinq Room-348SF Built-In 450 750 001 0.1 636.1 51 260 260 3--5 5-Bedroom 2-145 2SF Built-In 450 750 0.01 0.1 562.5 34 153 153 2--5 6-Bath 2-54SF(Wall Stack) TMDD 0 0 0.0003 008 0.0049 276 4 12 55 55 3x4 7-Bedroom 3-103.7SF Built-In 450 750 001 0.1 458.5 13 125 125 2--5 Other Ducts in System 1 Supply Main Trunk(Main) TMDD 0 0 0.0003 008 0.01677 660.2 2 353 353 353 7x11 Kitchen Main TMDD 0 0 00003 008 0.03433 486.4 10 130 130 130: 7 Bedroom Main TMDD 0 0 0.0003 0.08 0.05106 573 17 200 1 200 200 8 Supply Main TMDD 0 0 00003 0.08 0.01118 550.8 4 153 MM 153 5x8 Return TMDD 0 0 00003 0.08 0.03829 647.2 1 353 353 353 10 RR-100 TMDD 0, 0, 00003 , 0.08 0.01719 647.2 4 0=1 353 10 Summary System 1 Heatinq Flow: 204 Desiqn Friction Rate: 0.072 TEL Return: 82 Coolinq Flow•_ 893 Total Cumulative SP Loss: 0.135 TEL Supplv: 105 Fan ESP: 0.135 Device SP Loss: 0 TEL Total: 186.9 Fan SP Available: 0.135 Return Loss Added to Supply: 0.055 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-MA9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads . Elite Software Development,Inc: WE Engineering [Rochester 170412-C3 Rochester NY 14604 Page 6 Tabular Manual D Ductsize Data - Duct System 1 - Su 1 ---Duct Name,_etc. Type � , Rougtines&°, Diameters Velocity SPL.Duct Upstream Temperature: Width Loss/100 SPL:Fit Shape Length Height' Fit:Eq.Len:i SPL.Tot Sizing CFM Area SP.Avail: SPL.Cumul ---Duct Name: Kitchen Main, Fittings: 9-11-11, 8-A2, Effective Length: 54.6 Trunk 0.0003 7 486 0.006 Up: Supply Main 72 5.4 0.063 0.028 Rnd 10.0 7.7 44.6 0.034 Nearest Inch 130 18.3 0.017 0.118 ---Duct Name: Main, Fitting: 1-C, Effective Length: 19.7 Trunk 0.0003 9.5 660 0.002 Up: Fan 72 7 0.085 0.015 Rect 2.0 11 17.7 0.017 Nearest Inch 353 6 0.063 0.072 ---Duct Name: Bedroom Main, Fittings: 8-A2,9-H1, Effective Length: 71.4 Trunk 0.0003 8 573 0.012 Up: Main 72 6.2 0.072 0.039 Rnd 17.0 8.7 54.4 0.051 Nearest Inch 200 35.6 0.011 0.123 ---Duct Name: Bedroom 2, Supplies: Bath 1 -54SF, Fitting: 4-Y, Effective Length: 13.8 Runout 0.0003 6 509 0.002 Up: Bedroom Main 72 4.7 0.083 0.009 Rnd 3.0 6.6 10.8 0.011 Nearest Inch 100 4.7 0.000 0.135 ---Duct Name: Bedroom 1, Supplies: Bedroom 1 - 145.2SF, Fitting: 4-Y, Effective Length: 11.8 Runout 0.0003 6 509 0.001 Up: Bedroom Main 72 4.7 0.083 0.009 Rnd 1.0 6.6 10.8 0.010 Nearest Inch 100 1.6 0.002 0.133 ---Duct Name: Bathroom 1, Supplies: Bath 1 -54SF, Fitting: 4-Y, Effective Length: 12.0 Runout 0.0003 4 344 0.004 Up: Kitchen Main 72 3.1 0.068 0.004 Rnd - 6.0 4.4 6.0 0.008 Nearest Inch 30 6.3 0.009 0.126 ---Duct Name: Kitchen, Supplies: Kitchen-82SF, Fitting: 4-Y, Effective Length: 11.8 Runout 0.0003 6 509 0.001 Up: Kitchen Main 72 4.7 0.083 0.009 Rnd 1.0 6.6 10.8 0.010 Nearest Inch 100 1.6 0.007 0.128 ---Duct Name: Supply Main, Fittings: 9-A2, 12-Fl, Effective Length: 12.1 Trunk 0.0003 6.9 551 0.004 Up: Main 72 5 0.092 0.007 Rect 4.0 8 8.1 0.011 Nearest Inch 153 8.7 0.051 0.083 ---Duct Name:Wall Stack,Supplies: Bath 2-54SF, Fitting:4-Y, Effective Length: 8.7 Runout 0.0003 3.8 276 0.002 Up: Supply Main 72 3 0.057 0.003 Rect 4.0 4 4.7 0.005 Nearest Inch 23 4.7 0.046 0.088 P:\2017\17-0400\170412\Des-info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019,2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester.NY 14604 Page 7 Tabular Manual D Ductsize Data - Duct System 1 - Su 1 cont' ---Duct Name,etc. , Type Roughness ' Diameter Velocity, SPL.Duct Upstream Temperature,, Width Loss/100; SPL.Fit Shape Length Height', Fit.Eq.Len, SPL.Tot Sizing CFM Area SP.Avail', SPL.Cumul Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply,they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summa Number of active trunks: 4 Number of active runouts: 5 Total runout outlet airflow: 353 Main trunk airflow: 353 Largest trunk diameter: 9.5 Main Largest runout diameter: 6 Bedroom 2 Smallest trunk diameter: 6.9 Supply Main Smallest runout diameter: 3.8 Wall Stack Supply fan external static pressure: 0.135 Supply-fan device pressure losses: 0.000 Supply fan static pressure available: 0.135 Runout maximum cumulative static pressure loss: 0.135 Bedroom 2 Return loss added to supply: 0.055 Total effective length of return (ft.): 82.0 RRA 00 Total effective length of supply(ft.): 105.0 Bedroom 2 Overall total effective length (ft.): 186.9 RR-100 to Bedroom 2 Design overall friction rate per 100 ft.: 0.072 (Available SP x 100/TEL) System duct surface area(Scenario 1): 87.4 (Not linked to duct load) Total system duct surface area: 87.4 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 Page 8 Tabular Manual D Ductsize Data - Duct System 9 - Return ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width ` Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot SizingCFM Area SP.Avail SPL.Cumul ---Duct Name: Return, Fitting: 5-N, Effective Length: 56.6 Trunk 0.0003 10 647 0.001 Up: Fan 72 7.8 0.068 0.038 Rnd 1.0 10.9 55.6 0.038 Nearest Inch 353 2.6 -0.017 0.055 ---Duct Name: RR-100, Fitting: 4-Y, Effective Length: 25.4 Runout 0.0003 10 647 0.003 Up: Return 72 7.8 0.068 0.014 Rnd 4.0 10.9 21.4 0.017 Nearest Inch 353 10.5 0.000 0.017 Report Units: Pressure: in.wg, Duct lengths:feet, Duct sizes: inch,Airflow: CFM,Velocity:ft./min,Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summa Number of active trunks: 1 Number of active runouts: 1 Total runout outlet airflow: 353 Main trunk airflow: 353 Largest trunk diameter: 10 Return Largest runout diameter: 10 RR-100 Smallest trunk diameter: 10 Return Smallest runout diameter: 10 RR-100 Runout maximum cumulative static pressure loss: 0.017 RR-100 Return loss added to supply: 0.055 Total effective length of return (ft.): 82.0 RR-100 System duct surface area (Scenario 1): 13.1 (Not linked to duct load) Total system duct surface area: 13.1 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite-Software_ Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 Page 9 Total Building Summaly Loads Component Area Sen I Lat Sen i Total Description Quan Loss 11 Gain Gain Gain 1 D-cv-o: Glazing-Double pane, operable window, clear, 210 7,182 0 8,640 8,640 vinyl frame, U-value 0.57, SHGC 0.56 11 H: Door-Wood-Panel With Wood Storm, U-value 0.32 21 403 0 128 128 12B-3sw:Wall-Frame, R-11 insulation in 2 x 4 stud 739.1 3,502 0 729 729 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 16A-38-ad: Roof/Ceiling-Under Attic with Insulation on 495.8 772 0 812 812 Attic Floor(also use for Knee Walls and Partition Ceilings), unvented attic, no radiant barrier, R-38 insulation, dark asphalt, U-value 0.026 22C-5pm-c: Floor-Slab on grade, Horizontal board 49 3,337 0 0 0 insulation extends 4'under slab, carpet covering, R-5 insulation, passive, heavy dry or light wet soil, U- value 1.135 Subtotals for structure: 15,196 0 10,309 10,309 People: 4 800 920 1,720 Equipment: 358 6,908 7,266 Lighting: 420 1,432 1,432 Ductwork: 0 0 0 0 Infiltration:Winter CFM: 7, Summer CFM: 0 446 0 0 0 Ventilation:Winter CFM: 75, Summer CFM: 75 4,938 1,535 658 2,194 Exhaust:Winter CFM: 60, Summer CFM: 60 AED Excursion: 0 0 37 37 Total Building Load Totals: 20,580 2,693 20,265 22,958 Check Figures Total Building Supply CFM: 893 CFM Per Square ft.: 1.138 Square ft. of Room Area: 785 Square ft. Per Ton: 410 Volume(ft3): 8,227 FBuildinq Loads Total Heating Required Including Ventilation Air: 20,580 Btuh' 20.580 MBH Total Sensible Gain: 20,265 Btuh 88 % Total Latent Gain: 2,693 Btuh 12 % Total Cooling Required Including Ventilation Air: 22,958 Btuh 1.91 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-C3 Rochester,NY 14604 Page 10 Buildinq Pie Chart Floor 16% Ventilation 24% Roof 4% Infiltration 2% Door 2% Wall 17% Glass 35% Roof 4% AED Excursion 0% Wall 3% Ventilation 10% Lighting 6% Glass 38% Equipment 32% Door 1% People 7% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial_HVAC Loads _E_lite S_o_ftware Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 Pae 11 Manual S Performance Data - System 1 - 170412 - C3 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 20.265 Outdoor Wet Bulb: 71 Latent Gain:- 2.693 Indoor Dry Bulb: 75 Total Gain: 22.958 Indoor RH: 50 Load SHR: 0.88 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 20.580 Indoor Dry-Bulb: 70 Entering Dry Bulb: 47.9 Indoor RH: 30 Supply Airflow: 204 Equipment Performance Data at System Design Conditions Cooling: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH+ASU7RLF1+ARU9RLF, Nominal Capacity: 22.000, Manufacturer: Fujitsu Interpolation Results: Percent Load of Load Sensible Capacity: 0.000 20.265 0% Latent Capacity: 0.000 2.693 0% Total Capacity: 0.000 22.958 0% Heating: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity:22.000, Manufacturer: Fujitus Results: Percent Load of Load Heating Capacity: 22.000 20.580 107% P:\2417\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC.Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-C3 Rochester NY 14604 Pae 12 Detailed Room Loads - Room 1 - Bedroom 1 - 145.2SF Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 13.5 ft. System Number: 1 Room Width: 10.8 ft. Zone Number: 1 Area: 145.8 sq.ft. Supply Air: 144 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 7.2 AC/hr Volume: 1,196 cu.ft. Req.Vent. Clg:- '0 CFM Number of Registers: 1 Actual Winter Vent.: 22 CFM Percent of Supply.: 15 % Actual Summer Vent.: 12 CFM Percent of Supply: 8 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg" Sen Clg LatSen Description Quantity Value HTM Loss' HTM% Gain Gain E-Wall-1213-3sw 12 X 8.2 83.4 0.079 4.7 395 1.0 0 82 N -Wall-12B-3sw 13.5 X 8.2 80.7 0.079 4.7 383 1.0 0 80 W-Wall-12B-3sw 4 X 8.2 32.8 0.079 4.7 155 1.0 0 32 E-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 N -GIs-1 D-cv-o shgc-0.56 100%S 30 0.570 34.2 1,026 15.4 0 462 (2) Floor-22C-5pm 30 ft..Per. 30 1.135 68.1 27043 _ _ 0_0 0 0 Subtotals for Structure: 4,515 0 1,517 Infil.:Win.: 1.7, Sum.: 0.0 242 0.459 111 0.000 0 0 AED Excursion: 6 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: 56 Y 191 Room Totals: 4,626 200 3,165 E ui ment Cooling Loads Cont.,, Cont. . Output' Output' Avg. Pct Sens. Lat. Sens. ' Lat. In-Use Used Load Load Item Name Btuh_,- Btuh Output /Hour - Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor____ ______ _ __ _ _ _ 1536 0 __35______ 100_______538. _ ___0__ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM r I 'Rhvac-Residential&Light Commercial HVAC Loads Elite Software.Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 Page 13 Detailed Room Loads - Room 2 - Kitchen -82SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 . Room Width: 8.0 ft. Zone Number: 1 Area: 80.0 sq.ft. Supply Air: 105 CFM Ceiling Height: 8.2 ,ft. Supply Air Changes: 9.6 AC/hr Volume: 656 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 5 CFM Percent of Supply.: 5 % Actual Summer Vent.: 9 CFM Percent of Supply: 8 % Actual Winter Infil.: 1 CFM Actual Summer Infil.: 0 CFM �'Item Area -U-`. Htg" ' Sen:' Clg p;. Lat Sen Descrlption Quantity . Value, HTM Loss,i HTM Gain .Gain E-Wall-126-3sw 10 X 8.2 82 0.079 4.7 389 1.0 0 81 Floor-22C-5pm 10 ft..Per. 10 1.135 68.1 __- 681 0.0 0 _ 0 Subtotals for'Structure: 1,070 0 81 Infil.:Win.: 0.6, Sum.: 0.0 82 0.463 38 0.000 0 0 AED Excursion: 4 Equipment: 358 2,024 Lighting_ 56 ___-- - --____-- -- _--- -___-- 191 Room Totals: 1,108 358 2,300 E ui ment Cooling Loads Cont. Cont., t Output Output,1 Avg. Pct Sens. Lat. Sens. Lat. In-Use;, Used;, Load' Load Item Name Btuh i' Btuh 'Output,' /Hour:'2 Btuh' Btuh Cooking range with hood-four burners on high heat 0 0 100 100 0 0 Dishwasher 4096 1433 100 25 1024 358 Refrigerator or freezer_- 16 cubic feet__- _ 1000 _-_ 0 100_ -_ 100 1000 0 Total 2024 358 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering l Rochester 170412-C3 Rochester NY 14604 0 Pae 14 Detailed Room Loads - Room 3 - Bath 1 - 54SF Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.5 ft. System Number: 1 Room Width: 8.5 ft. Zone Number: 1 Area: 63.8 sq.ft. Supply Air: 50 CFM Ceiling Height: '8.2 ft. Supply Air Changes: 5.8 AC/hr Volume: 523 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 7 CFM Percent of Supply.: 13 % Actual Summer Vent.: 4 CFM Percent of Supply: 8 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM. Loss HTM= Gain Gain E-Wall-1213-3sw 8.5 X 8.2 54.7 0.079 4.7 259 1.0 0 54 E-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 Floor-22C-5pm 9 ft..Per. _ 9 1.135 _68.1613 0.0 0 0 Subtotals for Structure: 1,385 0 915 Infil.:Win.: 0.5, Sum.: 0.0 70 0.459 32 0.000 0 0 AED Excursion: 2 Lighting: 56 _ _ 191 Room Totals: 1,417 0 1,108 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019,2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite_ Software Development,Inc. WE Engineering [.Rochester 170412-C3 Rochester NY 14604 Pa a 15 Detailed Room Loads - Room 4 - Living Room - 348SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 13.5 ft. System Number: 1 Room Width: 13.5 ft. Zone Number: 1 Area: 182.3 sq.ft. Supply Air: 260 CFM Ceiling Height: 18.0 ft. Supply Air Changes: 4.8 AC/hr Volume: 3,281 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 19 CFM Runout Air: 87 CFM Percent of Supply.: 7 % Runout Duct Size: 5 in. Actual Summer Vent.: 22 CFM Runout Air Velocity: 636 ft./min. Percent of Supply: 8 % Runout Air Velocity: 636 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.332 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item `Area = -U-, Htg! Sen Clg i Lat Sen Descri` tion Quanti Value;i HTM-F- Loss HTM q Gain Gain E-Wall-12B-3sw 13.5 X 8.2 65.7 0.079 4.7 311 1.0 0 65 S-Wall-1213-3sw 13.5 X 8.2 59.7 0.079 4.7 283 1.0 0 59 S-Door-11 H 3X 7 21 0.320 19.2 403 6.1 0 128 E-GIs-1 D-cv-o shgc-0.56 0%S (3) 45 0.570 34.2 1,539 57.4 0 2,583 S-GIs-1D-cv-o shgc-0.56 0%S (2) 30 0.570 34.2 1,026 27.6 0 828 UP-Ceil-16A-38 13.5 X 13.5 182.2 0.026 1.6 284 1.6 0 299 Subtotals for Structure: 3,846 0 3,962 Infil.:Win.: 1.5, Sum.: 0.0 221 0.461 102 0.000 0 0 AED Excursion: 11 People: 200 lat/per, 230 sen/per: 1 200 230, Equipment: 0 1,221 Lighting:— — — 84 -- - --_ _286 Room Totals: 3,948 200 5,710 Equipment Coolin Loads Cont. Cont. Output„ Output .Avg,.!, Pet': Sens. Lat. Sens.• Lat. fn-Use Used Load, Load Item Name ;' Btuh Btuh; r Output /Hour' Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor__ _ ._ _ _ _ _ _ 1.536_ 0 35_ .__ _ 100-_- _ _ 538 __ ____ 0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 ��1� Pae 16 Detailed Room Loads - Room 5 - Bedroom 2 - ,145.2SF (Average Load Procedure) General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 13.5 ft. System Number: 1 Room Width: 10.8 ft. Zone Number: 1 Area: 145.8 sq.ft. Supply Air: 153 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 7.7 AC/hr Volume: 1,196 cu.ft. Req.Vent. Cig: 0 CFM Number of Registers: 2 Actual Winter Vent.: 13 CFM Runout Air: 77 CFM Percent of Supply.: 8 % Runout Duct Size: 5 in. Actual Summer Vent.: 13 CFM Runout Air Velocity: 562 ft./min. Percent of Supply: 8 % Runout Air Velocity: 562 ft./min. Actual Winter Infil.: 1 CFM Actual Loss: 0.260 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item Area, _U_' Htg Sen Cig Lat Sen Description, Quantity Value HTM, Loss' HTM Gain Gain E-Wall-126-3sw 13.8 X 8.2 98.2 0.079 4.7 465 1.0 0 97 N -Wall-1213-3sw 11 X 8.2 60.2 0.079 4.7 285 1.0 0 59 E-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 N -GIs-1D-cv-o shgc-0.56 100%S 30 0.570 34.2 1,026 15.4 0 462 (2) UP-Ceil-16A-38 13.5 X 10.8 145.8 0.026 1.6 227 1.6 0 239 Subtotals for Structure: 2,516 0 1,718 Infil.:Win.: 1.4, Sum.: 0.0 203 0.457 93 0.000 0 0 AED Excursion: 6 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting: 56 191__ Room Totals: 2,609 200 3,366 Equipment ment Coolin Loads Cont. Cont.', Output Output Avg. -Pct Sens. Lat. Sens., Lat. In-Use Used Load Load Item Name Btuh' Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor--------- _ _ 1536 0 35 _ _100 ______538__ _____ __0_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering I Rochester 170412-C3 Rochester NY 14604 Pae 17 Detailed Room Loads - Room 6 - Bath 2 - 54SF Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.5 ft. System Number: 1 Room Width: 8.5 ft. Zone Number: 1 Area: 63.8 sq.ft. Supply Air: 55 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 6.3 AC/hr Volume: 523 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 4 CFM Percent of Supply.: 8 % Actual Summer Vent.: 5 CFM Percent of Supply: 8 '% Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg' Sen . Clg,i Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E-Wall-12B-3sw 8.5 X 8.2 54.7 0.079 4.7 259 1.0 0 54 E-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 UP-Ceil-16A-38 7.5 X 8.5 63.8 0.026 1.6 99 1.6 0 104 Subtotals for Structure: 871 0 1,019 Infil.:Win.: 0.5, Sum.: 0.0 70 0.459 32 0.000 0 0 AED Excursion: 2 Lighting______ ` 56 __ _ 191 Room Totals: 903 0 1,212 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09,2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC_Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 0 Pae 18 Detailed Room Loads - Room 7 - Bedroom 3 - 103.7SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 11.3 ft. System Number: 1 Room Width: 9.2 ft. Zone Number: 1 Area: 104.0 sq.ft. Supply Air: 125 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 8.8 AC/hr Volume: 853 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 5 CFM Runout Air: 63 CFM Percent of Supply.: 4 % Runout Duct Size: 5 in. Actual Summer Vent.: 10 CFM Runout Air Velocity: 459 ft./min. Percent of Supply: 8 % Runout Air Velocity: 459 ft./min. Actual Winter Infil.: 1 CFM Actual Loss: 0.174 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item Area -U- Htg, Sen Clg' Lat Sen Description Quantity Value' HTM, Loss HTM_ Gain Gain E-Wall-12B-3sw 10 X 8.2 67 0.079 4.7 318 1.0 0 66 E-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 UP-Ceil-16A-38 11.3 X 9.2 104 0.026 1.6 162 1.6 0 170 Subtotals for Structure: 993 0 1,097 Infil.:Win.: 0.6, Sum.: 0.0 82 0.463 38 0.000 0 0 AED Excursion: 5 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 1,221 Lighting;------ --- -- - - -- -- 56 --- --- --- -- ----- ----- ---- —-191 Room Totals: 1,031 200 2,744 Equipment Coolin Loads Cont. Cont. Output Output Avg. Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor -__ _ _ _ _ _ _ _ _1536 _ 0 _ _35 100 _ __538_____-_-_ 0- Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday,July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester J 170412-C3 Rochester NY 14604 Pa a 19 System 1 Room Load Summary Htg; Min Run Run Cig Clg Min, Act Room Area Sens Htg Duct, Duct Sens ' Lat Clg Sys No, Name SF Btuh; CFM Size Vel Btuh', Btuh P CFM's CFM ---Zone 1--- 1 Bedroom 1 - 146 4,626 60 6 - 3,165 200 144 144 145.2SF 2 Kitchen-82SF 80 1,108 14 6 - 2,300 358 105 105 3 Bath 1 -54SF 64 1,417 18 6,4 - 1,108 0 50 50 4 Living Room- 182 3,948 51 '3-5 636 5,710 200 260 260 348SF 5 Bedroom 2- 146 2,609 34 12-5 562 3,366 200 153 153 145.2SF 6 Bath 2-54SF 64 903 12 3x4 - 1,212 0 55 55 7 Bedroom 3- 104 1,031 13 12-5 459 2,744 200 125 125 103.7SF Ventilation _4,938 _ 6581,535 System 1 total _ __._785 20,580 _ 204_ 20,265 2,693 893 _893 System 1 Main Trunk Size: 7x11 in. Velocity: 660 ft./min Loss per 100 ft.: 0.085 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summa Cooling' Sensible/Latent Sensible' Latent Total f: Tons Split Btuh Btuh Btuh Net Required: 1.91 88%/12% 20,265 2,693 22,958 Actual: 1.83 75%/25% 16,500 5,500 22,000 Equipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU24RLXFZH AOU24RLXFZJ Indoor Model: ASU7RLF1+ARU9RLF Brand: Hyclon Hyclon Efficiency: 9.65 HSPF 19 SEER Sound: 0 0 Capacity: 22,000 Btuh 22,000 Btuh Sensible Capacity: n/a 16,500 Btuh Latent Capacity: n/a 5,500 Btuh AHRI Reference No.: n/a 8063925 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Y 170412 - C3 HVAC Load Calculations for VA IWAC L Prepared By: Tuesday,July 09,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester. NY 14604 Page 2 Project Report General Project Information Project Title: 170412 -C3 Project Date: Monday, September 24, 2018 Desi n Data Reference City: Suffolk County AFB, New York Building Orientation: House faces North Daily Temperature Range: Medium Latitude 40 Degrees Elevation: 67 ft Altitude Factor: 0.998 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 10 9 n/a n/a 70 n/a Summer: 83 71 56% 50% 75 30 Check Figures Total Building Supply CFM: 893 CFM Per Square ft.: 1 138 Square ft. of Room Area: 785 Square ft. Per Ton: 410 Volume (ft'): 8,227 FBuilding Loads Total Heating Required Including Ventilation Air 20,580 Btuh 20.580 MBH Total Sensible Gain: 20,265 Btuh 88 % Total Latent Gain: 2,693 Btuh 12 % Total Cooling Required Including Ventilation Air: 22,958 Btuh 1.91 Tons (Based On Sensible+ Latent) Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 Pa e 3 Miscellaneous Report System 1 170412-C3 Outdoor Outdoor ' Outdoor Indoor Indoor Grains Input Data Dry Bulb *Wet Bulb ; Rel.Hum ReI.HUm DrV Bulb Difference Winter: 10 9 80% n/a 70 n/a Summer: 83 71 56% 50% 75 30.17 Duct Sizing inputs 7771 Main Trunk Runou s Calculate Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 01000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft/min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified- 0.120 AC/hr 0.060 AC/hr -- __---- - --- -- — 16_ CFM -— --- ---- 8_ CFM - Infiltration Actual: 0.049 AC/hr 0.000 AC/hr Above Grade Volume: X 8.227 Cu.ft. X 8.227 Cu.ft. 406 Cu.ft./hr 0 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 7 CFM 0 CFM Total Building Ventilation: 75 CFM 75 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 8.78 = (1.10 X 0.998 X 8.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 20.47 = (0.68 X 0.998 X 30.17 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier• 65.84 = (1 10 X 0.998 X 60.00 Winter Temp. Difference) Winter Infiltration Specified: 0.120 AC/hr(16 CFM), Construction: Tight Summer Infiltration Specified: 0.060 AC/hr(8 CFM), Construction: Tight P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial'HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 Pa e 4 Load Preview Report Net ft Sys Sys Sys Z Sen Lat Net Sen Htg Clg Act Duct Scope Ton lion Area Gain Gain Gain Loss Size CFM CFM CFM Budding 1.91 410 785 20,265 2,693 22,958 20,580 204 893 893 System 1 191 410 785 20,265 2,693 22,958 20,580 204• 893. 893 7x11 Ventilation 658 1,535 2,194 4,938 Zone1 785 19,607 1,158 20,765 15,642 204 893 893 1-Bedroom 1-145.2SF 146 3,165 200 3,365 4,626 60 144 144 6 2-Kitchen-82SF 80 2,300 358 2,658 1,108 14 105 105 6 3-Bath1-54SF 64 1,108 0 1,108 1,417 18 50, 50 6,4 4-Living Room-348SF 182 5,710 200 5,910 3,948 51, 260 260 Not TMDD: 3--5 5-Bedroom 2-145.2SF 146 3,366 - 200 3,566 2,609 34, 153 153 Not TMDD: 2--5 6-Bath 2-54SF 64 1,212 0 1,212 903 12, 55: 55 3x4 7-Bedroom 3-103 7SF 104 2,744 200 2,944 1,031 13 125. 125 Not TMDD. 2--5 PA2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 Pae 5 Duct Size Preview Room or Source Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act. Duct Duct Name I Velocity Velocity Factor U100 Loss Velocity Length Flow Flow Flow Size System 1 Supply Runo_uts Zone 1 1) 1-Bedroom 1-145 2SF(Bedroom TMDD 0 0 00003 008 0.00979 509.3, 1 60 1 4 144 6 2-Kitchen-82SF(Kitchen) TMDD 0 0 00003 008 0.00979 509.3 1 14 105 105 6 3-Bath 1-54SF(Bedroom 2, 0 0 00003 008 0.01145 509.3 3 6 Bathroom 1) TMDD 0 0 00003 008 0.00819 343.8 6 18 50 50 4 4-Living Room-348SF Built-In 450 750 001 01 6361 51 260 260 3--5 5-Bedroom 2-145.2SF Built-In 450 750 0.01 0.1 562.5 34 jM 153 2--5 6-Bath 2-54SF(Wall Stack) TMDD 0 0 00003 008 00049 276 4 12 M 55 3x4 7-Bedroom 3-103 7SF Built-In 450 750 0.01 0.1 458.5 f 13 125 125 2--5 Other Ducts in System 1 Supply Main Trunk(Main) TMDD 0 0 00003 008 0:01677 6602 2 353 353 353, 7x11 Kitchen Main TMDD 0 0 00003 008 0.03433 486.4 10 130 jM 130, 7 Bedroom Main TMDD 0 0 0.0003 008 0.05106 573 17 200 SM 200 8 Supply Main TMDD 0 0 00003 0.08 0.01118 550.8 4 153 MM 153, 5x8 Return TMDD 0 0 00003 0.08 0.03829 647.2 1 353 353 353 10 RR-100 TMDD 0 0 0.0003 0.08 0.01719 647.2' 4 0 0 353 10 Summary System 1 Heatinq Flow: 204 Desiqn Friction Rate: 0.072 TEL Return: 82 Cooling Flow: 893 Total Cumulative S_P Loss: 0.135 TEL Supplv: 105 Fan ESP: 0.135 Device SP Loss: 0 TEL Total: 186.9 Fan SP Available: 0.135 Return Loss Added to Supply: 0.055 PA2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochestert' 170412-C3 Rochester NY 14604 Pacie 6 Tabular Manual D Ductsize Data - Duct System 1 - Su 1 ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: Kitchen Main, Fittings: 9-1-111, 8-A2, Effective Length: 54.6 Trunk 00003 7 486 0.006 Up Supply Main 72 5.4 0 063 0.028 Rnd 10.0 7.7 44.6 0.034 Nearest Inch 130 18.3 0 017 0.118 ---Duct Name: Main, Fitting: 1-C, Effective Length: 19.7 Trunk 0.0003 9.5 660 0.002 Up: Fan 72 7 0.085 0 015 Rect 2.0 11 17.7 0.017 Nearest Inch 353 6 0.063 0.072 ---Duct Name: Bedroom Main, Fittings: 8-A2,9-1-11, Effective Length: 71.4 Trunk 00003 8 573 0.012 Up: Main 72 6.2 0.072 0.039 Rnd 17.0 8.7 54.4 0.051 Nearest Inch 200 35.6 0.011 0.123 ---Duct Name: Bedroom 2,Supplies: Bath 1 -54SF, Fitting:4-Y, Effective Length: 13.8 Runout 0.0003 6 509 0 002 Up: Bedroom Main 72 4.7 0.083 0.009 Rnd 3.0 6.6 10.8 0.011 Nearest Inch 100 4 7 0.000 0.135 ---Duct Name: Bedroom 1, Supplies: Bedroom 1 -145.2SF, Fitting:4-Y, Effective Length: 11.8 Runout 0.0003 6 509 0.001 Up: Bedroom Main 72 4.7 0.083 0.009 Rnd 1 0 6.6 10.8 0.010 Nearest Inch 100 1.6 0.002 0.133 ---Duct Name: Bathroom 1,Supplies: Bath 1 -54SF, Fitting: 4-Y, Effective Length: 12.0 Runout 0.0003 4 344 0.004 Up: Kitchen Main 72 3.1 0.068 0 004 Rnd 6.0 4.4 6.0 0 008 Nearest Inch 30 6.3 0.009 0 126 ---Duct Name: Kitchen, Supplies: Kitchen -82SF, Fitting:4-Y, Effective Length: 11.8 Runout 00003 6 509 0.001 Up: Kitchen Main 72 4.7 0.083 0.009 Rnd 1 0 6.6 10.8 0.010 Nearest Inch 100 1.6 0.007 0 128 ---Duct Name: Supply Main, Fittings: 9-A2, 12-Fl, Effective Length: 12.1 Trunk 0.0003 6.9 551 0.004 Up. Main 72 5 0.092 0.007 Rect 4.0 8 8.1 0 011 Nearest Inch 153 8.7 0.051 0.083 ---Duct Name:Wall Stack,Supplies: Bath 2 -54SF, Fitting:4-Y, Effective Length: 8.7 Runout 0.0003 3.8 276 0.002 Up: Supply Main 72 3 0 057 0.003 Rect 4 0 4 4.7 0 005 Nearest Inch 23 4.7 0.046 0 088 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 Pae 7 Tabular Manual D Ductsize Data - Duct System 1 - Supply cont'd ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avad° SPL.Cumul Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch,Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summa, Number of active trunks: 4 Number of active runouts: 5 Total runout outlet airflow: 353 Main trunk airflow: 353 Largest trunk diameter: 9.5 Main Largest runout diameter: 6 Bedroom 2 Smallest trunk diameter 6.9 Supply Main Smallest runout diameter: 3.8 Wall Stack Supply fan external static pressure: 0.135 Supply fan device pressure losses: 0.000 Supply fan static pressure available: 0.135 Runout maximum cumulative static pressure loss: 0.135 Bedroom 2 Return loss added to supply: 0.055 Total effective length of return (ft.): 82.0 RRA 00 Total effective length of supply(ft.): 105.0 Bedroom 2 Overall total effective length (ft.): 186.9 RRA 00 to Bedroom 2 Design overall friction rate per 100 ft.: 0.072 (Available SP x 100/TEL) System duct surface area(Scenario 1): 87.4 (Not linked to duct load) Total system duct surface area: 87.4 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 111110 Pae 8 Tabular Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: Return, Fitting: 5-N, Effective Length: 56.6 Trunk 0.0003 10 647 0.001 Up: Fan 72 78 0 068 0.038 Rnd 1.0 10.9 55.6 0.038 Nearest Inch 353 2.6 -0.017 0.055 ---Duct Name: RR-100, Fitting: 4-Y, Effective Length: 25.4 Runout 00003 10 647 0.003 Up: Return 72 7.8 0.068 0.014 Rnd 4.0 109 21.4 0.017 Nearest Inch 353 10.5 0 000 0.017 Report Units: Pressure: in.wg, Duct lengths feet, Duct sizes: inch,Airflow: CFM, Velocity: ft./min, Temperature- F Notes, Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. m—mary Number of active trunks: 1 Number of active runouts. 1 Total runout outlet airflow: 353 Main trunk airflow: 353 Largest trunk diameter: 10 Return Largest runout diameter. 10 RR-100 Smallest trunk diameter: 10 Return Smallest runout diameter: 10 RR-100 Runout maximum cumulative static pressure loss. 0.017 RRA 00 Return loss added to supply- 0.055 Total effective length of return (ft.): 82.0 RRA 00 System duct surface area(Scenario 1): 13.1 (Not linked to duct load) Total system duct surface area: 13.1 Notes Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P.\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3 rh9 Tuesday, July 09, 2019, 2 54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604: Page 9 Total Building SummaT Loads Component' Area Sen Lat°' Sen Total Description Quan Loss Gain Gain Gain 1 D-cv-o: Glazing-Double pane, operable window, clear, 210 7,182 0 8,640 8,640 vinyl frame, U-value 0.57, SHGC 0.56 11 H: Door-Wood-Panel With Wood Storm, U-value 0.32 21 403 0 128 128 12B-3sw: Wall-Frame, R-11 insulation in 2 x 4 stud 739.1 3,502 0 729 729 cavity, R-3 board insulation, siding finish,wood studs, U-value 0.079 16A-38-ad: Roof/Ceiling-Under Attic with Insulation on' 495.8 772 0 812 812 Attic Floor(also use for Knee Walls and Partition Ceilings), unvented attic, no radiant barrier, R-38 insulation, dark asphalt, U-value 0.026 22C-5pm-c: Floor-Slab on grade, Horizontal board 49 3,337 0 0 0 insulation extends 4' under slab, carpet covering, R-5 insulation, passive, heavy dry or light wet soil, U- value 1.135 Subtotals for structure: 15,196 0 10,309 10,309 People: 4 800 920 1,720 Equipment: 358 6,908 7,266 Lighting: 420 1,432 1,432 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 7, Summer CFM. 0 446 0 0 0 Ventilation: Winter CFM. 75, Summer CFM: 75 4,938 1,535 658 2,194 Exhaust: Winter CFM: 60, Summer CFM. 60 AED Excursion. 0 0 37 37 Total Building Load Totals: 20,580 2,693 20,265 22,958 Check Fi ures Total Building Supply CFM- 893 CFM Per Square ft.: 1.138 Square ft. of Room Area: 785 Square ft. Per Ton: 410 Volume(ft'): 8,227 [—Bu7ii-ding Loads Total Heating Required Including Ventilation Air: 20,580 Btuh 20.580 MBH Total Sensible Gain: 20,265 Btuh 88 % Total Latent Gain: 2,693 Btuh 12 % Total Cooling Required Including Ventilation Air: 22,958 Btuh 1.91 Tons (Based On Sensible+ Latent) Notes " Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-C3 Rochester NY 14604 Pae 10 Building Pie Chart Floor 16% Ventilation 24% Roof 4% Infiltration 2% Door 2% Wall 17% Glass 35% Roof 4% AED Excursion 0% Wall 3% Ventilation 10% Lighting 6% Glass 38% Equipment 32% Door 1% People 7% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412 -C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 10 Pae 11 Manual S Performance Data - System 1 - 170412 - C3 Loads and Design Conditions Cooling: Outdoor Dry Bulb: 0 Sensible Gain: 20.265 Outdoor Wet Bulb: 71 Latent Gain: 2.693 Indoor Dry Bulb: 75 Total Gain: 22.958 Indoor RH: 50 Load SHR: 0.88 Supply Airflow: 0 Entering Dry Bulb: 0 Entering Wet Bulb: 0 Heating: Outdoor Dry Bulb: 10 Sensible Loss: 20.580 Indoor Dry Bulb: 70 Entering Dry Bulb: 47.9 Indoor RH: 30 Supply Airflow: 204 Equipment Performance Data at System Design Conditions Cooling: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH+ASU7RLF1+ARU9RLF, Nominal Capacity: 22.000, Manufacturer: Fujitsu Interpolation Results: Percent Load of Load Sensible Capacity: 0.000 20.265 0% Latent Capacity: 0.000 2.693 0% Total Capacity: 0.000 22.958 0% Heating: Model Type:Air Source Heat Pump, Model:AOU24RLXFZH, Nominal Capacity: 22.000, Manufacturer: Fujitus Results: Percent Load o Loa Heating Capacity: 22.000 20.580 107% P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:5,4 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 m Pae 12 Detailed Room Loads - Room 1 - Bedroom 1 - 145.2SF Average Load Procedure General Calculation Mode: Htg &clg Occurrences: 1 Room Length. 135 ft. System Number: 1 Room Width: 10.8 ft. Zone Number: 1 Area: 145.8 sq.ft. Supply Air: 144 CFM Ceiling Height 8.2 ft. Supply Air Changes: 7.2 AC/hr Volume: 1,196 cu.ft. Req. Vent Clg 0 CFM Number of Registers: 1 Actual Winter Vent.: 22 CFM Percent of Supply.: 15 % Actual Summer Vent.. 12 CFM Percent of Supply: 8 % Actual Winter Infil.: 2 CFM Actual Summer Infil.- 0 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E-Wall-12B-3sw 12 X 8.2 83.4 0 079 47 395 1.0 0 82 N -Wall-12B-3sw 13.5 X 8.2 80.7 0 079 47 383 1.0 0 80 W-Wall-1 2 B-3sw 4 X 8.2 32.8 0.079 4.7 155 1.0 0 32 E-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 N -GIs-1 D-cv-o shgc-0 56 100%S 30 0.570 34.2 1,026 15.4 0 462 (2) Floor-22C-5pm 30 ft..Per. 30 1.135 68.1 2,043 0.0 0 0 Subtotals for Structure: 4,515 0 1,517 Infil.: Win • 1 7, Sum.: 0 0 242 0.459 111 0 000 0 0 AED Excursion: 6 People: 200 [at/per, 230 sen/per 1 200 230 Equipment: 0 1,221 Lighting---=--- ------ ----- 56 -- ---- ------ ---- --191 Room Totals: 4,626 200 3,165 Equipment Coolin Loads Cont. Cont. Output Output Avg. Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and_monitor _ 1536_ —0_ ____ 35 _____l0_0 ____ 538 ___0_ Total 1221 0 P-\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. M/E Engineering [Rochester 170412-C3 Rochester NY 14604 Pae 13 Detailed Room Loads - Room 2 - Kitchen -82SF Average Load Procedure General Calculation Mode: Htg. &clg Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 8.0 ft. Zone Number: 1 Area: 80.0 sq.ft. Supply Air: 105 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 9.6 AC/hr Volume: 656 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 5 CFM Percent of Supply.: 5 % Actual Summer Vent.: 9 CFM Percent of Supply: 8 % Actual Winter Infil : 1 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg ° Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E-Wall-1213-3sw 10 X 8.2 82 0.079 4.7 389 1.0 0 81 Floor-22C-5pm 10 ft..Per. 10 1.135 68.1 681 0.0 0 0 Subtotals for Structure: 1,070 0 81 Infil.: Win.: 0.6, Sum.: 0.0 82 0.463 38 0.000 0 0 AED Excursion: 4 Equipment: 358 2,024 Lighting: 56 191 Room Totals: 1,108 358 2,300 E ui ment Cooling Loads Cont. Cont. Output Output Avg. Pct Sens. Lat. Sens Lat. In-Use Used Load Load Item Name lBtuh Btuh Output /Hour Btuh Btuh Cooking range with hood-four burners on high heat 0 0 100 100 0 0 Dishwasher 4096 1433 100 25 1024 358 Refrigerator or freezer- 16 cubic feet _ 1000 0 100 100 1000 0_ Total 2024 358 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3 rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 Pae 14 Detailed Room Loads - Room 3 - Bath 1 - 54SF Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 7.5 ft. System Number: 1 Room Width: 8.5 ft. Zone Number: 1 Area: 63.8 sq.ft. Supply Air: 50 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 5.8 AC/hr Volume 523 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 7 CFM Percent of Supply.: 13 % Actual Summer Vent.: 4 CFM Percent of Supply: 8 % Actual Winter Infil. 0 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E-Wall-12B-3sw 8.5 X 8.2 547 0.079 4.7 259 1.0 0 54 E-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 Floor-22C-5..m 9 ft..Per. _ 9 1.135 68.1 613 0.0 0 0 Subtotals for Structure: 1,385 0 915 Infil.: Win.: 0.5, Sum.: 0.0 70 0.459 32 0.000 0 0 AED Excursion: 2 Lighting 56 191 Room Totals: 1,417 0 1,108 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 Pae 15 Detailed Room Loads - Room 4 - Living Room - 348SF Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences: 1 Room Length: 13.5 ft. System Number: , 1 Room Width: 13.5 ft. Zone Number: 1 Area: 182.3 sq.ft. Supply Air: 260 CFM Ceiling Height- 18.0 ft. Supply Air Changes: 4.8 AC/hr Volume: 3,281 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 19 CFM Runout Air: 87 CFM Percent of Supply.- 7 % Runout Duct Size: 5 in. Actual Summer Vent.: 22 CFM Runout Air Velocity: 636 ft./min. Percent of Supply: 8 % Runout Air Velocity: 636 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.332 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E-Wall-12B-3sw 13 5 X 8.2 65.7 0.079 4.7 311 1.0 0 65. S-Wall-12B-3sw 13.5 X 8.2 59.7 0.079 4.7 283 1.0 0 59 S-Door-11 H 3 X 7 21 0.320 19.2 403 6.1 0 128 E-GIs-1 D-cv-o shgc-0.56 0%S (3) 45 0.570 342 1,539 57.4 0 2,583 S-GIs-1 D-cv-o shgc-0.56 0%S (2) 30 0 570 34.2 1,026 27.6 0 828 UP-Ceil-16A-38 13.5 X 13.5 182.2 0.026 1.6 284 1.6 0 299 Subtotals for Structure: 3,846 0 3,962 Infil.: Win.: 1.5, Sum.: 0.0 221 0.461 102 0.000 0 0 AED Excursion: 11 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment- 0 1,221 Lighting: 84 286 Room Totals: 3,948 200 5,710 Equipment Coolin Loads Cont. Cont. Output Output Avg. Pct Sens. Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh . Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor _. _ 1536 0________ 35____,_100____ 5380 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester NY 14604 im Pae 16 Detailed Room Loads - Room 5 - Bedroom 2 - 145.2SF (Average Load Procedure General Calculation Mode. Htg. &clg. Occurrences: 1 Room Length 135 ft. System Number: 1 Room Width: 10.8 ft. Zone Number: 1 Area: 145.8 sq.ft. Supply Air: 153 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 7.7 AC/hr Volume- 1,196 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 13 CFM Runout Air. 77 CFM Percent of Supply.: 8 % Runout Duct Size: 5 in. Actual Summer Vent.: 13 CFM Runout Air Velocity- 562 ft./min. Percent of Supply: 8 % Runout Air Velocity: 562 ft./min. Actual Winter Infil.: 1 CFM Actual Loss: 0 260 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E-Wall-12B-3sw 13 8 X 8.2 98.2 0 079 4.7 465 1.0 0 97 N -Wall-12B-3sw 11 X 8.2 60.2 0.079 47 285 1.0 0 59 E-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 N -GIs-1 D-cv-o shgc-0.56 100%S 30 0.570 34.2 1,026 154 0 462 (2) UP-Ceil-161-38 13.5 X 10.8 1458 0 026 1.6 227 1.6 0 239 Subtotals for Structure: 2,516 0 1,718 Infil.: Win . 1.4, Sum. 0.0 203 0.457 93 0.000 0 0 AED Excursion: 6 People: 200 lat/per, 230 sen/per 1 200 230 Equipment: 0 1,221 Lighting: 56 191 Room Totals: 2,609 200 3,366 Equipment Coolin Loads Cont. Cont. Output Output Avg. Pct Sens Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor __ _ _ _1536 0 ___ _ 35 _ 100 _ _538 __ _ __ 0 Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2.54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering I Rochester 170412-C3 Rochester NY 14604 Pae 17 Detailed Room Loads - Room 6 - Bath 2 - 54SF (Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences. 1 Room Length: 7.5 ft. System Number: 1 Room Width: 8.5 ft. Zone Number 1 Area: 63.8 sq.ft. Supply Air 55 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 6.3 AC/hr Volume: 523 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 4 CFM Percent of Supply.: 8 % Actual Summer Vent.: 5 CFM Percent of Supply: 8 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -. -U- Htg Sen" Clg Lat, Sen Description Quantity Value HTM Loss HTM Gain Gain E-Wall-12B-3sw 8.5 X 8.2 54.7 0.079 4.7 259 1.0 0 54 E-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 57.4 0 861 UP-Ceil-16A-38 7.5 X 8.5 63.8 0.026 16 99 16 0 104 Subtotals for Structure: 871 0 1,019 Infil.: Win.: 0.5, Sum.: 0.0 70 0.459 32 0 000 0 0 AED Excursion: 2 Lighting: 56 191 Room Totals: 903 0 1,212 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads AdAL Elite Software Development,Inc. WE Engineering [Rochester 170412-C3 Rochester. NY 14604 IV Pae 18 Detailed Room Loads - Room 7 - Bedroom 3 - 103.7SF Average Load Procedure General Calculation Mode: Htg. &clg. Occurrences 1 Room Length: 11.3 ft. System Number: 1 Room Width: 9.2 ft. Zone Number: 1 Area: 104.0 sq.ft. Supply Air 125 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 8.8 AC/hr Volume: 853 cu.ft. Req.Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 5 CFM Runout Air: 63 CFM Percent of Supply.: 4 % Runout Duct Size: 5 in. Actual Summer Vent.: 10 CFM Runout Air Velocity: 459 ft/min. Percent of Supply: 8 % Runout Air Velocity: 459 ft./min. Actual Winter Infil.: 1 CFM Actual Loss: 0.174 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E-Wall-1213-3sw 10 X 8.2 67 0 079 4.7 318 1.0 0 66 E-GIs-1 D-cv-o shgc-0.56 0%S 15 0.570 34.2 513 574 0 861 UP-Ceil-16A-38 11 3 X 9.2 104 0.026 1.6 162 1.6 0 170 Subtotals for Structure: 993 0 1,097 Infil - Win.: 0 6, Sum.: 0.0 82 0.463 38 0.000 0 0 AED Excursion: 5 People: 200 lat/per, 230 sen/per. 1 200 230 Equipment: 0 1,221 Lighting_- - - -- - -- - 56 - --- - - --------- - -- - =--- ____ 191 Room Totals: 1,031 200 2,744 Equipment Coolin Loads Cont. Cont. Output Output Avg. Pct Sens Lat. Sens. Lat. In-Use Used Load Load Item Name Btuh Btuh Output /Hour Btuh Btuh Color television 683 0 100 100 683 0 Computer and monitor _ _ _ 1536035100__-_____538__-___ _0_ Total 1221 0 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3 rh9 Tuesday, July 09, 2019, 2:54 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. WE Engineering I Rochester 170412-C3 Rochester NY 14604 Pae 19 S stem 1 Room Load Summa Htg Min Run Run Clg Clg Min Act Room Area Sens, Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh,, CFM Size Vel Btuh _ Btuh CFM CFM ---Zone 1--- 1 Bedroom 1 - 146 4,626 60 6 - 3,165 200 144 144 145.2SF 2 Kitchen -82SF 80 1,108 14 6 - 2,300 358 105 105 3 Bath 1 -54SF 64 1,417 18 6,4 - 1,108 0 50 50 4 Living Room- 182 3,948 51 '3-5 636 5,710 200 260 260 348SF 5 Bedroom 2- 146 2,609 34 '2-5 562 3,366 200 153 153 145.2S F 6 Bath 2-54SF 64 903 12 3x4 - 1,212 0 55 55 7 Bedroom 3- 104 1,031 13 '2-5 459 2,744 200 125 125 _ 103.7SF ------- ---- ---- -- ---- — — Ventilation 4,938 658 1,535 ---- System 1_total 78520,580 _20420,265_ 2693 893 893 System 1 Main Trunk Size: 7x11 in. Velocity: 660 ft./min Loss per 100 ft.: 0.085 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summa Cooling` Sensible/Latent Sensible 'Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.91 88%/ 12% 20,265 2,693 22,958 Actual: 1.83 75%/25% 16,500 5,500 22,000 Equipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: AOU24RLXFZH AOU24RLXFZJ Indoor Model: ASU7RLF1+ARU9RLF Brand: Hyclon Hyclon Efficiency- 9.65 HSPF 19 SEER Sound: 0 0 Capacity: 22,000 Btuh 22,000 Btuh Sensible Capacity: n/a 16,500 Btuh Latent Capacity: n/a 5,500 Btuh AHRI Reference No.. n/a 8063925 P:\2017\17-0400\170412\Des-Info\hvac\Loads\170412-C3.rh9 Tuesday, July 09, 2019, 2:54 PM Nunemaker, Amanda From: Cummings, Brian A. Sent: Wednesday,July 31, 2019 12:00 PMj To: Nunemaker,Amanda Cc: Lanza, Heather;Terry, Mark; Don Wilcenski (dwilski78@gmail.com);Verity, Mike Subject: Vineyard View Building A Follow Up Flag: Follow up Flag Status: Flagged Amanda, The Planning Board reviewed the changes submitted in the construction drawings and approved those changes for Building A. To recap: 1. Building A- Front& Rear building elevations: _ a. Front elevation: Plan submitted for building permit shows two (2) less windows than approved. Each in the front living room/TV room of a two bedroom unit; and a swap of a door and window to create a double window in the front living room/TV room of the three bedroom unit. (all on the 1St floor)—this is okay with the Board. b. Rear elevation: Plan submitted for building permit shows the removal of a slider door and the addition of two(2) single full size windows on the 1St floor rear of three bedroom unit,within a bedroom—this is okay with the Board. 2. Building A- Left& Right elevations: a. Left& Right sides: Plans submitted for building permit show the decrease in size of four (4)windows (two on 1St floor,two on 2"d; one in kitchen and one in bathroom of two bedroom units)and the addition of two(2)full size windows on the 1St floor in the living room/TV room of two bedroom units— this is okay with the Board. Please let us know-if you need anything else. Thank you, Brian Brian A. Cummings,Town Planner 54375 NYS Route 25 P.O. Box 1179 Southold, NY 11971 (631)765-1938 1 l Nunemaker, Amanda From: Lanza, Heather Sent: Wednesday,July 24, 2019 10:36 AM To: Nunemaker,Amanda Subject: RE:Vineyard View I didn't get a chance to bring it up to the Board last Monday. I'll ask Brian to work on it and try and get an answer this week. Heather -----Original Message----- From: Nunemaker,Amanda Sent:Wednesday,July 24, 2019 9:26 AM To: Lanza, Heather<heather.Ianza@town.south old.ny.us> Subject: RE:Vineyard'View Hi Heather, Any idea when I will know whether or not the Planning'Board has approved the discrepancies for building type A? As you may recall,they approved the minor changes to buildings B&C.The minor changes for Building D were similar to buildings B&C,therefore you felt it was not necessary to present that building to the Board. Thank you for your assistance. Amanda -----Original Message----- From: Nunemaker,Amanda Sent:Tuesday,July 09,2019 3:08 PM To: Lanza, Heather Subject:Vineyard'View Hi Heather, Attached are the photos of the plans that were submitted for Building Type A. Please let me know if the discrepancies between theses and the stamped approved Planning Board plans are acceptable. Thank you. Amanda -----Original Message----- From:Amanda Nunemaker[mailto:amandan118@gmail.coml Sent:Tuesday,July 09,2019 3:05 PM To: Nunemaker,Amanda Subject: i Nunemaker, Amanda From: Lanza, Heather Sent: Monday,June 24, 2019 8:52 AM To: Nunemaker,Amanda Cc: Verity, Mike; Cummings, Brian A. Subject: Vineyard View Window changes Buildings B & C Amanda, The Planning Board reviewed the window changes submitted in the construction drawings and approved those changes. To recap: 1., Left& Right side building elevations for Buildings B&C: a. Plans submitted for building permit reduce four windows to about half the height and 1/3 of the width of what was approved (one on each floor and each side of each building). 2. Front& Rear elevations for Building C: a. Plans submitted for building permit reduce the double windows next to the sliding door in the middle of the rear of the building to a single large window(about the size of one of the adjacent door panels). Let us know if you need anything else. Thank you. Heather Lanza,AICP Town Planning Director Southold Town Planning 53095 Route 25 P.O.Box 1179 Southold,New York 11971 Phone: (631)765-1938 E-mail: heatherlPsoutholdtownni .gov ' 1 Nunemaker, Amanda From: Lanza, Heather Sent: Tuesday,July 02, 2019 12:11 PM To: Nunemaker,Amanda Cc: Noncarrow, Denis;Terry, Mark; Cummings, Brian A. Subject: RE:Vineyard View Amanda, The Planning Board's approval focused on the overall building footprints,location of the buildings, and the number of apartments,as well as the distribution of the different number of bedrooms in the apartments overall.As long as that isn't changing,minor changes in square footages in the apartments, as described below, are not out of conformance with the approved site plan. Heather Heather Lanza,AICP Town Planning Director Southold Town Planning 53095 Route 25 P.O.Box 1179 Southold,New York 11971 Phone: (631)765-1938 E-mail: heatherlPsoutholdtownny.gov From: Nunemaker,Amanda Sent:Tuesday,July 02, 2019 11:23 AM To: Lanza, Heather<heather.lanza@town.southold.ny.us> Subject:Vineyard View Hi Heather, I am reviewing buildings 1&2 and noticed the square footages of some of the units do not match the square footages that were submitted for building permits. Please let me know if this would be of any concern to the Planning Board. Thank you. Building#1(Building C-second floor plan): Unit#A4 was approved as gross: 835 sq. ft. and net: 775 sq. ft. but submitted as gross:867 sq. ft. and net:807 sq.ft. Unit#A6 was approved as gross:846 sq. ft. and net:775 sq. ft. but submitted as gross:876 sq. ft. and net:775 sq.ft. Unit#A4 was approved at gross: 835 sq.ft. and net: 775 sq.ft. but submitted as gross:867 and net 807 sq. ft. Building#2(Building B-second floor plan): Unit#A2 was approved at gross:834 sq.ft. and net:774 sq. ft. but submitted as gross:878 sq.ft. and net:818 sq. ft. Unit#A2 was approved at gross: 834 sq.ft. and net:774 sq. ft. but submitted as gross:878 sq.ft. and net:818 sq.ft. Amanda Nunemaker Building Permit Examiner Southold Town Building Department Phone: 631-765-1802 2 Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 Southold,NY 11971-0959 rg BUILDING DEPARTMENT NOTICE OF UTILIZATION OF TRUSS TYPE CONSTRUCTION, PRE-ENGINEERED WOOD CONSTRUCTION AND/OR TIMBER CONSTRUCTION Date: March 12,2019 Owner: Vineyard View, LLC Location of Property: 62600 County Road 48,Greenport, NY 11944 Please take notice that the(check applicable line): X New commercial or residential structure Addition to existing commercial or residential structure Rehabilitation to an existing commercial or residential structure to be constructed or performed at the subject property reference above will utilize (check applicable line): Truss type construction(TT) X Pre-engineered wood construction (PW) -- Timber construction (TC) in the following location(s)(check applicable line): Floor framing, including girders and beams(F) Roof framing (R) X Floor and roof framing(FIR) Signature; Name (person submitt-4 Vgthis form): d o4n._na OjWVAS Capacity(check applicable line): Owner Owner representative TrussReqI5.docx Effective 111/2015 CONSENT TO INSPECTION Vineyard View, LLC the undersigned,do(es)hereby state: Owner(s)Name(s) That the undersigned(is)(are)the owner(s)of the premises in the Town of Southold,located at 62600 County Road 48,Greenport, NY 11944 which is shown and designated on the Suffolk County Tax Map as District 1000, Section 40 ,Block 03 ,Lot 01 That the undersigned(has)(have)filed,or cause to'be filed,an application in the Southold Town Building Inspector's Office for the following: Vineyard View That the undersigned do(es)hereby give consent to the Building Inspectors of the Town of Southold to enter upon the above described property,including any and all buildings located thereon,to conduct such inspections as they may deem necessary with respect to the aforesaid application,including inspections to determine that said premises comply with all of the laws, ordinances,rules and regulations of the Town of Southold. The undersigned,in consenting to such inspections,do(es)so with the knowledge and understanding that any information obtained in the conduct of such inspections may be used in subsequent prosecutions for violations of the laws,ordinances,rules or regulations of the Town of Southold. Dated: March 12,2019 (Signatu cJ dAVIsnA Uvlevas (Print Name) (Signature) (Print Name) S e . v � . .5. LK&A L. K. McLEAN ASSOCIATES, P.C. LETTER OF TRANSMITTAL CONSULTING ENGINEERS DATE: 03/11/19 JPROJ NO.: 17106.000 437 SOUTH COUNTRY ROAD ATT: Michael.1.Verity BROOKHAVEN, NEW YORK 11719 RE: Greenport Property-Vineyard Views TO: Town Hall Annex building 54375 Route 25 _ P.O. Box 1179 Southold, NY 11971 We are sending you OX Attached 0 Under separate cover via the following items: Shop Drawings Prints X Plans Samples Specifications X Copy of Letter Change Order Other: Copies Date No. Sheets Description 1 3/11/2019 2 Permit Conditions 1 3/11/2019 9 Sewage Collection Plans 1 3/11/2019 11 Force Main Plans These are transmitted as checked below: For Approval Approved as Noted Resubmit Copies for Approval X For Your Use Returned for Corrections Submit Copies for Distribution As Requested No Exception Taken Make Corrections as Noted For Review and Comment Other: For Bids Due Prints Returned After Loan to Us REMARKS: Copy To: LKMA File Signed: Anthony M Bratz ---------- Suffolk County Departme-nt of llelaldh Services Approval for Constructio-n-0141her Thar,Single Farnily Reference No.C1 0'*1%-006+ * Dcs ,gn Flow rilihose plans have been re,4ewed C.0n,"orriancF,,vith Suffolk County Department of Health Sem-k-,.L; stmda.ds, rolallhig to v,at-;r gap Eli and slewage dispoe-2- 1. R-- srd'e'.!F- of any cinissions, 1 Vi ineo-lsisi,-ncics Cr lack d deta�* , construevon i5 m;quired to b- i r. accordance v4tthl the att!�chvd pernilt co-11ditionc and aolicnbic standards,unles-z-sp01-1*,.,;--.Av Iva 'n, a. L y t I part cnt.T" is approval I erpim-3 3 yearo from t1le approval (118U, iesc. cxt,-Ldel Ao -,r I I .4-e,r,- & IN Ap►Irt:v !1) t e — -:wv,^arr T 1300 Walt Whitman Road, Melville, New York 11747 Phone 631300 1010 r, owner/developer. CONIFER REALY LLC ?.4)0WZ,594&CS%5,, OUL� (d t"3 83 E. Main Street,Suite 600, AZCAAJC0q CLS �?X2:0~fS /10 Rochester, New York 14604 HD vtt(-- Site/Civil Consultant ?WRb M 4, fIli 41 K MCLEAN ASSOCtATES, P.C. moth. LONG ISLAND, NY riC 437 SOUTH COUNTRY RD., if A JQS BROOKHAVEN, NEW YORK 11719 -,T Bf- VVater une(s) Aum Tel: 631.286.8668 F suffottK col Inty, UP C qc j, jance, Call 855 2- 61, 44., n(s). 2T.E113 IL Ar To schedule InspectiO VVINEYARD VIEW NORTH ROAD TOWN OF SOUTHOLD, N.Y. 11939 ff f A 11 111 N N 00 %10*50w& 00` mum T 01 15 '00' L D T W N F FEES bU0FFU" LK UA"" 01,1JON "IrIty" , NEW I %J I xr\ MI.110/1 WIER' 1/111MV/ go ,0WE& f e REAL ESTAIR DIVILOPMENt,CONSTRUC?1ION&MANAGEMENT seal C". 0 A C A L M A 101%, L I V) AR P L I ANT I IN' F 0` R ATIUN : 0 issued date description wo C: COMPANY NAME:...... VINEYARD VIEW, LLC 12/19/2018 GENERAL REVISIONS 25 Pona 48 r 01/18/2019 REVISED PER 1/10/19 SCDHS ADDRESS:.................. 1000 UNIVERSITY AVENUE - SUITE 500 37 al COMMENTS INLET -BIM CITY:........................... ROCHESTER LL, PONE) G r A.-III LL- OUNTY PARK STATE:........................ NEW YORK SHEET DESCRIHfION 1. no. \N Parker Rock 14 ver 0 kef COV. COVERWEET 0 La kL 0 ZIP CODE:................... 14607 I M00res pra%,a 2 SAII SANITAFFY NOTES 0 LONG ISLAND SOUND NO R SA2 OVERALL SANITARY SITE PLAN issued date description 1-1� aste W at rn SA3 SANITARY SITE PLAN ampgr I r atmert �'Greenpo H 22 Sc` SA31B THRUST&-)'!"OCK LOCATION PLAN 14ighP P SA4 SEWER LATERAL PROFILES 1 -.1 I 1 11*%14 SITE 11" FOR U N: J [J cl,,�. SA5 SANITARYDETAILS 1 Green t U Blue* SA6 SANITARY DETAILS 2 25 TOWNSHIP........... SOUTHOLD 0 24 IBM ED) 0 1 r7SA7 TEST PFLOGS & SOIL BORING % HAMLET................ GREENPORT WEST C FIRE DISTRICT..... GREENPORT ............ S.C.T.M. NO........... 1000-040.00-03.00-001 .000 0 title pipeq 7 3 AREA OF SITE...... 748,703 S.F. (17.19 AC) SANITARY CURRENT USE..... VACANT \ C)T COVER PROJECT LOCATION �t— K EY MAP PROPOSED USE... RESIDENTIAL HOUSING DEVELOPMENT -C�l t i I SCALE: 1"=1500'± SHEET (D CD 0 drawn by: checked by: CFD (D CL 0 scale: AS NOTED L- E CL 04 C) project number: 17106.000 ;� CL 0 Cn sheet number THE EDUCATION LAW OF THE STATE OF NEW YORK 0 0 PROHIBITS ANY PRSON FROM ALTERING ANYTHING C*4 0 IN THE DRAWINSEA ND/OR THE ACCOMPANYING SPECIFICATIONS, UNLESS ITS UNC)ER THE DIRECTION 06 6 OF A LICENSED PROFESSIONAL ENTIHEGINEER. WHERE 0 SUCH ALTERATIONS ARE MADE, PROFESSIONAL COV6 ENGINEER MUST SIGN, SEAL, DATE AND DESCRIBE THE FULL EXTENT OF THE ALTEWON ON THE C 0 DRAWING AND/OR IN THE SPECIFICATION 7) (L (NYS ED. LAW SECTION 7209-2) I -------------- NOTES: ABBREVIATIONS LEGEND ALIGNMENT TOPOGRAPHY (UTILITIES) TOPOGRAPHY (MISC.) 1. NO CONSTRUCTION SHALL COMMENCE UNTIL THE FOLLOWING CONDITIONS ARE MET: 13. STRUCTURAL DESIGN REQUIREMENTS - ALL STRUCTURAL REQUIREMENTS SHOULD BE INCORPORATED e = DELTA ASTM = AMERICAN SOCIETY OF GLL = GRADING LIMIT LINEFEATURE SYMBOL `. ON THE CONSTRUCTION PLANS. THESE DETAILS INCLUDE: REINFORCING BAR SIZES AND BL = BASELINE TESTING MATERIALS GR. = GRAVEL ' A THE OWNER, ENGINEER AND CONTRACTOR ATTEND A PRE-CONSTRUCTION MEETING LENGTHS, REINFORCING BAR DEVELOPMENT/SPLICE LENGTHS, CONCRETE WALL THICKNESS (MINIMUM q = CENTERLINE CAN. = CABLE TELEVISION HSE = HOUSE PROPOSED EXISTING ` CC = CENTER OF CURVATURE E ELECTRIC IN INCH 15" AND CORNER DETAILS. ANY DESIGN DETAIL REQUIREMENTS, SUCH AS ABOVE, NOT - - WITH SEWER DISTRICT REPRESENTATIVES. } D = DEGREE OF CURVE = PAVED ROAD, sH'DR., ••• •-• •••• ••••••••-••••• .,,V_ , ' .: : '�' INCORPORATED IN THE DESIGN DRAWINGS WILL HAVE TO BE PROVIDED PRIOR TO CONSTRUCTION. IF G. GAS LF = LINEAR FEET DWY. OR PARK LOT DIA. = DIAMETER G.P. = GUY POLE MAX. = MAXIMUM ' B A PERMIT TO CONSTRUCT AND DISCHARGE FOR THE WASTE DISPOSAL SYSTEM (NEW DESIGN DETAILS ARE PROVIDED BY A CONTRACTOR, THEY MUST BE REVIEWED AND STAMPED BY THE E = EAST, EASTING MIN. = MINIMUM UNPAVED ROAD, SH'DR. ------•-•••--• G.V. = GAS VALVE MAIN LINE YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION) AND AND APPROVAL - MON. = MONUMENT DWY. OR PARK LOT ---- - -- PROFESSIONAL DESIGN ENGINEER. ELEV.= ELEVATION ( ) N.A. HYD. = HYDRANT H.C.L.- HORIZONTAL CONTROL LINE TO CONSTRUCT HAS BEEN ISSUED BY THE SUFFOLK COUNTY DEPARTMENT OF L P. = LIGHT POLE NM = NON MOUNTABLE .�. : �.. L - LENGTH OF CIRCULAR CURVE - ..,.�.,... _ 14. THE INTERIOR WALLS OF ALL WWTP PROCESS TANKS, THE INTERIOR WALLS OF ALL PUMPING = MAG. = MAGNETIC N0. - NUMBER CONCRETE SIDEWALK t 3 iC: S' PUBLIC WORKS (SCPDW) HAS BEEN RECEIVED. LT = LEFT - UTILITY POLE NUMBER = ..........._......_...................._. STATIONS, THE EXTERIOR WALLS OF ALL PRECAST CONCRETE STRUCTURES INSTALLED BELOW N = NORTHING, NORTH UP - N.T.S. - NOT TO SCALE ; GROUND WATER, AND ALL PIPING INSTALLED IN TANKS AND PUMPING STATIONS ARE TO BE COATED NE = NORTHEAST ST. = STORM SEWER NYSMUTCD = NEW YORK STATE CURB " NW = NORTHWEST TV TELEPHONE VALVE BOX C) THE OWNER OR HIS/HER REPRESENTATIVE HAS NOTIFIED THE ENGINEER IN WRITING WITH A TWO PART EPDXY PAINT. MANUAL ON UNIFORM --~-~ = OF HIS/HER INTENT TO COMMENCE CONSTRUCTION AND HE/SHE SHALL SUBMIT AN P.C. = POINT OF CURVATURE T = TELEPHONE TRAFFIC CONTROL DEVICES N&R = NAIL AND RED 1300 Walt Whitman Road, Melville, New York ACCURATE SCHEDULE OF ANTICIPATED WORK PROGRESS AT LEAST 14 DAYS 15. MULTI STORY APARTMENT AND OFFICE BUILDINGS BEING CONNECTED TO SANITARY P.I. = POINT OF INTERSECTION W. = WATER O.C. = ON CENTER FENCE - -- -- - - - 11747 CALENDAR DAYS PRIOR TO THE ACTUAL COMMENCEMENT DATE. IF FOR ANY REASON PK = PARKER KALON W.M. = WATER METER Phone 631 300 1010 SEWER WASTE FACILITIES MUST BE PROVIDED WITH INTERIOR PLUMBING SO DESIGNED AS TO O.G. = ORIGINAL GROUND CONSTRUCTION IS TEMPORARILY SUSPENDED, A WRITTEN NOTICE OF THE SAME P.O.B.= POINT OF BEGINNING W.S.B. = WATER SERVICE BOX SEPARATE THE UPPER FLOOR DISCHARGES FROM THE FIRST FLOOR UNIT SEINER OUTLETS. UNLESS PAV'T. = PAVEMENT DRAINAGE , �-,#", SHALL BE TRANSMITTED TO THE ENGINEER. WRITTEN NOTICE OF RECOMMENCEMENT ( ) P.O.E.= POINT OF ENDING W.V. = WATER VALVE (MAIN LINE) P. = PARCEL CATCH BASIN, ETC. �1 OTHERWISE APPROVED BY THE ENGINEER, NO MORE THAN FOUR 4 UNITS PER CONNECTION WILL P.O.L.= POINT ON LINE er:PE = PROFESSIONAL ENGINEER owner/developer: OF CONSTRUCTION TOGETHER WITH A REVISED PROGRESS SCHEDULE SHALL BE BE ALLOWED. P.T. = POINT OF TANGENT p TRANSMITTED TO THE ENGINEER AT LEAST THREE (3) WORK DAYS PRIOR TO THE R = RADIUS PRF = POST & RAIL FENCE CONIFER REALY LLC RT = RIGHT TOPOGRAPHYMISC. PWF = POST & WIRE FENCE DIFFUSION WELL { N.A. 83 E. Main Street, Suite 600, ACTUAL COMMENCEMENT DATE. 16. UNLESS OTHERWISE APPROVED BY THE ENGINEER, ALL CONDOMINIUM UNITS CONNECTING SEWER S = SOUTH ( P = PROPERTY UNE Rochester, New York 14604 DISTRICT SANITARY FACILITIES WILL REQUIRE A SEPARATE SEWER OUTLET FOR EACH UNIT. SE = SOUTHEAST = POUND RCA = RECYCLED CONCRETE 2. ALL WORKMANSHIP AND MATERIAL FOR SEWER CONSTRUCTION INCLUDED INTHE PROJECT STA. = STATION A.O.B.E.= AS ORDERED BY ENGINEER AGGREGATE SPOT ELEVATION +103.2 }t.'.)3.2 SHALL CONFORM TO THE LATEST REQUIREMENT OF THE ENGINEERS SPECIFICATIONS FOR SW = SOUTHWEST ASPH. = ASPHALT RR. = RAILROAD SEWER CONSTRUCTION INCLUSIVE OF ALL REVISIONS AND ADDENDA THERETO, UNLESS T = TANGENT LENGTH R.O.W. = RIGHT OF WAY AVE. = AVENUE BENCH MARK N.A. N.A. Site/Civil Consultant T.G.L.= THEORETICAL GRADE LINE R.W. = RETAINING WALL OTHERWISE APPROVED BY THE ENGINEER, ALL MATERIALS SHALL BE AMERICAN MADE. IN BDY. = BOUNDARY W = WEST SF = STOCKADE FENCE ALL CASES WHERE CONFLICT EXISTS BETWEEN CONTRACT DOCUMENTS AND THE LATEST V.C. = VERTICAL CURVE (ROUNDING) BIT ASPH = BITUMINOUS ASPHALT SHLDR. = SHOULDER BASELINE POINT N.A. SANITARY SEWER - DETECTABLE MARKING TAPE NOTES: REVISIONS OF THE SPECIFICATIONS FOR SEWER CONSTRUCTION, THE INTERPRETATION AND BLDG. = BUILDING B. = BENCH MARK SQ.F. = SQUARE FEET RULINGS OF THE ENGINEER SHALL BE BINDING. BR = BRIDGE ST. = STREET A. SCOPE: POINT ON LINE POL STK. = STAKE ( } N.A. BOW = BACK OF WALK 3. PRIOR TO THE INCORPORATION OF ANY MATERIALS OR EQUIPMENT INTO THE WORK, FIVE (5) THE CONTRACTOR SHALL FURNISH AND INSTALL AN UNDERGROUND DETECTABLE MARKING TOPOGRAPHY (DRAINAGE) C = CENTER STY. = STORY TAPE ALONG ALL SEWER LINES, FORCE MAIN AND HOUSE CONNECTIONS. C.A. = CONTROLLED ACCESS S.W. = SIDEWALK NORTH ARROW (TRUE) COPIES OF SHOP DRAWINGS, CATALOG CUTS CHARACTERISTIC CURVES, TEST RESULTS, T.L. B.O. = BOTTOM OF OPENING C.C. = CENTER TO CENTER = TREE LINE PERFORMANCE DATA, ETC. AS MAY BE REQUIRED BY THE ENGINEER SHALL BE SUBMITTED TYP. = TYPICAL B. MATERIAL: BTM = BOTTOM CLF = CHAIN LINK FENCE TO THE ENGINEER DEPARTMENT OF SANITATION. NO MATERIAL OR EQUIPMENT SHALL BE BC = BOTTOM OF CURB CLR = CLEAR U.S. = UNITED STATES BUILDINGS THE MATERIAL SHALL BE SOLID PLASTIC TAPE WITH A MINIMUM THICKNESS OF 4.5 MIL. THE X-CUT = CROSS CUT INCORPORATED INTO THE WORK UNTIL ALL REQUIRED SUBMITTALS HAVE BEEN REVIEWED CB = CATCH BASIN CONC. = CONCRETE L K McLEAN AMOCIATIES, P.C. TAPE SHALL BE RESISTANT TO ALKALIS, ACIDS AND OTHER DESTRUCTIVE ELEMENTS. THE AND APPROVED, IN WRITING BY THE ENGINEER. Cl = CURB INLET CONST. = CONSTRUCTION PROPERTY LINE N.A. -- TAPE SHALL BE GREEN IN COLOR, 3' MIN. WIDTH, MARKED WITH THE WORDS, "CAUTION - C.O. = CONCRETE PIPE CONT. = CONTINUED LONG ISLAND, NY 4. SANITARY GRAVITY LINES SHALL BE LAID A MINIMUM DISTANCE OF 10' HORIZONTALLY AND SANITARY SEWER". THE WARNING SHALL BE REPEATED EVERY 16"-36". CPP = CORRUGATED POLYETHYLENE PIPE DIST = DISTANCE ROW UNE 437 SOUTH COUNTRY RD., 1.5' VERTICALLY BELOW ANY EXISTING OR PROPOSED WATER MAIN. DIA. = DIAMETER DAY = DRIVEWAY HIGHWAY BOUNDARY N.A. BROOKHAVEN, NEW YORK 11719 C. INSTALLATION: D.I. = DROP INLET EA. = EACH Tel: 631.286.8668 ELEV.= ELEVATION E.S. = EDGE OF SHOULDER CONTOUR y ___...... ::.............. "" AFTER PARTIALLY BACKFILLING AND LEVELING THE TRENCHES TO A HEIGHT OF 18 -24INV. = INVERT 5. THE CONTRACTOR SHALL FURNISH AND INSTALL AN UNDERGROUND MARKING TAPE ALONG EOP = EDGE OF PAVEMENT ALL SEWER LINES, FORCE MAINS AND HOUSE CONNECTIONS IN ACCORDANCE WITH ENGINEER ABOVE THE CROWN OF THE PIPE, THE ROLL TAPE IS MOUNTED TO A WHEEL AND SPREAD LB = LEACHING BASIN EXIST. = EXISTING SPECIFICATIONS FOR THE SAME. ABOVE THE PREPARED SURFACE AS STRAIGHT AS POSSIBLE. THE TAPE IS HELD IN POSITION LP = LEACHING POOL F.P. = FENCE POST PHASE LINES N.A. MANHOLE BY ADDING BACKFILL MATERIAL WITH NAND SHOVELS BEFORE USING MECHANICAL EQUIPMENT MH = FND. = FOUNDATION O.C. = OUTER DIAMETER STATE REGULATED _ 6. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION AND ELEVATION OF EXISTING TO FINISH BACKFILLING. WHEN A ROLL IS FINISHED, A SECOND ROLL MAY BE ATTACHED TO R.C.P.= REINFORCED CONCRETE PIPE FT = FEET F.L. = FENCE LINE _.... . ...._.. ....._ . _.._ UTILITIES (INCLUDING EXISTING SEWERS) BY FIELD INVESTIGATION. THE CONTRACTOR IS AN OLD ROLL WITH THE USE OF MANUFACTURER SUPPLIED CLIPS TO ALLOW ELECTRICAL RIM = STRUCTURE RIM ELEVATION GAR. = GARAGE FRESHWATER WETLANDS - RESPONSIBLE TO DETERMINE THE ADEQUACY OF ALL EXISTING TO ACCEPT CONNECTION OF CONTINUITY. TC - TOP OF CURB CHAINUNK FENCING -x x - ..........;. .............:E ........ VINEYARD VIEW THE PROPOSED WORK. THE ENGINEER SHALL BE NOTIFIED OF ANY CONFLICTS BETWEEN THE IF THE SEWER LINE OR HOUSE CONNECTION DOES NOT END INTO A MANHOLE, THE TAPE WETLAND NORTH ROAD EXISTING UTILITIES AND THE PROPOSED WORK, AS WELL AS, ANY INADEQUACIES OF THEN.A. MUST BE EXTENDED THREE(3) FEET BEYOND THE PLUGGED END OF THE LINE. CHECKZONE N �;;,7.. EXISTING SEWER LINES TO PROPERLY ACCEPT THE PROPOSED CONNECTIONS AND FLOWS. TOWN OF SOUTHOLD, N.Y. 11939 7. IT IS THE RESPONSIBILITY OF THE OWNER/CONTRACTOR TO RESTORE ALL AREAS DISTURBED TREE LINE �''� BY THIS WORK, TO THE CONDITION AS BEFORE THE WORK COMMENCED. SHRUBS N.A. %/ 8. DURING CONSTRUCTION A REPRESENTATIVE OF THE ENGINEER MUST BE PRESENT TO %j��/ij%/� ' SANITARY NOTES: TREES, DECIDUOUS ;" �' �� FOR OBSERVE AND EXAMINE THE WORKMANSHIP AND MATERIALS BEING INCORPORATED INTO THE ,�' / N PROJECT. THE DEPARTMENT SHALL BE THE SOLE JUDGE AS TO WETHER THE CONSTRUCTION �/O PROVIDED IS IN COMPLIANCE WITH THE DEPARTMENTAL REQUIREMENTS. AT ANY TIME DURING TREES, CONIFEROUS 1. LKMA SHALL NOT BE RESPONSIBLE FOR THE CONSTRUCTION MEANS, THE COURSE OF THE CONSTRUCTION THAT THE WORK IS DEEMED UNACCEPTABLE, A STOP METHODS AND TECHNIQUES, OR PROCEDURES UTILIZED BY THE CONTRACTOR, NOR FOR THE WORK ORDER WILL BE ISSUED AND ANY WORK AFTER THE ISSUANCE OF SUCH ORDER SAFETY OF THE PUBLIC OR THE CONTRACTORS EMPLOYEES, OR FOR THE FAILURE OF THE SIGNS, .s r/� � �/� Mr/g/m/n// iSHALL NOT BE APPROVED BY 'THE ENGINEER. UNAPPROVED WORK AND/OR MATERIAL CONTRACTOR TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. 11TlL ITY C0NTACTS: GRouND MTD '/%/O SHALL BE REMOVED AND REPLACED TO THE SATISFACTION OF THE ENGINEER BEFORE SANITARY: VILLAGE OF GREENPORT OFFICES SANITARY FORCE MAIN N.A. APPROVAL TO RECOMMENCE WILL BE GRANTED. 2. ALL EXISTING STRUCTURES WHICH ARE TO BE REMOVED SHALL BE BACKFILLED WITH SELECT 236 3RD STREET GRANULAR FILL WHICH HAS BEEN COMPACTED TO A 95% MAXIMUM DENSITY AT THE GREENPORT, NEW YORK 11944 SANITARY LATERAL L TIMAL A N.A. OPTIMUM MOISTURE CONTENT AS DETERMINED BY THE MODIFIED PROCTOR TEST. 9. THE OWNER AND HIS CONTRACTOR(S) SHALL BE RESPONSIBLE FOR MAINTAINING THE SUFFOLK COUNTY DEPARTMENT OF HEALTH SANITARY 360 YAPHANK AVENUE, SUITE 2C HOUSE CONNECTION N'A' CONSTRUCTION SITE IN A NON-HAZARDOUS CONDITION ALL IN ACCORDANCE WITH THE 3. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION AND ELEVATION OF ALL EXISTING <;.. REQUIREMENTS OF THE NEW YORK STATE DEPARTMENT OF LABOR, OSHA AND ALL OTHER AGENCIES UTILITIES BY PERFORMING A FIELD INSPECTION. THE ENGINEER SHALL BE NOTIFIED OF ANY YAPHANK NEW YORK 11980 SANITARY MANHOLE �:��: N.A. c o f e HAVING JURISDICTION. UNLESS OTHERWISE APPROVED IN WRITING BY THE ENGINEER, THE CONFLICTS BETWEEN EXISTING UTILITIES AND THE PROPQStD WORK, PRIOR TO THE START ` EN] CONTRACTOR SHALL ERECT AND MAINTAIN ADEQUATE FENCING AROUND ALL OPEN EXCAVATIONS, OF CONSTRUCTION. WATER: SUFFOLK COUNTY WATER AUTHORITY UNDERGROUND RBAE ESTATE DEVELOPMENT,CONSTRUCTION d MANA CFME NT 260 MOTOR PARKWAY ELECRTIC E E•------ HAUPPAUGUE, NEW YORK 11787 10. FINAL APPROVAL SHALL NOT BE (GRANTED UNTIL ALL THE FOLLOWING REQUIREMENTS ARE FULFILLED 4. ALL OTHER WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE TOWN OF SOUTHOLD, UNDERGROUND SUFFOLK COUNTY OR A SPECIFIED HEREIN, LATEST EDITIONS. GAS: NATIONAL GRID TELEPHONE -T- TO -••-••-•••-•-••..T.._.-.. ...._._. TO THE SATISFACTION OF THE ENGINEER. SUFFOLK VETERANS MEMORIAL HIGHWAY seal A. THE SYSTEM SHALL BE SUBJECTED TO TESTING TO ESTABLISH THE ADEQUACY OF INDIVIDUAL 5. INSTALLATION OF THE ELECTRIC SERVICE IS THE RESPONSIBILITY OF THE CONTRACTOR, BY WHICH ALL WORK SHALL CONFORM, AS A MINIMUM TO THE REQUIREMENTS OF PSEG LI. HAUPPAUGUE, NEW YORK 11788 GAS MAIN/SERVICE G 6G..._........ _TM r �, t#r» COMPONENTS AND OF THE OVERALL SYSTEM'S ABILITY TO MEET THE REQUIREMENTS OF THE ELECTRIC: LONG ISLAND POWER AUTHORITY scwA WATER MAIN :\ APPROVED CONTRACT DOCUMENTS. ALL ACCEPTANCE TESTING SHALL BE PERFORMED AT NO COST TO 1650 ISLIP AVENUE EXTENSION v- C7 r THE DEPARTMENT AND NO ACCEPTANCE TESTING SHALL BE PERFORMED UNLESS WITNESSED BY A 6. INSTALLATION OF THE TELEPHONE SERVICE IS THE RESPONSIBILITY OF THE CONTRACTOR, BY BRENTWOOD, NEW YORK 11717 DULY AUTHORIZED REPRESENTATIVE OF THE ENGINEER. THE DEPARTMENT SHALL BE THE SOLE JUDGE WHICH ALL WORK SHALL CONFORM, AS A MINIMUM TO THE REQUIREMENTS OF VERIZON. c DRAINAGE PIPE .,� _. ........_ -Ar C *^ •^ ,';� t.� AS TO THE ADEQUACY OF THE ITEMS TESTED AND DEFECTS SHALL BE CORRECTED TO THE PSEG L.I. SATISFACTION OF THE ENGINEER. 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS NECESSARY FOR 460 E MAIN STREET DRAINAGE STRUCTURE a f 4` IJ 11 rn THE INSTALLATION OF ALL UTILITIES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR c� " MEETING ALL FOR PRE-CONSTRUCTION OF ANY SANITARY SYSTEM FROM ALL GOVERNING PATCHOGUE, NEW YORK 11772 B. REPRODUCIBLE "AS-BUILT' RECORD DRAWINGS OF THE COMPLETED SEWAGE COLLECTION SYSTEM -� CO SHALL BE SUBMITTED TO THE ENGINEER. "AS-BUILTS" MUST BE SIGNED AND SEALED BY A DULY AGENCIES. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF ALL THE UTILITIES OR L'• X47 UTILITY POLE N.A. �•� ;.• LICENSED NEW YORK STATE LAND SURVEYOR AND MUST SUPPLY A SUITABLE PERMANENT MUNICIPAL AGENCIES HAVING JURISDICTION. THE CONTRACTOR SHALL COORDINATE THE TELEPHONE: vERIZON NY' `7 501 N. OCEAN AVENUE TRAFFIC SIGNAL HEAD N.A. o� RECORD OF THE EXACT LOCATION AND ELEVATION OF SEWER LINES, STRUCTURES, STUBS, HOUSE REQUIRED UTILITY AND MUNICIPAL INSPECTIONS. + r CONNECTIONS, WYES AND APPURTENANCES. "AS-GUILTS" SHALL BE PREPARED IN ACCORDANCE WITH PATCHOGUE, NEW YORK 11772 z ENGINEER STANDARDS FOR "AS-BUILTS" DRAWINGS FOR SEWER CONSTRUCTION AND MUST BE INK ON 8. DEBRIS SHALL NOT BE BURIED ON THE SUBJECT SITE. ALL UNSUITABLE MATERIAL AND SIGNAL POLE N.A. %41 issued date description C MYLAR OR EQUAL DRAFTING MEDIA, MICROFICHE AND/OR DIGITAL, AS REQUIRED BY THE ENGINEER. DEBRIS SHALL BE DISPOSED OF IN ACCORDANCE WITH ALL LOCAL TOWN, COUNTY, STATE ROADS: SUFFOLK COUNTY DEPARTMENT OF PUBLIC WORKS 12/19/2018 GENERAL REVISIONS v AND FEDERAL LAW AND APPLICABLE CODES. 335 YAPHANK AVENUE SIGNAL CONTROLLER N.A. V) C. REPRODUCIBLE "AS-BUILT' RECORD DRAWINGS OF THE COMPLETED SEWAGE WORKS SHALL BE I 9. ELEVATIONS REFER TO NAVD88 DATUM. YAPHANK, NEW YORK 11980 .,•••, 01/18/2019 REVISED PER 1/10119 SCDHS U_ SUBMITTED TO THE ENGINEER. "AS-BUILTS" MUST INCLUDE, BUT NOT BE LIMITED TO SITE PLAN, TRAFFIC PULLBOX N.A. ,' �••-' COMMENTS OPERATION AND MAINTENANCE MANUALS SCHEMATICS AND ELEMENTARY DRAWINGS OF ELECTRICAL, U MECHANICAL AND PROCESS SYSTEMS. DRAWINGS MUST BE SIGNED AND SEALED BY NEW YORK STATE 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ANY AND ALL PERMITS PUSHBUTTON N.A.ILL LICENSED LICENSED PROFESSIONAL ENGINEER, AND MUST BE INK ON MYLAR OR EQUAL DRAFTING MEDIA, NECESSARY TO REMOVE ANY EXCAVATED OR DEMOLISHED MATERIAL. PUSHBUTTON POST N.A. G Ll- 0 AND/OR DIGITAL, AS REQUIRED BY THE ENGINEER. 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ANY AND ALL PERMITS TO ALLOW o FOR CLEARING AND GRUBBING OF THE SITE. FIRE HYDRANT 6 o D. A` 'CERTIFICATE OF COMPLIANCE" FOR ALL MATERIAL, WORK AND EQUIPMENT INCORPORATED INTO THE PROJECT MUST BE SUBMITTED TO THE ENGINEER BY THE PROJECT ENGINEER. THE GAS VENT N.A. t6 CERTIFICATE MUST BE ATTESTED TO AND SIGNED BY A DULY COMMISSIONED NOTARY PUBLIC. 12. THE CONTRACTOR SHOULD PROVIDE DEWATERING IN ALL INSTANCES OF HIGH GROUND O WATER. THE CONTRACTOR WILL PROVIDE DEWATERING SUFFICIENT TO LOWER THE TABLE UTILITY POLE/LIGHT N.A. r' 11. ALL MATERIALS AND METHODS OF CONSTRUCTION MUST COMPLY WITH THE TECHNICAL BELOW THE TRENCHES IN ORDER TO INSTALL STRUCTURES AND PIPING. THE CONTRACTOR Ci--, % SPECIFICATIONS FOR THE CONSTRUCTION OF BUILDING SEWER CONNECTIONS. SHALL INCLUDE THE COST OF DEWATERING IN THEIR PRICE BID. issued date description SIGNAL POLE A/ N.A. CONTROLLER rn 13. FOR GRAVITY SEWER LINES PLACED IN GROUND WATER, THE SEWER PIPING SHALL BE TRAFFIC CONTROL BOX N.A. 12. TESTING OF FORCE MAIN - METHOD I OR METHOD II MAY BE IMPLEMENTED. CONSTRUCTED OF PRESSURE RATED PIPING (SDR 18) AND TESTED TO ENSURE TIGHTNESS .v PRIOR TO OPERATION. THE MAXIMUM LEAK RATE IS 1/4" IN 8 HOURS. UTILITY POLE/GUY WIRE N.A. >- p METHOD I � 14. ALL PUMP STATION CONTROLS SHALL BE LOCATED WITHIN NEMA 4X ENCLOSURE THAT IS WATER VALVE N.A. v (A) FORCE MAINS SHALL BE SUBJECTED TO A PRESSURE TEST OF TWO HUNDRED (200) PSI FOR A PLACED WITHIN ANOTHER NEMA 313 BOX. -"' PERIOD OF THIRTY (30) MINUTES, MEASURED AT THE LOWER END OF THE SECTION. PUMPS, PIPE MANHOLE N.A. ..I . : r A 1 0 CONNECTIONS, GAUGES AND ALL NECESSARY APPARATUS WILL BE FURNISHED BY THE CONTRACTOR, UTILITY VALVE N.A. Civ AND ALL DEFECTIVE PIPE, COUPLINGS AND FITTINGS WILL BE REPLACED BY THE CONTRACTOR AT 1-11 HIS EXPENSE. SITE LIGHTING Gl`� On N.A. DIRECTION OF FLOW (B) THEN THE FORCE MAIN SHALL BE TESTED FOR LEAKAGE AT SEVENTY-FIVE (75) PSI FOR A SANITARY LATERALS N.A. C PERIOD OF SIX (6) HOURS, MEASURED AT THE LOWER END OF THE SECTION. AT SUCH PRESSURE THE LEAKAGE SHALL NOT EXCEED FORTY-SIX (46) GALLONS PER INCH •� DIAMETER PER MILE PER TWENTY-FOUR (24) HOURS. ALL NECESSARY PUMPS, GAUGES AND OTHER APPARATUS WILL BE FURNISHED BY THE CONTRACTOR. IN THE EVENT THAT THE p U._11) FORCE MAIN FAILS TO MEET THE LEAKAGE TEST, THE CONTRACTOR, AT HIS OWN EXPENSE WILL title a LOCATE AND REPAIR THE DEFECTIVE PIPE OR JOINTS UNTIL THE LEAKAGE IS WITHIN THE ALLOWABLE LIMIT. SANITARY v METHOD II V� FORCE MAINS SHALL BE SUBJECTED TO A PRESSURE TEST OF TWO HUNDRED (200) PSI FORA SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES NOTES PERIOD OF TWO (2) HOURS MEASURED AT THE LOWER END OF THE SECTION. AT SUCH PRESSURE c THERE SHALL BE NO LEAKAGE LOSS. ALL NECESSARY PUMPS, GAUGES AND OTHER APPARATUS WILLy REFERENCE NUMBER: P�1�-( � v BE FURNISHED BY THE CONTRACTOR. IN THE EVENT THAT THE FORCE MAIN FAILS TO 0 MEET THE LEAKAGE TEST, THE CONTRACTOR AT HIS OWN EXPENSE WILL LOCATE AND REPAIR THE 3 DEFECTIVE PIPE ON JOINTS UNTIL THERE IS NO LEAKAGE LOSS. SEE DRAWING# oF.L FOR SPECIAL CONDITIONS n,,,� REVIEWER'S INITIALS: C:�7 Q drawn by: checked by: CFD a� a scale: AS NOTED E a Q N o project number: 17106.000 0- 0 c cll rn sheet number 0 THE EDUCATION LAW OF THE STATE OF NEW YORK , O O PROHIBITS ANY PERSON FROM ALTERING ANYTHING SPECIFICATIONS, UNLESS ITS UNDER TIHE DIRECTION (V O IN THE DRAWINGS AND/OR THE ACCOMPANYING O OF A LICENSED PROFESSIONAL ENGINEER, WHERE S ASUCH ALTERATIONS ARE MADE, THE PROFESSIONALOENGINEER MUST SIGN, SEAL, DATE ANE) DESCRIBE C r THE FULL EXTENT OF THE ALTERATIONI ON THE DRAWING AND/OR IN THE SPECIFICATION (NYS ED. LAW SECTION 7209-2) SITE DATA: CONNECT TO �let !PROPOSED 2"0 DR-11 HDPE • w' �E .w.,cp * _ a5 TOWNSHIP: SOUTHOLD � EXISTING SANITARY SANITARY FORCE MAIN SYSTEM 071 ae I r �' ,/' HAMLET: GREENPORT WEST K3^L37 6 a l 2,3420 _ o = ♦ 'INLET � , • '� B � . \ FIRE DISTRICT: GREENP : : POND e /� Gr Dill ORT Y. . :. PROPOSED SERVICE pp• 1/�� �� CONNECTIONS TYP r �U�; PARK , •�° ;, t, `�` S.C.T.M. NO.: 1000-040.00-03.00-001.000 ' VI J Parke Rock �a , �/�\ . SAE/-�.- ( •) \,� 1 •' 1n , \ t ,,//... --9alver ` r.` ., •' r pa E� E _ t ` /� o.o a.,�, LakerT AREA OF SITE: 748,703 S.F. 17.19 AC moor � 1 SITE ZONING: HD (HAMLET DENSITY) e^ f,yh , i ilkw 'll e�eu.en .. r , / �p•� • • 'j' �� ,aste� W t41' r°.. i ;a e INTENDED USE �\, ,. Cam gr `n�� � ���-een ,;t �� ' � E OF PROPERTY: RESIDENTIAL RENTAL UNITS t �, •, ___k 22 atm r r P Tr t ► I ff H I• 1 �/ tHi h PS� ' L.J �¢ PO DATUM: NAVD88 & NAD83 1300 Walt Whitman Road, Melville, New York - ('� GROUNDWATER MANAGEMENT ZONE: IV 11747 Blue Green - _u t al r \, e �, Phone 631 300 1010 S3' ~�I- e`' a� �__, - � sxts--�iiL � DEPTH TO GROUNDWATER: 8'f owner/developer: II _ 3a_ ....:.......<..._....._-t.. . .m. y .•� •� ' 25 l CONIFER REALY LLC y �«• � < j -° 2f� �oo4ti.• t IBM 1 �° �� I A a 83 E. Main Street, Suite 600, - J -�-"�= \ •. �` " ` , ��r_�j 1~ Rochester, New York 14604 ! - `�., %' •'` \'` �-' z5 ❑l__.J SANITARY CALCULATIONS: . ��. ` -- _ k , " ) f. i 2q ., - Sr /Civil Consultant �` ,ter`' � '` ite 7 �• ..� =------ -- _ ....._ \` - � , - DESIGN FLOW. �� _ i_ I,� '' ® u ( • °; `'� �'' «� %�0 36 TWO-BEDROOM UNITS AT 225 GPD UNIT = 8,100 II�• �- ; f_� _ � - _' "' �o ` y� e .__ �. �/ ,,� y-� � / GPD �J r . - -- ", P,' •� - i f7 Pipes I `'� "/`i I rn 'a �l °, .•. /' a=� �'\•• " �� 3ry t/ 14 THREE-BEDROOM UNITS AT 300 GP UNIT 4,2 00 GPD -- I :. I ` KEY MAP 66 NON-MEDICAL OFFICE SPACE AT 0.06 GP /SF = 148 GPD -`1:`--------' A:-...; TM h 6�� y " E LOCATION PROJECT 2 4 - L K Ab TES, P.C. ' �-�, " fiy � �- - SCALE: 1 -1500 � TOTAL SANITARY FLOW � - 1 48 GPD �y <<f -� 2,4 �F-\ ;�' �`i ��� � �� LONG ISLAND. NY JI. 1, ��" " o r�� - _ `� - DESIGN SANITARY FLOW (ROUNDED) = 12,500 GPD 437 SOUTH COUNTRY RD., 8.68 GPM __.* o YORK 11719 BROOKHAYEN, NEW ("��11 �.r�-� Tel: 31 286 8 68 Q POPULATION: - I ; 12,500 GPD 75 GP /CAPITA - 167 CAPITA D C! P 167 CAPITA oQ 017 VINEYARD N EYA R _ - = D VIEW ... ._I _ti ' " SANITARY PEAK FLOW R ROAD 4 =- Q ATE: . - - -- � - -' � ; \, .►� MANHOLE NORTH 8"0 PVC DR-18 TOWN OF SOUTHOLD N.Y. 11939 - TWO (2) FIXTURE LIGHT POLE WITH SMH 1 ' o TWO (2) 150 WATT LAMPS BY SITE GRAVITY LATERAL A TOP EL. 22.80 PEAK FLOW RATE FACTOR (PF) = 1+[14=(4+P 0.5)] = 4.18 1 0 0.5% SLOPE - i A3 CONTRACTOR (TYP.) �.�'�_<�r e Ag2 4.18 X 12,500 GPD = 52,250 GPD 19MR/0/ INV. EL. ai /.. 11.82 37 GPM NOTES: 1. ALL HOUSING UNITS TO BE RENTAL APARTMENTS. �• ;' , a' s X/m/I �NV. EL /o. iai ile 8 4� PVC DR-18 �, iGRAVITY LATERAL A --- 11.72 / ///i/ /////%// � \ ® 0.5% SLOPE y N ae. w / NATURAL GAS h,, �\ o SERVICE TO ! ----- - F ! ss4s GENERATOR I --s ------ V- ---�\ •.Sy I• y`4. b\ �..__±�-- w 10 ,Kms_ Cl0�- PROPOSED SANITARY _ REAI ESTATE DEVELOPMENT,CONSTRUCTION f.MANAGEMENT PROPOSED 8"0 DR-18 PUMP STATION SEE DETAIL x x x x x x x x x x x x x x x-x x-x x z z- PVC SANITARY SEWER ON THIS SHEET LATERALS (TYP.) ! -�-c-s-�---c-c--c--c-�-c-s -c-s -a--c--c--s-s--s--: LEGEND: X '-x-}- a--'- " :-x--s- *--}- s- X seal -_ OVERALL SITE PLAN WITH METES AND BOUNDS -� INV' E'er- SCALE: 1 =100 PROPERTY LINE X AREA j VENTILATION FAN 1.0 SP . t +'' L:/ `y_ PUMP CONTROLS 11.67 EXPLOSION PROOF INTAKE r� FN FW PROPOSED SANITARY FORCE MAIN LINE / - x " MIN. 0 540 CFM MIN., J HP, R- to o ' °C) 0 C, \ 1Sd, 208V ® 1 725 RPM, -3-3-3- PROPOSED SANITARY GRAVITY LINE / x - _�__� U `J ' r U V_U kd lid-- ku�-- ou Iii Iii IW ou Nil Nd OUy IL4 Il! O O '✓ O O O EXISTING BUILDING o v " o X, WITH WEATHER ENCLOSURE l �, AS MANUFACTURED BY , PLASTEC 20 • / 4" t> o --------- INV EL 2 0 HDPE DR-11 PVC VENT FORCE MAIN 0 -0.06% SLOPE j issued date description x TABLE OF PROPOSED SANITARY STRUCTURES \ I PROPOSED 12/19/2018 GENERAL REVISIONS PROPOSED SANITARY PUMP t GENERATOR (� STRUCTURE 14' WIDE STATION WITH INTEGRAL + ELECTRIC AREA 01/18/2019 REVISED PER 1/10/19 SCDHS tLI NUMBER DESCRIPTION STATION TOP INVERT DOUBLE VALVE VAULT BOLLARD " '`�� DISTRIBUTION AREA X GATES COMMENTS TOP EL. 22.76 (TYP-) 1 YARD ® • 0 - WET WELL 0+00 LAT A; FM 0+00 23.76 NE 11.67; NW 17.00 HYDRANT + (SEE SHEET SA6 FOR DETAILS) t� SMH 1 MANHOLE 0+16 LAT A 22.80 SW 11.72; NW 11.82 STAINLESS U_ STEEL PORTABLE x 0 SMH 2 MANHOLE 0+71 LAT A 22.63 SE 12.07; NE 12.17 PUMP HOIST oSMH 3 MANHOLE 1+25 LAT A; 0+00 LAT 3 22.75 NW 14.42; SW 12.42; NE 12.52 �- -_ C i�____x-s�;____ �x_!------ {•_x__,x•_°,_-_ o SMH 4 MANHOLE 2+26 LAT A 22.76 NE 15.00; SW 13.00; NW 13.10 x X p SMH 5 MANHOLE 4+10 LAT A 22.36 SE 14.09; SW 14.09 ENTIRE PUMP STATION SITE TO BE PAVED fi' HIGH CHAIN i SMH 6 MANHOLE 4+64 LAT A 23.14 NW 14.45; NE 14.35 LINK FENCE issued date description SMH 7 MANHOLE 6+62 LAT A 27.40 N 15.52; SE 15.42 + X SMH 8 MANHOLE 7+16 LAT A 27.55 S 15.77; NE 15.87 �� ___, t;fk_ 1" RPZ DEVICE '3 SMH 9 MANHOLE 9+25 LAT A 23.14 SW 16.90; SE 17.00 ` ,_ .s,. -r;__ PRIMARY ELECTRIC FEED X TO TRANSFORMER a SMH 10 MANHOLE 9+64 LAT A; 0+00 LAT 10 22.42 NW 17.14; NE 17.24 ' x x x x x x x x x x x x x x x x x x x x x SMH 3-1 MANHOLE 0+71 LAT 3 24.99 SE 19.99 ----- ------ ---------.........................----------------------------------------------------------------------------------------------------------------------------------------------------- --------------- ..................... v BUILDING DATA TABLE SMH 10-1 MANHOLE 0+59 LAT 10 22.51 SW 17.51 / --- - o BUILDING FINISH FLOOR OF GROSS # OF SMH 38 MANHOLE 1+83 LAT 3; 0+00 LAT 3B 23.15 NE 12.84; SE 12.74; SW 14.75 /� " PROPOSED 1 WATER SERVICE j ELEVATION STORIES FLOOR AREA UNITS SMH 38-1 MANHOLE 0+40 LAT 38 23.22 NW 18.22 TAP 1 23°25 2 6,022 SF 6 SANITARY PUMPING STATI 0 N LZ 2 23.25 2 6,161 SF 6 TABLE OF PROPOSED FORCE MAIN STRUCTURES ° C 3 23.25 2 6'161 SF 6 STRUCTURE PROPOSED SITE PLAN 'U) 4 23.25 2 3,123 SF 3 NUMBER DESCRIPTION STATION TOP INVERT SCALE: 1"=5' 5 25.15 2 3,123 SF 3 - WET WELL FM 0+00; 0+00 LAT A 22.76 NE 11.67; NW 17.00 title 6 23.25 2 3,657 SF 4 CO 1 FM CLEAN OUT FM 0+54 22.61 SE 16.97; N 16.97 4= 7 23.25 2 3,657 SF 4 CO 2 FM CLEAN OUT FM 0+61 22.77 S 16.97; NE 16.97 C.C. 29.00 1 2,649 SF - CO 3 FM CLEAN OUT FM 2+23 22.71 SW 16.86; NW 16.86 SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES OVERALL CO 4 FM CLEAN OUT FM 3+99 22.31 SE 16.75; SW 16.75 TABLE OF PROPOSED GRAVITY SEWER/STORM DRAIN PIPE CROSSINGS APIPOV� 11171 TABLE OF SANITARY HOUSE CONNECTIONS CO 5 FM CLEAN OUT FM 4+45 23.10 NE 16.72; NW 16.72 CROSSING CROSSING LOCATION SANITARY PIPE STORM DRAIN PIPE CLEARANCE BETWEEN REFERENCE NUMBER: O-- SITE PLAN v CO 6 - (REMOVED) - - NUMBER STATION OFFSET/SIDE INVERT DESC. INVERT DESC. OUTSIDE OF PIPE CONNECTION INVERT INVERT AT BUILDING UNITS , SEE DRAWING#�„.OF FOR SPECIAL CONDITIONS a No. STATION AT BLDG. SANITARY LATERAL SERVED SERVED DMH-1 FM CLEAN OUT FM 4+74 22.82 SE 16.70; NW 16.70 2 0+93 LATA 0 12.26 8 DR-1$ 19.23 18 HDPE 6.13 C aCO 7 FM CLEAN OUT FM 6+46 27.39 SE 21.91; N 21.99 5 8+74 LAT A Q' 16.62 8" DR-18 19.39 18" HDPE 1.93' REVIEWER'S INITIALS: _ 1 3+47.62, LAT A 18.75 13.69 4 - AIR RELEASE MH FM 6+78 28.26 S 22.89; N 22.89 2 3+48.10, LAT A 18.75 13.69 4 v CO 8 FM CLEAN OUT FM 6+96 27.54 S 22.35; NE 22.24 TABLE OF PROPOSED SANITARY FORCE MAIN STORM DRAIN PIPE CROSSINGS a 3 5+01.26, LATA 18.75 14.61 3 MAIN/ STORM 9 FM CLEAN OUT FM 7+99 23.75 SW 18.30; NE 18.19 drawn b a 4 5+02.26, LAT A 18.75 14.62 3 CROSSING CROSSING LOCATION SANITARY PIPE STORM DRAIN PIPE CLEARANCE BETWEEN Y' CO 10 FM CLEAN OUT FM $+14 23.32 SW 17.69; NE 17.58 -C 5 7+05.18, LAT A 24.50 15.71 C.C. - NUMBER STATION OFFSET/SIDE INVERT DESC. INVERT DESC. OUTSIDE OF PIPE checked b DRAIN MH FM 8+39 23.15 SW 16.74; NE 16.74 Y CFD Q 6 7+06.95, LAT A 24.50 15.72 C.C. 6 0+96 FM 0' 16.94 2" HDPE 19.20 18" HDPE 1.92' 0 CO 11 FM CLEAN OUT FM 8+92 23.22 SW 18.15; N 18.22 E a 7 8+92.70, LAT A 18.75 16.72 2 7 8+56 FM 0' 17.17 2" HDPE 19.37 1$" HDPE 1.86' scale: AS NOTED CO 12 FM CLEAN OUT FM 9+21 24.75 S 19.72; NW 19.88 8 8+93.70, LATA 18.75 16.72 2 CO 13 FM CLEAN OUT FM 10+01 29.75 SE 24.35; NW 24.52 project number: 17106.000 04 9 0+62.24, LAT 3 20.65 19.43 5 a TABLE OF PROPOSED WATER/DRAINAGE CROSSINGS o 10 0+62.68, LAT 3 20.65 19.46 5 CROSSING WATER PIPE DRAINAGE PIPE CLEARANCE BETWEEN ai TABLE OF PROPOSED SANITARY/WATER CROSSINGS 1 11 0+34.53, LAT 36 18.75 17.92 7 NUMBER CROSSING LOCATION INVERT DESC. INVERT DESC. OUTSIDE OF PIPE sheet number 0)'`' 12 0+34.71, LAT 3B 18.75 17.94 6 CROSSING CROSSING LOCATION SANITARY PIPE WATER PIPE CLEARANCE BETWEEN 0 0 13 0+35.86, LAT 3B 18.75 18.05 7 NUMBER STATION OFFSET/SIDE INVERT DESC. INVERT DESC. OUTSIDE OF PIPE 9 BETWEEN BLDG'S 4 5 (SEE SHEET sA3) 16.78 4" SERV. 18.71 12" HDPE 1.50' N 14 Q+36.12, LAT 3B 18.75 18.08 6 1 7+04.70 LATA 20.$9' L 21.21 6" SPUR 22.07 12" MAIN 5,52' 10 W. SIDE OF SAN. PUMP STAnON (SEE SHEET SA3) 16.40 4" SERV. 19.60 12" HDPE 2.77' 00 0 15 0+43.36, LAT 10 18.75 17.45 1 1B 7+06.47 LAT A 20.91' L 21.22 6" SPUR 22.04 12" MAIN 5.48' 11 S. OF BLDG. 5 (SEE SHEET SA3) 19.26 4" SERV. 21.26 1$" HDPE 1.50' SA2 r- 16 0+46.21, LAT 10 18.75 17.46 1 1 C FM 9+38.83 0.00' 18.76 2" HDPE 20.43 12" MAIN 1.50' 11 B NE. OF BLDG 3 (SEE SHEET SA3) 17.39 4" SERV. 19.53 12" HDPE 1.71' C SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES a SMH 10-1 CO 11 LATERAL A STA 0+59 LAT 10 iE T mak ,\ s ; Iv; • " RIM 22.51 SMH 5 STA. FM 8+92 34'-5" 8"0 SW INV 17.51 STA 0+00 LAT 5 ` LATERAL 10 � . -. RIM 23.22 '.. :.. .. , ,• ; .�.:, ' : DR18 @ 0.5% 55'-4" 8"s� STA. 4+10 LATA SW INV 18.15 RIM 22.36 N INV 18.22 DR18 ® 0.5% SMH 9 SE INV 14.09 . STA. 9+25 LATA SW INV 14.09 CO 4 ��; SMH 10 NE INV 13.99 STA. FM 3+99 FORCE MAIN � <-;:', _ `° � � :• 28'-10" 2"0 RIM 23.14 (� STA. 0+00 LAT 10 RIM 22.31 / SW INV 16.90 -' 9. •.: ` . ,... HDPE STA. 9+64 LAT A SE INV 16.75 SE INV 17.00 SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES CO 12 RIM 22.42 SW INV 16.75 • w ✓ � STA. FM 9+21 'II _ _�_ . .�� ^ N' ;�,�'- '� �` j NW INV 17.14 -a'` - :.�:. ''Q" ` APPROVED RIM 24.75 \:r NE INV 17.24 � \ �' .� � � ' REFERENCE NUMBER: � S INV 18.44 ��.. / - 18-- _ .: /==-- I / �'y `' -- ' LATERAL A _ f :. . : .. NS INV 18.46 I araswncEi "` s \ SE INV 17.24 / , % ff „ \ 180 -2 8 0 SEE DRAWING# LOFer FOR SPECIAL CONDITIONS 1300 Walt Whitman Road, Melville, New York j #_ 1Rt41wATER RE7 '= - `> ! % .. . ` AREA sw4 j"' :-- .:.==:- \ �' , i DR 18 @ 0.5% 747 3 FORCE MAIN \ I, I: % '� I \ , %% - -- - __._ Y� WER'S I ALS: Phone 631 300 1010 � i v � REVIE NITI 35 -2 2 owner/developer: HDPE `� ;j' 22 I CONIFER REALY LLC " r~ \ FORCE MAIN 83 E.Main Street,Suite 600, FI a - \ / 2 0 k 14604 I Rochester, New York I �CO 13 HDPE 3 4 a +� \` Site Civil Consultant STA. FM 9+56 ( , � ; , I •a I�� RIM 27.08 «:£ v: I a �4 RAIN, ; t r �, SE {NV 18.71 ;� ,� w< r}x oARRDENi <v-, BLDG.1 EC - ? i �, �.s I N WATER i , ® � /is` NW INV 18.71 < r; �. I \ RErENrro j FIN.FLR.EL.=23. \.`Lu AREASW3 j (: GROSSAREA=541 sl 2 \-! \ i ;' \ '" ' -- SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES FORCE MAIN ,y I N I 2-STY 1 • ' 'O �' ' >. . _ ,- `_ r j fel ✓. 85'-299 2010 HDPE 1 ` `\`, x - �� t ' i ,�� i - €f, I 3 \ r DE , TIE INTO EXISTING --= « _ t c 7V' /. , \\ \ _ - \ - \, THRUST SEE DETAILS BLOCK LEGEND LK ASSOCIATES, PC. r---- --- - _- -__. - ___ - - -.------iriiiiiiiiii// - ----- -- I SANITARY MANHOLE ; j a0 ' -� r �'�?; `�_� \ . ' \` ` ;1 \ ( ) A7 STA. FM 10+41 LONG ISLAND, NY \ I - TP 1 - _ ` / \ -13 437 SOUTH COUNTRY RD., EXISTING RIM 34.07 I _;® ' I �� ,,- , �\ \\ SMH 4 � � FLAGGED WETLANDS BROOKHAVEN, NEW YORK 11719 (EXISTING) t , ° ! ` _ 1 - \ \.\ \ -'�✓ F Tel: 631.286.8668 (PROP) SE INV 31.00 ,=U ;�+1 \ - a, AB N_ �_� ,~_, . ' I \ (DROP M H.) \ (0 OCTOBER 17 2017 ��- ► �rr,,,,,r,,,,,,,, ,,,,,,;,,,,a� \ \ \ STA. 2+26 LAT A °R --� _ . I ) FORCE MAIN i N I�, �' ,ry`�vl�,l,,,, 'iRIM 22.76 £ a » o ,�l £ \\ SW INV 13.00 -- PROPERTY LINE _ \ 52'-11" 2"0 f , HDPE " �� , NW INV 13.10 - - I ti .� : ` j • ' '; �-----...---�- - --��`-- ........._---.._...... ---- � , '` N° ' � ,:_ - . '' , ti , I \ . . PROPOSED WATER MAIN EASEMENT VINEYARD VIEW DRAIN MH (DMH-2) ,� ,. ----. ?8__L 1 �'' i / ��. '" CO 3 STA. FM 8+39 i \\ �,_ -- 'I- -- r �, , >p 2+23 PROPOSED CONTOUR ------.----- � � � �..�-.---. � STA FM 10 NORTH ROAD RIM 23.15 I' " ,.,---•< �> T ` , '` \ RIM 22.71 TOWN OF SOUTHOLD, N.Y. 11939 SW INV 16.74 l ; 4'�, �t� �, ;/ / - "� \\ \ \ ' \ SW INV 16.86 NE INV 16.74 FORCE MAIN : I �, �, y � \\ ,r �o \ o NW INV 16.86 -.. ----- 1 1 .0 -- - EXISTING CONTOUR a a, » ti BLDG.2(TYPE B) / . - ` _ ( 1, ! - -- - OF// LATERAL A -3 �` � oaf FIN.FLR!EL.=23.25' J � �.!,HDPE r- �, \ PROPOSED CONCRETE CURB!!N GROSS AREA-5,537 SF(2STY}' / /i ' j'r CO 10 1 I z ��� % , rfA - �\ 38,_8» 8,► = -_ j STA. 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'3 it I I 2 \� q' ' /� �:l-\ \ FIN.FLR. - 15' I 4 RIM 22.80 E MAIN ° I �'s" s GRos AR A,= • , FINISHED FLOOR ELEVATION FORCE J� � i �`� � „",� ' - '' SW INV 11.72 � _ +•�CV \ r" \ \ 2,H71 F STY � � , % � f_ „ » i .i I Y-. .. �`:? \ \`\`\\ \\\ r' �T �, _� •- ' o ` ` �. NW INV 11 .82 _.E PROPOSED ELECTRIC LINE o I .,., T J 1 \\ -, , HDPE I T I LID �' y - - - v I € I °! - -- - - \�, % ''1 ® I s » �--- PROPOSED WATER LINE AIR RELEASE MH � f � '� ! �� i � � � , �. \ \ \r"' - N � ` � � 99-3" 8910 I f \ Y` RAIN r� t _ � -c 5% IAR , c, STA. FM 6+78 I /` � i �F-P\ \\ \\ \ pRMWgTER \\;`" -- �\ - ' - '/�! 1 �\ __.. _ DR18 ® 0. onNrro- - --` r - 1 Er � PROPOSED HYDRANT ii RIM 28.26 '-- Ifs\ � / � \ F� -- 26- \ �_ 1 _ '-. E N A = S INV 22.89 '_. _ _ N INV 22.89 i € I 7 " ` �\' , - �� / :, \\;� _ _ - ---- ,,,,�,. 1$ -� PROPOSED GAS LINE /� -- - . .. [1 ---- --- - - -- ---- - >� \ �V\. title LATERAL A : ` , /' , - �, \�._ � ,1 - ®,\ \ PROPOSED TELEPHONE LINE 49'-9» 8"0 3 r ) 7 / l I I I `..: \. SAN l r ii / / / \� �bEN� �_. \ I• PROPOSED FIRE SERVICE LINE v SITE FORCE MAIN LATERAL A FORCE MAIN PROPOSED SMH 3 EXISTING WATER LINE SMH 7 f �� as � �� FORCE MAIN PROPOSED SANITARY N 32'-5" 2"0 CO 7 201 -1 8 0 171 -9 2 0 FIRE HYDRANT -v STA. 6+62 LAT A FORCE MAIN PLAN C: HDPE STA. FM 6+46 RIM 27.40 DR18 @ 0.5% HDPE 291-5" 21'0 LOCATION STA. (DROP LAT 3 HDPE 2"� PUMP STATION WITH RIM 27.39 N INV 15.52 HDPE STA 1 +25 LATA HDPE INTEGRAL VALVE VAULT _...------------ ....--.--- EXISTING GAS LINE STA. 0+00 LAT A SE INV 21 .91 SE INV 15.42 RIM 22.75 STA. FM 0+00 s EXISTING SANITARY LINE N INV 21 .99 NW INV 14.42 CO 1 RIM 22.76 DRAIN M.H. (DMH-1) LATERALfA STA. FM 0+54 CL STA. FM 4+74 49 -6 8 SW INV 12.42 RIM 22.61 NE INV 1 1 .67 PROPOSED SITE LIGHTING drawn by: RIM 22,82 DR18 @ 0.5% SMH 3-1 NE INV 12.52 NW INV 17.00 � �'� SE INV 16.70 STA. 1 +24 LAT 3 SE INV 16.97 checked by: CFD RIM 24.99 SMH 2 FORCE MAIN N INV 16.97 °- NW INV 16.70 FORCE MAIN PROPOSED TRANSFORMER o SE INV 19.99 STA. 0+71 LAT A 6'-8" 2"0 scale: AS NOTED 45'-6tHDPE y 2110 RIM 22.63 HDPE SANITARY/WATER CROSSING SE INV 112.07 project number: 17106.000 n SANITARY/STORM o SMH 6 LATERAL 3 NE INV 112.17 WATER/DRAINAGE DRAIN CROSSING NGOSSING t L STA. 4+64 LAT A CO 5 67'-3" 8"0 CO 2 sheet number 0) RIM 23.14 STA. FM 4+45 DR18 @ 8.3% STA. FM 0+61 THE EDUCATION LAW OF THE STATE OF NEW YORK No N E INV 14.35 RIM 23.1 0 RIM 22.77 PROHIBITS ANY PERSON FROM ALTERING ANYTHING d IN THE DRAWINGS AND/OR THE ACCOMPANYING NW INV 14.45 NE INV 16.72 S INV 1 6.97 40 0 40 8❑ SPECIFICATIONS, UNLESS ITS UNDER THE DIRECTION SA3 06 6OF A LICENSED PROFESSIONAL ENGINEER, WHERE0 NW INV 16.72 NE INV 16.97 SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL ENGINEER MUST SIGN, SEAL, DATE AND DESCRIBE h C SCALE IN FEET THE FULL EXTENT OF THE ALTERATION ON THE DRAWING AND/OR IN THE SPECIFICATION (NYS ED. LAW SECTION 7209-2) 11 TB-F7 TB-F8 TB-F9 SMH 10-1 TB-F12 TB-W6 TB-W7 TB-W8 CO 11 TB-F10 TB-W1 1 TB-F6 TB W9 TB-W1 2 TB-W5 TB-F11 . TB-F13 TB-F5 SMH 9 < • . ; , .., ; ! q ., TB-W10 --< ( : . ----___ SUFFOLK COUNTY DEPARTA�4ENT OF HEALTH SERVICES TB-W4 1 � . 1300 Walt Whitman Road, Melville, New York - <,, ,i -`--------_----_----- \\ APPROVED REFERENCE NUMBER: ��Q •1 � • ��''�. 11747 -- SEE DRAWING# Phone 631 300 1010 CO 12 OF FOR SPECIAL CONDITIONS owner/developer: / 1 REVIEWER'S INITIALS: CONIFER REALY LLC 83 E. Main Street,Suite 600, TB-F4 , �� ,� Rochester, New York 14604 TB-W3 Site/Civil Consultant BLDG.1(TYPE C) \f ' ' 1 FIN.FLR.EL.=23.25' CO 13 vl j SMH 10 �-- SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES WV5 WV TB-W1 3 WV3 -- l . TB-F1 4 r' ----------- -- I I e TB-FM3 LEGEND K uN ASSOCIATES, Pc. ,. WV4L I l LONG ISLAND, NY SMH 4 437 SOUTH COUNTRY RD., T13—W2 I TB-W15 BROOKHAYEN, NEW YORK 11719 TB-W1 4 Tel: 631.286.8668 • - � J TB-F3 r - ! - TB-w22 co 3 _ DOMESTIC WATER THRUST _- y TB-F15 � � TB F16 �� TB-W24 TB-W 2 BLOCK/# I � FN FM -_-:- i TB-W16 VINEYARD VIEW DRAIN MH (DMH-2) - - _ - -- :_____ TB-F25 -�-� TB-1`23 TB-1`24 F NORTH ROAD k y :_ _ TOWN OF SOUTHOLD, N.Y. 11939 T< -<< TB FIRE FIRE SERVICE THRUST TB-W23 TB-W25 TB-F 2 y BLOCK/# € IA BLDG.2 B \ TB-W19 FIN.FLR.EL. 3.25' 1 CO 10I II WV7 TB-F20 TB - - , -r� FORCE MAIN THRUST -= - -- ---- BLOCK % \ / / A CO 9 I ._ r y r __ TB-FM 2 /# %/iiii/i/�/ii%i/i U, ----__ WV9 ` PROPOSED = - _ . FIRE HYDRANT r TB-F27 ■ - a� = v - ;WV18 J `` PROPOSED WATER VALVE/# 9 r --- r�--- r \ " `\ C f e TB—W26 Egy2 REAL ESTATE DEVELOPMENT,CONSTRUCTION A MANAGEMENT cn `....-.. I \\ I','I 20 -v I I - WV21 SMH ! SMH 3B ` y l BLDG.3{TYPE B) 5 BLC G.4 STYPE A) % FIN.FLR. 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EL r --------- ; o TB-F2 -------------- — — — —-- - -----_ ( s 23:95' --- } 27. / ,i —- .-.- ----------------- --- it - = issued date description j TB-W1 I SMH 1 BLDG.5 E �t CO 5 FIN.FLR.EL.=2415' y SMH 7qq o TB-F1 j- TB-1`34 \ - l \ / , € a ` \ \ ! �; TB-W33 � CO 7 r \ _- --_ ) r / DRAIN MH (DMH-1) `� X23 \ '° . 3 ` SMH 2 1z PROPOSED \ -------------- .._... --i i ,�+— , ® 1 \ SMH 6 ------ C TB-F35 FIRE HYDRANT --- --------- ---------- -- 32 �j -------— -- - ` J TB-W34 TB-F33 �l � ___---------- - ------- ---- - _ �'� �... title `� f , I TB-W32 it - , THRUSTBLOCKTB-W28 v TB-F32 SMH 3-1 T8-W29 TB-F29 LOCATION PLAN C TB-W31 TB-W30 TB-F30 CD CO 1 v a TB-F31 drawn by: SMH 3 checked by: CFD E 2 scale: AS NOTED Q N o project number: 17106.000 r � NOTES: CO 2 0 rn 1 . FOR THRUST BLOCK DETAIL SEE SHEET 1 OF SANITARY DETAILS. sheet number 0 THE EDUCATION LAW OF THE STATE OF NEW YORK 0 a PROHIBITS ANY PERSON FROM ALTERING ANYTHING 04 IN THE DRAWINGS AND/OR THE ACCOMPANYING 40 0 40 80 EIFICTIONS, UNLESS ITS ULIICENSED PROFESSIONALNDER ENGINEER,DWHEREON THE (6 OFA 00 SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL SA3-13 O ENGINEER MUST SIGN, SEAL, DATE AND DESCRIBE - SCALE IN FEET THE FULL EXTENT OF THE ALTERATION ON THE C � DRAWING AND/OR IN THE SPECIFICATION NYS ED. LAW SECTION 7209-2) WET WELL STA 0+00 A t k g o TnDa nal O� r'Li)� rN7 hn C" o cin C) 8 qP to q p d M C4 C4 N r C4 C'j E� NO sf C4 EV co TE)M EM C" p p.} P%W) n h M 'd•�. r r OCl .- N f`%.-r p 1 M r0 � eF W):� fl OR N ao Of N +WN + + + +mprjr + r NSrr + 1�'"' + nr + --- pp r'_N _ _ 21 .. N l� c� Ey > C� y } + n: _ ' Via: pNr p•-[V � pNCJ .-MC'J rMN31:_ N�NZ49N� Z dEONT EO!',N hWN WO�NT�TZ rrC� r _ 1d LLI as _.. 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Main Street,Suite 600, TELERHONE PROP SED Rochester, New York 14604 SED22 N c0 N PRO Ic N 4 CTRIC 4'G N PF OPOSED - - 20 PROPOS D "' " HDPE (CROS ING5) 1 i rn Site/Civil Consultant ELECTRIC z z W 18 ROPOSED z CROSSING 14.A 04!-SW-8"0 DR18 SCOPE 16 < DR18 I OPE 0.5 " " -.---- 21 —GW '-11" "0 DR18 OPE 0.5% 14 179-s ' L K MCLEAN ASSOCIATESI P.C. 12 INJ8 SLOPE LONG ISLAND, NY 49'-2 8'0 DR18 SLOPE 0.5 437 SOUTH COUNTRY RD., BROOKHAVEN, NEW YORK 11719 GIN Tel: 631.286.8668 10 GW 8 _ 6 VINEYARD VIEW NORTH ROAD 4 00 TOWN OF SOUTHOLD, N.Y. 11939 O r, 0) M t0 N rN„ O (0 00 LO 00 M ONU (0 N (O 000 0) 0 � O I� rt N O ') CO CO N r- 1'r) 00 O 00 d N r• Q) I'7 00 r � O N d' CT? OI K) d7 (?} O W r- c}' h r 00 w w w w r r r-: 03 Cli o o 6 o 6 Oi Op o6 a'i r- Vi M 4 «i (6 r• 06 6 6 6 ti c.6 06 06 06 oa r r ca tri Iii r N N N N N N N N T `- N N N N N N N N N t� I`) n M N N N N N N N N N N N N W W W W W W W W LLI W W W W W W w W w w w W W W W W w w W w w W W W W W W W W W W W W W U-1 W -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 SEWER LATERAL A — PROFILE % STA. 0+00 LAT A TO 10+52 LAT A SCALE: HORIZONTAL 1"=45' VERTICAL 1"=4' 0 r"41 f e■ " r REAL ESTATE DEVELOPMENT,CONSTRUCTION MANAGEMENT MM M M rn Lo.r d N d Ln CIS ^1.� N o r-^N- n^rna) seal11 Is 111111=��101111 p L��NC-i C> Cd GQ C7 sh f N— + N yy + I .� #a3rrja y #ffiNj OMNI OMN� %<C 1` �• -6•'`}� `\ maw 26 PROPOSED GRADE--\ 0, 24 Z = 24 PROPOSED G DE il,� °1• tin .r+�.•�a., 0 - r PROPOSE 22 cc Smr CL 1-a 20 issued date description 1 PE20 L �° EXISTING G ADE 12/19/2018 GENERAL REVISIONS n 01/18/2019 REVISED PER 1/10/19 SCDHS LLI 18 18 COMMENTS U 16 - " 870 16 40'-0" 80 DR18 S OPE 0.5% I 0 14 14 co O r 12 12 issued date description j rn Q 10 10 GW 0 0 GW — p 8 _ 8 N �" ra o •r r: >n I 1-d- h7 N CJ -w + q +oC4 —CCNww w w N N UJ w w LiN N N N U d dW W W W o o W W W W W :igIn�r,Jz ��� w w W w w � 28 �E €STING GRADE W W LZ ---. -1+00 -0+50 0+00 0+50 1+00 1+50 -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 c 26 CI) PpnpMrn PAM- &T-7-2-77-717- SEWER LATERAL 3 — PROFILE title 24 STA. 0+00 LAT 3 TO 0+71 LAT 3 .,- SCALE: HORIZONTAL 1 '=40' GRAVITY 22 C z SEWER LATERAL 3P — PROFILE VERTICAL 1"=4' 7 � 1 � � STA. 0+00 LAT 38 TO 0+40 LAT 38 PROFILES -0 20 SCALE: HORIZONTAL 1"=40' ® ~ ' VERTICAL 1"=4' 18 a SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES CL 16 APPROVED by: _ 59'-4" B" DR18 SLOE 0.5% i . _ >, REFERENCE NUMBER 0 14 CL checked y: CFD Q �C1R SpE�lA1 CONDITIONS SEE DRAWING# O� .�, E a- scale: AS NOTED c¢v REVIEWER'S INITIAL: 12 project number: 17106.000 o a- 0 c W 1 10 Ell N d d' LEGEND: O W W Lil W r` I`. O W W W W W W GW see number THE EDUCATION LAW OF THE STATE OF NEW YORK 00 N N N n _ = APPROX. GROUND WATER ELEVATION PROHIBITS ANY PERSON FROM ALTERING ANYTHING N O SEWER LATERAL 10 — PROFILE _ IN THE DRAWINGS AND/OR THE ACCOMPANYING W W W FALICENSED SPECIFICATIONS, UNLESS ITS UNDER THE DIRECTION SA4 � � OF A LICENSED PROFESSIONAL ENGINEER, WHERE 0 STA. 0+00 LAT 10 TO 0+60 LAT 10 SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL ENGINEER MUST SIGN, SEAL, DATE AND DESCRIBE t� -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 SCALE: HORIZONTAL 1"=40' THE FULL EXTENT OF THE ALTERATION ON THE t3 " DRAWING AND/OR IN THE SPECIFICATION 7 VERTICAL 1 =4 NYS ED. LAW SECTION 7209-2 YY '4kM9P,x,19RrrV # 3 RODS 9' INT❑ CONCRETE (2 REQUIRED) Via•, SUFFOLK COUNTY TYPE 'F' •a ADJUSTABLE CASTING TO GRADE ' CLASSA .. A � CONCRETE FILL A ADJUST TO GRADE WITH N.J. SHALE FINISHED GRADE amso d 4000 PSI RED BRICK & MORTAR (MINIMUM OF "ADJ" CAST INTO -1= TYP. �,'� TYPE II CEMENT TWO COURSES AND MAXIMUM OF 15') " uar> TOP OF FRAMEM11 I O x.e�s ".� ..• . . . 0®00n a s DIA, • 76' SQ, ❑R �4' DIA, SELF _ o = c' 1 Walt Whitman Road, Melville, New York 24 11747 ;• .+-• OPENING a +�-�•--� SEALING BUTYL GASKET OO�OO�00�0 00 • / Phone 631 3001010 SHUT OFF GATE VALVE BACKFLUSH HOSE ATTACHMENT �00®oOOoOO©OOo 2 PENETRATING PICK BRONZE LOCKING DEVICE 00p00�0000d00 a CRISPIN SL20B i' BLDWOFF GATE VALVE WITH KEY WRENCH SUPPLIED SC SAN SEWE HOLES 18(r APART ` ' owner/developer: - y AIR RELEASE VALVE OR APPROVED EQUAL 3,_0, 2 GALV, NIPPLE CONIFER REALY LLC S,C.D,P.W. STD, M.H. STEPS 2' GATE VALVE A 83 E.Main Street,Suite 600, N (S.S, OR STEEL REINFORCED I . PIPE SADDLE MANUFACTURED BY 1-1/2" LETTER PLAN Rochester, New York 14604 PLAN COPOLYMER POLYPROPYLENE) MUELLER OR APPROVED EQUAL Q NOTE: 2• DIA, FORCE MAIN A #2 STEEL HOOP AROUND HALF INVERTED THRUST BLOCK TO BEAR ON OPENING (TYP.) COVER PLAN UNDISTURBED SOIL Site/Civil Consultant V77,STANDARD M.N. FRAME & COVER, FINISH GRADE [TYPE 'F' ADJUSTABLE CASTING #4 BARS 2 8' MANUFACTURER AND DATE CAST IN O,C. B BOTTOM C❑NVERSI❑N COUPLING UNDERSIDE OF COVER 13 of •• 12' D.C. IF REQUIRED (TYR> f ADJUST TO GRADE WITH N.J. SHALE a (TYP.) 5' 'K❑R-N-SEAL' FLEXILE MANHOLE COVER PLAN 12' RED BRICK & MORTAR (MIN. OF TWD rn SLEEVE OR APPROVED EQUAL WT.& THRUST BLOCK COURSES & MAX, OF 151) a w 4-0 . . 8' �2, S.C.D.P.W. STD, M.N. STEPS ��ETRATING PICK HOLE 27J' CLASS A MANUF. IDENTIFCATION (S.S. OR STEEL REINFORCED 3/4 4000PSI CAST IN WALL CIRCUMFERENTIAL REINFORCEMENT COPOLYMER POLYPROPYLENE) aiAR 0,12 SQ, IN./FT. OF HEIGHT TYPE II CEMENT L K M�LEAN ASSOCIATES, P.C. L CIRCUMFERENTIAL REINFORC£M£NT 12' O.C. 0.12 SQ. IN./FT. OF HEIGHT crl" STEEL OR SOLID CONCRETE _ • OR 1' •' LONG ISLAND, NY (TYP.) W SQ. OR %'0 SELF BLOCK PIPE SUPPORT �. SEALING BUTYL RUBBER a Z=' 437 SOUTH COUNTRY RD., EXTENSION RING # 3 RODS BROOKHAVEN, NEW YORK 11719 • 1. ALL FILL WITH GRAVEL MANHOLES SECTIONS SHALL CONFORM I�1 � 27-1/4* Tel: 631.286.8668 iy�'cl�n€ 1 11111 11111111111=7111711 TO A.S.T.M, C-478, LATEST REVISION STANDARD 4'_10• MR) SPECIFICATIONS FOR PRECAST REINFORCED CONCRETE M.H. SECTIONS, UNDISTURBED 2. MANHOLE RISER SECTION TO BE FURNISHED NOTES: EARTH IN 1,2,3, OR 4' HEIGHTS AS REQUIRED, • rd 3'-3' MAX. 3. MANUF. TO CERTIFY THAT MANHOLES DELIVERED 1. ALL MANHOLES SHALL CONFORM N CTYP,) 4 MEET ALL REQUIREMENTS OF S.C.D°.W, SPECS, TO S.C,D.P.W. 4 DIA. SANITARY SEWER M.H. ` ; SECTION VINEYARD VIEW 4. LOADING TO CONFORM T AASHTO H-20 LOADING REQUIREMENTS & A.S.T.M. C-478, LATEST m 5/9 n 5, 5. REBAR TO CONFORM TO ASTM A-615-60 REVISION STANDARD SPECIFICATIONS FOR I I NORTH ROAD Fs=60,000PSI PRECAST REINFORCED CONCRETE M.H. SECTIONS. 24" 6. WELDED WIRE MESH TO CONFORM TO A.S.T.M. 2. MANHOLE RISER SECTION TO BE FURNISHED -1 8" 25-3/4" BEND 'A' 'B' A185 Fs=65,000PSI IN 1,2,3, OR 4' HEIGHTS AS REQUIRED. TOWN OF S O U T H O L D, N.Y. 1 1939 7. CONCRETE TO BE 4000PSI @ 28 DAYS 2 0 0 8, FLAT SLAB TOPS (NO JOINT) MUST HAVE TOP & 3, MANUF. TO CERTIFY THAT MANHOLES DELIVERED 22J' 2'- ' BOTTOM STEEL. MEET ALL REQUIREMENTS OF S.C.D.P,W. SPECS. 3'-D' BASE MANHOLE COVER SECTION A-A 45• 2'-0' 2'-0' SECTIDN PVC JOINTS A #2 STEEL HOOP AROUND OPENING CTYPJ 4. LOADING TO CONFORM T AASHTO H-20 LOADING N.r.B, 2'(TYP.) 3/4y7 FLEXIBLE JOINT (TYP.) 5, REBAR TO CONFORM TO ASTM A-615-60 90• 3'-0' 2'-6' � Fs=60,OOOPSI MATERIAL GRAY CAST IRON PER ASTM A-48 (LATEST REVISION CLASS 30 CAMBELL FOUNDRY CO. HARRISON N.J. 07029 0 6. WELDED WIRE MESH T❑ C❑NF❑RM T❑ A.S.T,M. ( R EQUAL) ALL 2'-6' 2'-0' ..J1"" -N-SEAL' FLEXIBLE SLEEVE VALVES � j/ / "••" ` OR APPROVED EQUAL (TYP.) A185 Fs=65,OOOPSI PATTERN NO. 17341010 8' I • (SEEDETAIL) 7. CONCRETE TO BE 4000PSI @ 28 DAYS NOTE: cwER M❑NOLITHYc BASE SLAB 8, FLAT SLAB TOPS (NO JOINT) MUST HAVE TOP & MAX TEST PRESSURE 200 PSI REINFORCEMENT #4 BARS BOTTOM STEEL. 9. BOTTOM SLAB MANUFACTURED WITH 12 OPENING /� ����� �y✓���� s D,c,£.w. TOP 9. SEE SCORING DETAIL OR CORE IN FIELD SUFFOLK COUNTY TYPE "F" SECTION A-A ADJUSTABLE MANHOLE CASTING THRUST BLOCK DETAIL TYPICAL AIR. R.EI.,EASE V.AI_,VE MANHOLE DETAIL, N.T.S. N.T.S 4' DIAMETER SANITARY SEWER MANHOLE N.T,S• N.T.S. ' f e C 0 1,") 1r": REAL ESTATE DE•ELOPMENf,CONSTRUCTION a MANAGEMEN7 seal ---- NOTE: MINIMUM DEPTH AT CURB LINEAl C-OI'EXCEPTAS ORDERED BY ENGINEER HANG TABS A B C DY i •.- c! 1� �" cn 16' GA. S.S. BAFFLE 3 5'-a M.H. 6' 6'-0' #4 BARS @ 8' OCEW BOTTOM SHAPE T❑ FIT Pr i • f- 1 i ` ARS @ 8' OCEW BOTTOM -- �. to \. •t d...� r .0 "`' STANDARD M.H. FRAME & COVER, 0 TOP SLAB FINISH GRADE TYPE 'F' ADJUSTABLE CASTINGI issued date description � #4 BARS @ 8' I I 16' GA. S.S. CURB LINE 12/19/2018 GENERAL REVISIONS �) O.c.E.w, BOTTOM . ° BAFFLE IN PLACE s A a PROPERTY LINE 01/18/2019 REVISED PER 1/10/19 SCDHS a L ADJUST TO GRADE WITH N.J. SHALE 2' U- T- � COMMENTS p 15I' �' RED BRICK & MORTAR (MIN. OF TWO 't 45' BEND V HOLE TO BE 10' lid' COURSES & MAX. Oi F 15') ' CORED CLEARANCE LL- MANUF. IDENT FCATION S.C.D.P,W. STD. M.H. STEPS D= D=11�' f B B REMOVABLE BAFFLE (S.S. OR STEEL REINFORCED 10' MAX, „• p (SEE INTERIOR DROP DETAILS: CAST IN WAL COPOLYMER POLYPROPYLENE) ...• PVC STOPPER (TYP,) O 'KOR-N-SEAL' FLEXIBLE SLEEVE D.C. '.,CIRCUMFERENTIAL IN./FT.NTIAINF13RCEMENT OF a' SEE PIPE (] OR APPROVED EQUAL (TYP.) O CONNECTION DETAIL 6' PVC D+ Ax. (SHAPE TO FIT) �;. 24 SDR-SB @ 2% 0 PROPOSED h SANITARY SEWER SQ, OR %'0 SELF _ a r issued date description 2' WIDE S.S. "'ps SEALING BUTYL RUBBER «' p / STRAPS FASTENED NOTES: TO WALL WITH 1. ALL MANHOLES SECTIONS SHALL CONFORM , INSERTS, (SEE 6 TO A.S.T.M. C-478, LATEST REVISION STANDARD INTERNAL C • INTERIOR DROP DETAILS) 5' SPECIFICATIONS FOR PRECAST REINFORCEDDROP ''°' ,;• 2 NOTE:, S.S. STRAPS CONCRETE M.H. SECTIONS. ; •��. 2. MANHOLE RISER SECTION TO BE FURNISHED #4 BARS 90 ANGLE 0 TO BE MAX. 2' D.C. pVC INTERNAL IN 1,2,3, OR 4' HEIGHTS AS REQUIRED. D DROP 3. MANUF. TO CERTIFY THAT MANHOLES DELIVERED LIFT HOLES 180' APART W/ 2' OVERLAP o MEET ALL REQUIREMENTS OF S.C.D.P.W. SPECS, EACH SECTION 4, LOADING TO CONFORM T AASHTO H-20 LOADING PVC ELBOW--- - MATCH 5. REBAR TO CONFORM TO ASTM A-615-60 PLAN C CLASS 'A' • ROWN Fs=60,000PSI 0 SEC BT EC❑NCRETE FILL 6. WELDED WIRE MESH TO CONFORM TO A.S.T.M. 4000 PSI e "° ' !•Y '. .•. A185 Fs=65,000PSI TYPE II CEMENT ';,'; .:v 7. CONCRETE TO BE 4000PSI @ 28 DAYS STAINLESS STEEL SEWER m•' °" 8. FLAT SLAB TOPS (NO JOINT) MUST HAVE TOP & PROVIDE S.S, STRAP 2'X ' g0• [� BOTTOM STEEL. (16 GA.) TO FIT ,.� S/S BAND TIGHTEN TO C A #2 STEEL HOOP AROUND OPENING (TYP.) OR CCA LUMBER ? v• 60 FT. LBS, IN FIELD $' lbs' \I-A.. •� CLEARANCE(TYP.) MONOLITHIC BASE SLAB 2, q 2'A REINFORCEMENT #4 BARS11! Mill % SECTION 8. O.C.E.W. TOP A • : e 6' PVC SDR-iB @ 2% title SEE SCORING DETAIL n a MANHOLE WALL . . ' B'X6' WYE 'v= <. SLEEVE -SEAL" FLEXIBLE (TYP. SIZE) SANITARY Nt7TES:i) AN INTERNAL DROP ASSEMBLY SHALL BE SLEEVE OR APPROVED EQUAL ANGLE VARIABLE �-' USED AT ALL LOCATIONS WHERE THE INVERT ELEVATIONS STAINLESS STEEL SECTION B-B MAX = 30• a DIFFER BY MORE THAN 2 FEET. ANCHOR BOLT SCORING DETAIL PIPE CONNECTION DETAIL 3/4' GRAVEL UNDER IN 'WYE' j A 5` DIAMETER MANHOLE SHALL BE USED WHERE �" DETAILS 1 INTERNAL DR❑P MANN❑LES ARE REQUIRED. N.r.s. SECTION 5' DIAMETER INTERNAL DROP MANHOLE DETAIL N.T.S. (SMH's 3&4) INTERNAL DROP MANHOLE DETAILS 50 & 4'0 MANHOLE BASE SECTION & TOP SLAB BUILDING CONNECTION DETAIL N.T.S. N.T.S. drawn by: checked by: CFD a� SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES a scale: AS NOTED PPRO E a REFERENCE NUMBER: 10-C project number: 17106.000 N o .IRR,FSI SR + IAL a � SEE DRAWING##t 0 CONDITIONS WN sheet number I REVIEWER'S INMALS:.;,;"_ . rn O THE EDUCATION LAW OF THE STATE OF NEW YORK 00 PROHIBITS ANY PERSON FROM ALTERING ANYTHING CV d IN THE ISOHACCOMPANYING SPECIFICATIONS, UNLESS UNDER THE DIRECTION SA5 060 OF A LICENSED PROFESSIONAL ENGINEER, WHERESUCH ALTERATIONS ARE MADE, THE PROFESSIONAL ENGINEER MUST SIGN. SEAL, DATE AND DESCRIBE THE FULL EXTENT OF THE ALTERATION ON THE p/ DRAWING AND/OR IN THE SPECIFICATION NYS ED. LAW SECTION 7209-2 MATERIALS & JOINTS EQUIVALENT TO WATER MAIN STANDARDS OF C❑NSTRUCTI❑N .... .. AND PRESSURE TESTED TO ASSURE WATER TIGHTNESS PRIOR TO BACKFILLING 10'-0" 10'-0" ; 4: 2' DIA. BALL VALVE W/2' DIA. GALV, NIPPLE SUFFOLK COUNTY TYPE 'F' ` FINISHER TAPPED BLIND ' ADJUSTABLE CASTING T❑ GRADE0. SUFFOLK COUNTY TYPE 'F' GRADE FLANGE ADJUSTABLE CASTING TO GRADE — � � � >, } 18' MIN, ADJUST T❑ GRADE WITH N.J. SHALE RED BRICK & MORTAR (MIN.FINISHED GRADE a ADJUST TO GRADE WITH N.J. SHALE '* RED BRICK & MORTAR (MINIMUM OF •a OF TWO 1300 Walt Whitman Road, Melville, New York TWO COURSES AND MAXIMUM OF 15') CONCRETE CHUTE III .•;::; COURSES & MAX. OF 15') WATER MAIN ❑R 11747 -,,-MORTAR LINED • a �' WATER SERVICE SEWER MAIN OR Phone 631 300 1010 e • • , 4 ° „ , PRECAST BUILDING C❑NNECTI❑N 24 DIA. • 36' SQ. OR DIA, SELF OPENING "-' •• SEALING BUTYL GASKET 2' MAXIMUM AND ° • ' ' 4 • CLASS 'A' •' ,.'. ; : 400OPSI owner/developer: g• ,�. AS DIRECTED BY "�`- ?---�,--� TYPE II CEMENT CONIFER REALY LLC THE ENGINEER 18" MIN. 83 E. Main Street,Suite 600, 4'-0` • r. a S.C.D,P•W. STD, M.H. STEPS y•�- � �=' ��u ":���� •• •• Rochester, New York 14604 (S.S. OR STEEL REINFORCED 1 "" COPOLYMER POLYPROPYLENE) ' '� ,,u •t•° `� 6WX6W/6X6 WWF i2' D.C. •., + s'•3,;;.:y;,,,''�:�' t,.�'e•x;3;� 7❑P & BOTTOM Aq 4 FEMALE ALUMINUM ` '';` ' t� %°�� M.H. STEPS QUICK CONNECT MANUFACTURED INVERT ;; ;: .:'.`.} :•• ';-:,CLASS 'A' fi` LAYER OF STONE j; •,:;4::.. -. 4000 PSI Site/Civil Consultant BY DIXON .,,-,... (SIZE AS REQUIRED ' •' a' TYPE II CEMENT 8° (TYP.) ADAPTER IF REQUIRED • 4: • a :•' BETWEEN BRICKWORK AND STRUCTURE " " MAINTAIN MIN, 6' SEPARATION FOR EACH) BALL VALVE c . ' • a GALVINIZED NIPPLE D.I. FLANGEED +' .; a 10 —O 10 —O TEE '• • a p• . • ,. { IFNVERSION REQUIRED COUPLING MORTAR LINED 2' DIA, FORCE MAIN SEE . 4' DIA• D.I,P. PROFILES 4' DIA. 45' BEND NOTE: D AND MECHANICAL HORIZONTAL SEPARATI❑N BETWEEN SEWER A! B.I. 'K❑R-N-SEAL' FLEXIBLE • SLEEVE OR APPROVED EQUAL JOINT FITTING (D.I.P.) Ig, AND WATER LINES MUST BE 10' MINIMUM L K Md.EAN ASSOCIATES, P.C. 5 MANHOLE TO BE BENCHED a OR COVERED TO FACILITATE v ' PUMP OUT #4 @EACH CORNER (TYP.) LONG ISLAND, NY 437 SOUTH COUNTRY RD., �. STEEL ❑R SOLID CONCRETE BROOKHAVEN, NEW YORK 11719 a `, • < BLOCK PIPE SUPPORT ' •' w TH MECHA ICBRANCH AL JOINT WATER/SEWER CROSSING DETAIL. Tel: 631.286.8668 FITTINGS 01P.) FILL WITH GRAVEL 4'-10' NOTES: �• t,y N.T.S. 1. ALL MANHOLES SECTII7NS SHALL CONFORM' a, CAST IN PLACE ! - TO S.C.D.P.W 4' DIA. SANITARY SEWER M.H.TO MANHOLE REQUIREMENTS & A.S.T.M. C-478, LATEST i •. •'. FLRW Rr MNI.R211 DIA. MNIDR2' DIA. FLOW D - REVISION STANDARD SPECIFICATIONS FOR !. , VINEYARD VIEW PRECAST REINFORCED CONCRETE M.W. SECTIONS. e I I.D. • • 2, MANHOLE RISER SECTION TO BE FURNISHED .' NORTH ROAD IN 1,2,3, OR 4' HEIGHTS AS REQUIRED. • 3. MANUF. TO CERTIFY THAT MANHOLES DELIVERED • ` `'�:x�' :.,"%�. ° ..::�: - ' TOWN OF SOUTHOLD, N.Y. 11939 MEET ALL REQUIREMENTS OF S.C.D.P.W. SPECS. s•r '"`•.' '' '. `0 CLASS 'A' ':.% a 4000 PSI B.I.P. SPOOL PIECE #4 @ EACH SIDE 4, LOADING T13CONFORM T AASHTO H-20 LOADING : .. • ,::, ,;, , } ,� •e;: 5, REBAR TO CONFORM TO ASTM A-615-60 TYPE II CEMENT Fs=60, ' �� " ° TYPICAL FORCE MAIN CLEAN-OUT DETAIL %%%%% 6, WELDED OWIRE MESH TO CONFORM TO A,S.T.M. i ,• „ e_• •'•. 4 w' k" A185 Fs=65 OOOPSI N.T.S. 400OPSI 7, CONCRETE TO BE 00 SI @ 28 DAYS MORTAR LINED 4' B TOPS (NO JOINT) MUST HAVE TOP & 8. FLAT SLA T BOTTOM STEEL. ,A e �%%////%///% /'/%/��// j�O%%%/////�Oj 9, BOTTOM SLAB MANUFACTURED WITH 12' OPENING ' OR CORE IN FIELD 7ofR/ 121AN N/1, SECTION D-D 6Wx6W/6X6 WWF TOP & BOTTOM DRAIN MANHOLE 2' ; N.T.S. A4. MANHOLE CHUTE ,•,. •: OPENINGA. N.T.S. PRECAST -A--- `y. `' : -w •• �• }� c o f e CLASS "A' REAL ESTATE DEVELOPMENT,CONSTRUCTION&NANACEMENI • • ' TYPE II CEMENT PS-2 B X" GRADE 60 STEEL MANHOLE STEP seal REINFORCEMENT i'---• M.A. INDUSTRIES INC. 1` 14/ „ KELLY & DIVIDEND DR. i., nom• �L?,`` c �1 PEACHTREE CITY, GA. c-�`R• Z" �� r (OR APPROVED EQUAL) ` ' U' SEQ13 yN A—A S.S. OR STEEL REINFORCED COPOLYMER POLYPROPYLENE NOTES: { ,� •� 1. CONTRACTOR SHALL PROVIDE UV PROTECTION NOTES: v JACKET FOR EXPOSED PORTION OF CABLE. FINISHED SUFFOLK COUNTY TYPE 'F• issued STRUCTURAL MANHOLE STEP DETAIL date description 0 2. CONTRACTOR SHALL LOCATE STAINLESS STEEL 1. CONTRACTOR SHALL PROVIDE UV PROTECTION GRADE CAPPED OR PLUGGED ADJUSTABLE CASTING TO GRADE C EYEBOLT ATCHOT AND STRAIN RELIEF NEAR ACCESS JACKET FOR EXPOSED PORTION OF CABLE. e — N.T.S. 12/19/2018 GENERAL REVISIONS 2. CONTRACTOR SHAM. LOCATE STAINLESS STEEL V) EYEBOLT AND STRAIN RELIEF NEAR ACCESS ADJUST TO GRADE WITH N.J. SHALE 01/18/2019 REVISED PER 1/10/19 SCDHS 3. LOCATE MINIMUM OF 3 FEET FROM ANY TANK HATCHWAY. — L- VENT, 3. CONTRACTOR SHALL PROVIDE STAINLESS RED BRICK & MORTAR (MIN. OF TWO COMMENTS STEEL RETRIEVAL GUY WIRE BACK TO ACCESS . COURSES & MAX. OF 251) U 4. PROVIDE PB SERIES TERMINAL BLOCK FOR Li CONNECTION OF POWER AND CONTROL HATCH FOR CABLE REIIEVAL. ;••♦•. ,t • :! :• �: °♦ • PRECAST 4. LOCALE MINIMUM OF 3 FEET FROM ANY TANK Y ♦ •• ♦ ' e , CONDUCTORS IN JUNCTION BOX. VENT. 2' 4 •g"'• CLASS A' LJ_ DISCONNECT SWITCH 5. PROVIDE PS SERIES TERMINAL BLOCK FOR •; .• . .: 400OPSI (POWER CABLES ONLY) TYPE II CEMENT � CONNECTION OF POWER AND CONTROL • 0 CONDUCTORS IN JUNCTION BOX. 6WX6W/6X6 WWF p NEMA 4X SS DISCONNECT ...': •k "�. ,;� , TOP & BOTTOM CAPPED OR PLUGGED PERFORATED S.S. OR PVC (POWER ONLY) PROVIDE 5' SLACK fi' LAYER OF STONE SUFFOLK COUNTY TYPE 'F' r` COATED S.S. CHANNEL OF PUMP POWER AND 8' (TYP.) FINISHED ADJUSTABLE CASTING TO GRADE issued date description (TYP.) CONTROL CORD IN Q MAINTAIN MIN, 6' SEPARATION GRADE N JUNCTION BOX BETWEEN BRICKWORK AND STRUCTURE c_ POWER CONDUCTORS IN CONDUIT — ADJUST TO GRADE WITH N.J. SHALE •3 (CONDUIT SIZES PER NEC) SEE r I REB BRICK & M❑RTAR (MIN. OF TWO O PROFILES ' (MIN. CLASS 150 PIPE) ;, - COURSES & MAX, OF 151) EXPLOSION PROOF FITTINGS (TYP.) POWER CONDUCTORS IN CONDUIT * "" (CONDUIT SIZE AS PER NEC.) 45' BEND WITH PLAIN END �� -*; AND MECHANICALNEMA 4X S 'sL z�r'�; "yirJ 'r"?�?+w. `E�'+•a •►• PROVIDE 5s SLACK IOF PUMP CORD CABLE COMPRESSION JOINT FITTING CD,LPJ �s� •R�r•,v•S ,t•�"_-v�� ?;�. ` ,�• 7 •r r ;JUNCTON BX, 6 LAYER OF STONE o IN JUNCTION BOX. (TYP.) SEAL (W/O CEMENT) CONTROL CONDUCTORS IN CONDUIT a ' v POWER/CONTROL (CONDUIT SIZE AS PER NEC.) #4 @ EACH CORNER (TYP.) CABLE, NOTE i ' MAINTAIN MIN. 6' SEPARATION EXPLOSION PROOF ► : BETWEEN BRICKWORK AND STRUCTURE COATED S,S. CHANNEL CABLE COMPRESSION SEAL FITTING (TYP.) WYE BRANCH I' CONNECTED TO TOP SLAB (W/❑ CEMENT) PROVIDE FERNCO CAP WITH iS°MIN' WITH% FITTINGS MECHANICAL JOINT DRILLED HOLE TO MATCH pSEE i CONTROL C❑NDUCT❑RS IN CONDUIT CABLE DIAMETER TO SEALCONDUITAROUND CABLE. �- _ PROFILES (MIN. CLASS 150 PIPE) (CONDUIT SIZE PER NEC) SECURE WITH STAINLESS N\o PUMP STATION STEEL BAND, s 45• BEND title M.H. PROVIDE FERN(❑ CAP W/ DRILLED HOLE T❑ FLAW_,, B' MIN. DIA. S' MIN. DEA, FL0�. WITH PLAIN END •:: MATCH CABLE DIAMETER TO SEAL CONDUIT b' DR-18 DR-18 IJ AND MECHANICAL SANITARY JOINT FITTING <D.I.P.) 4- `••• • ` � • + • '+ AROUND CABLE, SECURE W/ STAINLESS , , , - •- UMP STATION .• ,•• . • , . -� STEEL BAND `'' :, +, �: ... . SLEEVE TO EXTEND •' :. • a .�, : .4 M.H. •..,• ; ° TO HATCH ❑PEKING. 3' STAINLESS STEEL SLEEVE (10S) STAINLESS STEEL DETAILS 2 / (SEE NOTE 2) UNDERGROUND CONDUITS SHALL BE RETRIEVAL GUY ;; D,I.P. SPOOL PIECE #4 @ EACH SIDE rn STAINLESS STEEL PVC COATED GALVANIZED STEEL WIRE, NOTE 2 x SUPPORTIN AS NEEDED •+ CONDUIT A MINIMUM OF 3 FEET FROM \PRE-EQ 3' STAINLESS STEEL WWITH YE BRANCH SLEEVE (IDS) FITTINGS CD I P.)MECHANICAL JOINT e, WET WELL, BALANCE T❑ BE SCHEDULE STAINLESS STEEL 1/2'W TANK TYPICAL GRAVITY HOUSE CONNECTION i, DRILLED OPENING DR C❑RE I 80 PVC CONDUIT TO CONTROL BUILDING, EYEBOLT, NOTE 2 3 FOR EACH SLEEVE IN ROADWAY CLEAN-OUT :DETAIL STAINLESS STEEL Nr STRAIN RELIEF, NOTE 2 -1.1 PR❑VIDE LINK POWER/CONTROL N.T.S. v SEAL FOR EACH CABLE WITH 15' SLACK g' FLOW RE 8' MIN. DIA, 8' MIN, DIA. FL— OW a DR-18 DR-18 drawn by: checked by: CFD ® ` 6Wx6W/6X6 WWF 0A GRAVITY HOUSE CONNECTION a. PUMP MP ►J'T'A'TI®N PUMP MI3 •".••.••e scale: AS NOTED Q TOP & BOTTOM D►EPARTNlENT OF HEALTH NSP WED AREA CLEAN-OUT DETAIL IO-t DISCONNECT SWITCHES EQUIPMENT WITH: ATTACH::ED 2' SUFF©LK COUNTY project number: 17106.000 Q N.T.S. POWER / CONTROL CABLES OPENING y' : PPROV N.T.S. INSTAL,LATI-ON DETAIL • " PRECAST REFERENCE NtlMBE,R,,_� �°� CLASS 'A' sheet number N.T.S. j: 400OPSI SEE D RAm; #..LOF.:z.FOR SPECIAL CONDITIONS THE EDUCATION LAW OF THE STATE OF NEW YORK a TYPE II CEMENT PROHIBITS ANY PERSON FROM ALTERING ANYTHING IN THE DRAWINGS AND/OR THE ACCOMPANYING 04 0 RI`VEWER'"S,!1�'"I'ALS: � / SPECIFICATIONS, UNLESS ITS UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, WHERE SA6 r 0 ENGINEER SUCH �MUST NSIGN, SEAL, DATE E MADE, EAND O DESCRIBTHE FULL E ALTERATION C DRAWING AND/OR INF THEE SPECIFICATION ON THE fO NYS ED. LAW SECTION 7209-2 "I Foundation ...... Foundation Foundation Foundation Design,P.C. Foundation Design,P.C. 150 Design,P.C. Design,P.C. Design P.C. SOIL 9MAW',•G MWWAtR SUL-KDRXX-GRCxJNDWA SCII,•13MR04•GROLM"TFR EXIST. GRADE: 16.87 SCIL•PWRM•M.04MWAIM Test Pit Log Test Pit Log EXIST. GRADE: 26.72 Test Pit Log EXIST. GRADE: 20.11 Test Pit Log EXIST. GRADE: 20.86 Project No. 44,02.0 Pago 1 or I Test Pit Na. TP18-1 Project No. 4402.0 Page I of I Test Pit No. P18-2 Project Na. 4402k Page I Of I Test Pit No. B18-3 Project No. 4402.0 Page 1 Of I Test Pit No. 818-4 Test Pit Log EXIST. GRADE: 20.44 Vineyard' Vie North �wtyrautn.48 Project Name - View,North RoadKoung-route 48 Southold,New Project Name Vineyard ,Southold,New York Project Name Vineyard View,Nardi Road_!_County rout-48,So ithold,New York Project Name Vile and North koad/�omty route 48,Southold,New York Project No. 440210 Page I of I Test Pit No. Client Confer Realty LLC,100D.Liniyertky Avenue,Rochester,New York 14607 client Confer Realty LLC,1000 Universo Avenue,Rochester,New York 14607 chestnt,New York 14607 Project Name Vin�y d View,North Road/Count 48,Southoki,New York Client Conifer Reath LLC,1000 University Avenue,Rochesb-r,New York 14607 Client Conifer Rpaltyl-l-C,1000 Universilty Avenue,Ro y route Elevation Weather Cloudy J 30s Technician T.)3am Elevation Weather Cloudy t 30s Technician T.Dyer Elevation Weather Claidy"305 TechnicianElevation Weather Cloudy i 30s Technician Client Confer Rea!!j LLC,1000 Universify Aventie,kcchestf�r,New York 14607 DateStarted T.Beyer Elevation I-2q_13 Completed 1-24-18 Operator Jay Date Started 1-24-18 Completed 1-24-18 Operator Jay Date Started 1-24-18 Completed 1-24-18 Operator Jay Date Started Completed Operator Jay Weather Cloudy/,30s Technician -T.Beyer Backhoe Subcontractor Terry Contracting&Materials Equipment CAT 325DE5ecavator, Baddhoe Subcontractor Terry Contract'nq MaterWs Equipment DateStatted I-M-16 Completed 7-7218 CAT 325D Excavator Backhoe Subcontractor -Terry ContractirV 8.Materials- Equipment CAT 325D Excavator Backhae Subcontractor Terry Contracting&Materials Equipment CAT 325D ExcmaW Backhoe Subcontractor Terry Conractina&Maurials Operator Jay Equipment CAT 3250 E-xcav" Depth Depth Soil and Rock Classifications Depth Depth Soil and Rock Classifications Depth Depth Soil and Rock Classifications Depth Depth Soil and Rock Classfrications Depth Depth Soil and Rock Classifications Below Sample of Below Sample or Below Sample of Below Sa m ple of Surface Number Sample Remarks Surface Number Sample Remarks Sample Below Sample Of TOPSOIL 0'6" TOPSOIL 01811 Surface Number Sample Remarks Surface Number Sample Remarks Surface Number Sample Remarks I TQPS()JL018 TOPSOIL L o'J 0" Firm ton-Iight brown moist SA ND,10 e m-f gravel,tra ce,si It Finer tan damp SAND,trace m-f gravel,trace silt Loose tan-orange-brown mTOPSOI moist SAND,trace m-f gravel,trace silt Loose tan-light brown moist SAND,trace c-m-f gravel,ti-ace sift Loose tan-light brown moist SAND,trace c-m-f gravel,trace silt 2 2 2 2 2 1300 Walt Whitman Road, Melville, New York 11747 Phone 631300 1010 3'0" 2r6' owner/developer: Firm tan-brown moist SAND,little c-m-f gravel,trace sift Firm light grey moist SILT,little m-fsand,trace day 4-1?' 4 S-1 24 Compact tart moist SAND,little m-f gravel,trace silt 410" 4 Firm tan-brown Moist SAND,litde m-f gravel,trace silt 4'0" 4 S-1 2'-4` 4 1 Firm tan- orange-orange moist to wet SAND,little gravel,trace silt CONIFER REALY LLC 83 E. Main Street, Suite 600, Rochester, New York 14604 Site/Civil Consultant 5-1 6'-8' BID" Firm orange-tan saturated SAND little silt,little gravel,trace clay 10 Test pit terminated at 10'5" Test pit terminated at 10'0" lot- Test pit terminated at 10W Test pit terminated at 1010" 10,011 10 10 10 1 10 Test pit terminated at 10'01 L Notes: Notes: Notes: Notes: L K MCLEAN ASSOCIATES, P.C. 1, Sides collapsing upon completion 1. Sides collapsing upon completion 1. Sides collapsing upon compiletion 1. Sides Collapsing upon completion Notes: LONG ISLAND, NY 2. ViateratSiD". 2. Test pit dry.upon orympletion. 2. Dry on completion. Z. Dry an completion, 1. Sides collapsing upon completion 437 SOUTH COUNTRY RD., 12 . 3, Staked locations and elevations provided by L.K.McLean. a 1 12 1 3. Staked locations and elevations provided by L.K.McLean. 1 17, 1 3. Staked locations and elevations pinvidM by L.K. McLean, 2. Waterat96"' BROOKHAVEN, NEW YORK 11719 12 3. Staked locations and elevations provided by L.K,McLean. Tel: 631.286.8668 12 3. Staked locations and elevations provided byL.K.McLean, Foundation VINEYARD VIEW Foundation FoUnea l In Desi 9 n.P.Q Foundation NORTH ROAD DeSign,P.C, Foundation Desip P.C. Sit.BENCKK-CF�CLfOV%IPTER Design,P.C. ,!MAM/ Dedgn,P.0 SOCL-PEDROCr-CACO,);�VVATER 5M•EEDRO.C�- Test Pit Log EXIST. GRADE: 21.62 E,M R 01-Y•-(,R W Ir V%ATr R V/ - TOWN OF SOUTHOLD, N.Y. 11939 Test Pit Log EXIST. GRADE: 20.27 Test Pit Log EXIST. GRADE: 20.62 SCL- GR0LNCW&71M I Test Pit No. 1318-7 Pf0jectNo. V02.0 Page I Of I Test Pit No, 13113-8 Project No. 4402.0 Page I of I Test Pit No. 131" Project No. 4402.0 Page 1 of I Test:Pit]No� 1318-10 Project No. "02.0 Page I of 1 test Pit No. 618-6 Project No. 4402,0 Page I of Test Pit Log EXIST. GRADE: 22.70 Test Pit Log EXIST. GRADE: 22.67 Project Narbe VineyardNorth Road/County,rain 118 ,fthold,New York Project Name Vin and View,North Road/Cosh route 4$ Southold,New York Project Name VineyardVic. North RoaR-ountyroutm 48,southold.,New York Project Name 'amine acct View, t Client Confer Reaky LLC,1000 University Averitie,Rochester,New York 14607 Client Conifer Realty LLC,1000 LAniversky Avenue,Rochester,New York 14607 .North.RoaC i��ntrrcute 48,Southold,New York. Project Name Vineyard View,North.RoadjCoyntj_rout�48 Southold Neth York client Conicr Realty tLC,1000 Universty Avenue,RochesW,New York 14607 Client Conifer Reaky LLC,1000 UniversiLy Avenue Rochester,New York 14607 Client Confer Reaky LLC,1000 University Ayar;ue,%Xfie�W,NeW York 14607 j��������� i�// Elevation Weather Cloudy/3N Technician T,134�ypr Elevation Weather Cloudy J 30s Technician T.Deyw Elevation Weather Cku*I 30s Techrlrlan T..Beyer Elevation Weather Cloudy/los Technician T.Beyer / / �/ , Date Started 1-24-18 Completed 1-24-18 Operator Jay Date Started 1-24-18 Completed 1-24-18 Operator Jay Date Started 1-24-18 Completed 1-24-18 Operator Jay fiats Started Elevation Weather Cloudy,/30s Technician T.Beyer Backhoe Subcontractor Terry Contracting 8L Materials Equipment CAT 325D Ercavawr Completed 1-24-18 Operator .3-y Dirte Started 1-24-18 Completed 1-24-18 Operator Jay j/ // j Backhoe Subcontrador Terry Contracting&rjateria�. Equipment CAT 325D Exrwaitr Backhoe Subcontractor Terry CofitracbV&Materials Equipment CAT 325D Excavator Backhoe Subcontractor Terry Contracting .Materials Equipment CAT 325D E)(mator Backhoe Subcontractor ,Terry Contracting&Mabwials Equipment CAT 325D E)Rcw*or i' '// / / -/i � j �% i' �////o/i , �% Depth Depth Soil and Rock aassrificatio"s Depth Depth Below Sam ///ice��/�///ii �, ple of Below Sample or Soil and Rock Classifications Depth Depth Soil and Peck Classifications Depth Depth Soil and Rock Classifications Depth Depth Su rfer ce Below Sample of Below Sample of Soil and Rock Classifications T�� /��MOIT1111MIFE Number Sample Remarks Surface Number Sample Remarks Su rfa cc Number Sample Remarks Surface Number Sample Remarks Below sample d Surface Number Sample Remarks TOPSOIL TOPSOIL I TOPSOIL TOPSOIL Q'6" TOPSOIL 016, Loose tan-orange-brown Moist SAND,little silt,trace c-m-f gravel Firm to compact grey damp SILT,some clay,trace course sand trace Firm tan-orange moist SAND,littlesilt,trace m-f gravel Firm to moist SAND,little c-m-fgravel,trace Silt. fine gravel Firm tanorangemDistSAND,little c-m-fgravel,trace silt. 2 1 2 1 2 2 2 nifur'Q" REAL ESTATE DfV1L0FMtNf,C0NST*UCTf0N A MANAGEMENT 4 S-1 2'A' TO" 4 4 Firm tan-brmvn moist m-f SAND,little c-m-f gravel,trace silt. 4 4 seal A 6 6 s 1 4-6' c 6 1 6 INN 6 jV 8 .0- Firm light brown-grey yYet SAND,little c-me:gravel,little siltBIC, Firm light brown-tan saturated SAND,little c-m4 gravel,trace silt Compact light brown wet to saturated SAND,little c-m-f gravel,trace silt 10001 to Test pit terminated at 1011" 10 1 Test pit terminated at 1010' 10 81-10, Test pit terminated at 1010" Test pit terminated at 1010" 1010, Notes: Notes- 1 10 5-1 K.-Ify Test pit terminated at 10D� issued date description 1. Sides stable upon completion Notes; Notes: Notes: 12/19/2018 GENERAL REVISIONS 1. Sides collapsing Upon completion 2. Dry upon completion. 1. Sides collapsing upon completion 1. Sides collapsing upon completion 2. Wateral:96". 3. Staked locations and elevations provided by L.K.McLean. 2, Waterat8'0". 2, Wateratn". 1. Sides Collapsing upon completion 01/18/2019 REVISED PER 1/10/19 SCDHS 1 12 1 13. Staked locations and elevations provided by L.K.McLean. 12 ------- 4. Standing 1,-vatervms observed adjacent to the test pit, 1 1,2 3. Staked locations and elevations provided by L.K.McLean. 12 3. Staked locations and elevations provided by LK.McLean. 2. �Vaterat:SW', COMMEN-TT- rn 112 3, Staked locations and elevations provided by L.K. McLean, rn 0 Foundation Foundation Foundation Design,P.C. Foundation &®r/, Design,P.C. IN Design'.P.C. z19, 1j* 0 Design,P.C. M to Project No. 4402.0 Page 2 of 4 Test Boring No. B18-1 CONTINUED Project Na. 4402.0 Page 3 of 4 Test Boring Na. B18-1 CONTINUED Project No. 4402.0 Page, 4 of 4 Test Boring No. 818-1 CONTINUED issued date description I-' BoriProject Name Vineyard View,North Road/CoTntyRot7te 4-8,Southold,New York co ng Log EXIST. GRADE: 32.09 Project Name Vineyard Vie% North Road Count Route�48,Southold,New York Project Name Vineyard Vi - Client Conifer Reafty, 1000 Univers Avenue,Rochester, New York 14607 Client Conifer Real,'-t, 1000 University Avenue,Rochester,New York 14607 View North Road/County Route.48,Southold,New York Client Conifer Realty, 1000.University Avenue Roctiester, New York 14607 Project No. 4102.0 Page 1 of 4 Test Boring No. B18-1 Elevation Weather Cloudy/30's Engineer T.Beyer Elevation Weather Cloudy/3Ts Engineer T.Beyer Elevation - Weather _CIoudV/3Ys Engineer T. Beyer Project Name Vineyard View,North Road Count Route 48,Southold,New York Date Started 1-24-18 Completed 1-25-18 Driller J. Loomis Date Started 1-2+18 Completed 1-25-18 Driller 3. Loomis Date Stikrted 1-2-4-18 Completed 1-25-18 Driller J. Loomis client Conifer Realty, 1000 University Avenue,Rochester,New York 14607 Drillina Com p2ny: Target Drilling Co. Groundwater:6'0" Drilling Equipment CME-75 Truck Rig I Drilling Company: Target Drjllii)g Co. Groundwater:6'0" Drilling Equipment CME-75 Truck Pig Elevation Weather Cloudy I 30's Engineer T.Beyer Drilling Company: Target Driffing Co. Groundwater:6'0............ Drilling Equipment CME.-75Truck,Rig Date Started 1-24-18 Completed 1-25-18 Driller J.Loomis Blows Per Six Inches Visual Soil and Rock Classifications X W Drilling Company: Target Diriffing Co. Groundwater:6'0" Drilling Equipment CME-75 Truck Rig Blows Per Six Inches Visual Soil and Rock Classifications Blows Per Six inches Cn M J N Sample Depth Visual Soil and Rock Classifications < M -n C= N Sample Depth 0 Ft. 0"/6" 6"/12" 12*/18" 18"124" Value No. Remarks N ample epith M -n C) Blows Per Six Inches Visual Soil and Rock Classifications I Ft. D*/6" 6"/12" 12"/18" 18-124- Value No. Remarks Ft, 0"/6" 6',/12" 12"118"118"/24" Value No. Remarks ;o -n N ample Depth 9 10 Stiff grey moist CLAY,little sift,trace m-f gravel M 0 Value Very dense,lig ;0 ht brown saturated rh-r SAND sift z r- -7/6- --J12- 12-118- 113-/24- V eRemarks 11 is 21 10 30'-32' LZ Ft. 0r6 WH 3 l No . TOPSOIL 1101, 6 M 0 2 4 -5 1 0'_2, Loose brown wet c-m-f SAND, little silt, trace m-f' 3_; z C: 0 gravel 35 JiEK z 2 4 3 2 2-4' 65 Very dense light brown saturated m4 SAND, littlesill't 95 13 15 In 5 is is Compact brown saturated c-rn-f SAND,trace sift S-11 Hard 28 50/6 50/6 17 65'�66' U) ;0 > 6 f6p 17 24 32) 11 35�-37' M title -2 is 25 36 3 41-61 0 4- Very dense brown moist c-m-f SAND and SILT,little 23 24 1 m-f gravel 140 69 4 6'-8' 40 :d 1 1 70 . S SOIL BORING 45 > 13 so 50 5 81-91 100 n . 1110 8 11 12 16 23 12 40'-42' S-12 Stiff - I < z 38 50/3 1 50/3 IS AY-70'9" 28 rA 23 28 1 - 40 44 ;Zl 0 LOGS 79 21 too,-102' 102'0" U) is 15 16 6 I0'-12' 5-6 Dense Boring terminated at 102'0" "U -n M X 13'6" Firm brown saturated c-m-f SAND,little silt,little 0 45 m-f gravel 75 1 1 105 5; (D15 1 10 12 7 12 r- 0 6 7 is 19 27 13 4547 S-13 Hard 25 1 50 37 19 75'-77' S-19 Compact 0 Cl) 6 1 12 13 7 17-17 z rn ;0 < 0 drawn by: BRC , 0 M 10 CIL 508 ii 80 110 z Cn (D) checked by: CFD 2 10 6 13 20 24 14 50'-52' S-14 Stiff Q6 6 12 8 20'-22' scale: AS NOTED LO 0 CL project number: 17106.000 0 C 551 Q 25 Very dense brown saturated m-f SAND, little silt, 1 Compact brown saturated c-rn--f SAND,trace f gravel, 85 115 (1) 1 L_ 2S 27 trace h-4 gravel 11 13 trace silt 38 42 CIn " I 0) %...' 31 1 31 29 59 9 25'-27' 21 25 34 15 55'-57' Notes: 50/4 92 20 as'-s614, S-20 Very dense sheet number 1111111111111110 0 286Notes: I Notes., 0 0 1 Notes: THE EDUCATION LAW OF THE STATE OF NEW YORK 04 0 1.Water at 6'0", 1.Water at 6'0". 1.Water at 6'0", PROHIBITS ANY PERSON FROM ALTERING ANYTHING cc; 2.Bore hole backfilled using auger spoils. 1 60 2. Bore hole backfilled using auger spoils. I I -I I I. Dry upon completion, IN THE DRAWINGS AND/OR THE ACCOMPANYING 060 - I _1 I i LJ I - 90 2. Bore hole backfilled using auger spoils. 1202.Bore hole backfilled ustrig auger spoils, SPECIFICATIONS, UNI-ESS ITS UNDER THE DIRECTION � I N=No.of blows to Drive_L Spoon JX with 140,lb.VA,30:"Ea. Blow N=No.of blows to Drive-L Spoon 12"with 140 lb,Wt.3V Ea.Blow I I I I I OF A LICENSED PROFESSIONAL ENGINEER, WHERE N=NO.of blows to Drive 2"Spoon 12�with 140 1b,Wt. 30"Ea. Blow N=No.of blows to Drive 2"'Spoon30" SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL C -Ea.Blow ENGINEER MUST SIGN, SEAL, DATE AND DESCRIBE SA7 Ir with 140 lb.Mft. THE FULL EXTENT OF THE ALTERATION ON THE DRAWING AND/OR IN THE SPECIFICATION (NYS ED. LAW SECTION 7209-2) / � uS7 �es Ole �✓s Michael J.Domino,President �X\®f S®!/ry® Town Hall Annex John M.Bredemeyer III,Vice-President �® l® 54375 Route 25 P.O.Box 1179 Glenn Goldsmith Southold,New York 11971 A.Nicholas Krupski G ® Telephone (631) 765-1892 Greg Williams Fax(631) 765-6641 um,� BOARD OF TOWN TRUSTEES TOWN OF SOUTHOLD Permit No.: 9174A Date of Receipt of Application: 18 Applicant Kace LI, LLC c/oMichael Kont kostaIlan 3 0 2018 SCTM#: 1000-40-3-1 Project Location: 825 North Road, Greenport Date of Resolution/Issuance: March 23, 2018 Date of Expiration: March 23, 2020 - Reviewed by: Board of Trustees Project Description: To conduct minor construction activities within 100' from the landward edge of the wetlands for the construction of a 50-unit affordable housing development with a community building, communal play & recreation areas, on-site parking lots, and various rain garden/stormwater retention areas for drainage; and to install and maintain throughout all construction a line of staked hay bales and/or silt fencing to be installed no closer than 100' from the landward edge of wetlands. Findings: The project meets all the requirements for issuance of an Administrative Permit set forth in Chapter 275 of the Southold Town Code. The issuance of an Administrative Permit allows for the operations as indicated on the site plan prepared by L.K. McLean Associates, P.C., dated February 23, 2018, and stamped approved on March 23, 2018. Special Conditions: None. Inspections: Final Inspection & Hay/Bale and/or Silt Fencing. If the proposed activities do not meet the requirements for issuance of an Administrative Permit set forth in Chapter 275 of the Southold Town Code, a Wetland Permit will be required. This is not a determination from any other agency. Michael J. Domino, President Board of Trustees . I . - .----.--.--- SITE DATA TABLE DWELLING UNIT SUMMARY AND PARKING CALCULATIONS ........_. WETLANDS LEGEND LANDSCAPED PARKING AREAS �....�...I—-......- PARCEL SCTM 1000-040.00-03.00-001.000 _._.­.­.­­_. -- QUANTITY : MIN. LIVABLE MIN. MAX. PARKING PARKING I * * ,,�, It', I ­ . (in accordance with§280-95) NUMBER "I------------------ I ZONING:HD(HAMLET DENSITY) W.�'I-g�7,W1!11*,1*1-17'*,­e � . ". W.V*`*'* * OF PROVIDED 1 AREA REQUIRED LIVABLE LIVABLE REQ`D PROV'D ­­�,W., . "4' "A .*";'4�,_�� . I.", ,�, I , *.1�*.,*r,�" "�, ., " _�. ;,�'k,�s WN . - � , _1 _ ,"to' V* # -, � , *. 11 � 'K, W n ,4 . 1�1 K:k��', Lot# #of Interior Interior Street Street I TOTAL SITE AREA:17.2 acres(749,232 sf) , *�, *�, ,.�*', ,,,, * " , '. , -, � � _ :,� %r # , _ *,�* ­� � , , A � , , §��, * % �.* �*, . r. . " .-_ �, 1"', FLAGGED WETLANDS BEDROOMS i (SQ.FT.) AREA AREA BU10ABLE LAND AS DEFINED PER 280-4:13.4 acres(583,704 sf) (EXCLUDES WETLANDS) �WAII �4' - �!,;,­� . �,v � �, stalls Landscaping Landscaping Trees Trees - , �,�,�­*�,-,-,� W 1�, "I'll, - - ,,,,,, , , , ­* � " -;��� 1K. *1 1�1; ,�; � 1* I , '��:.`_­`��, ,, . - - - � � . � ,,'),-, ( � 1 �,;=­77�1�, �­,�, -I , r"011: � . 4 � , ��--'. . �� 4--\1E �017 OCTOBER 17, 2017) . (280-23 PROVIDED PROVIDED2 'JJt'arto"'9 1,,,,�.� � - I * 41, 1�11 �k , , 14 , , : '. . Required (sf) Provided Required Provided I "� �,:11_1 � 12, � �,, ,'IV . , � I ATTACHMENT (SQ. FT.) (SQ. FT.) 280-22.A. Permitted Use � 10 ,, (stalls X 10sf) (stalls/ i i 3)1 __.,I,..Multiple Dwellings Multiple Dwellings *AJ I D7, * 4 _;._-!�",:� '.1 .I 1; �� 1 280-23(Attachment 3) Lot size(square feet) . I �A �2 " I., ..... 20,000 583,704(13.4 " %� � I �, �f . 0,I � , '1111" .0,��,� : I - 'I I�I 1*11� - — . . . 113R i __�41. 1 F7 ,* � * -1$ . �* . ,", 'K, ��"': F7 P 10Sf) 14 ! 600, 714 794 X1.5=21 21 a e �,�,, 1. ,'I �A ,,� __ .......­­________- ,, * � . '. I - I ,-, � 1 . � - ROPOSED WETLAND 1 37 370 403 3.7, say 4 4 I __._n�..51.......___ I , �* ,* '14 ��:,�#''4 N 2 BR I 22 il 650' 868 973 X2.0=44 44 280-23(Attachment 3) Lot width(feet) I I "�..... �t" , ,�� , ----..- 75 280+/- 11--I "* , I " , .1 V , .. - ­.. .....--__-1-- - - -­......I­----- - ....................-.-.- ----.-- -- --------- --- ­- -- ---..- -- - ­ ----­ .-----.-.-,----..-.-- "W,�� 11- , .�. � .11,11.11 " --- ' � :;��� , �*�'., ,,V� , - �� : , to - , , 4' , � ",t,�. BUFFER LIMITS 11 21 210 578 2,1, say 3 3 3 BR i 14 i 650' 1181 1264 X2.25=31.5 32 (width of buiWable land) r � I 1. 140 'I *1 14,�,I 1�.. I I I I,;_` � r. 1� " ..V_;� "�,r- r � ,r � , '_'_,*,�,#1 _.t,�',�. IM,� � I . I " . I , ,, , � . I ----"*--,­------_­ �., � f, 0 7�1 ��- ,� ��-, . ,�r, - -, -- 280-23(Attachment 3) Lot depth(feei) "o -1� I � _ W.""*, - ,11," 1� V/;;-;- V"-'�� ,11 ., 1.20 690+/_ 1 � .­ ,­­ . 1. .... -W , �­­;� ,yg-f' �, �� �,;e�­�;,P;-�,; KI 1'1?�",!,�&: - � I , ,V,;,q,r,­,W'r,,',%m, , " , FF ,,w g, , g�, ;;i��, .1 ­ 41 ,,,� "m 0 � '�' , , .,,,,�-� e ", , P�' / , //,, i r , /�" ', & dt.�," I�19. ,"E. ", " ­ � , ,,�",,�,,j, , I _, - , . 111 39 390 885 3.9, say 4 5 Comm i, " z I 11�,� , I ,* . � _, _/ � �W 10'_f - 7, plus 7 .4 � ,/� Id IM —__�t�Iho k,Llldabh,IE��.. W ,1,W;,W�­.­r, Z ", " ll .....1- - I �,,, ,4 1 __ ____­_­­­....*..... _ _ *'�`W�� 4 _ 14-IF: 1-1 I *,t ��;,�� 11 I I I % r. - , � , , R"* 1-1 ..,,I 4 11 , BLDG. -6: achment 3) Front yard(feet) 1 35 81A , ' � Total 97 970 1866 1 11 12 ?// 1,�AP landbanked _T8 23(Ati.... SITE LEGEND: — - , -1 -*­ -* I � I � � - , . ,�!' 11 :Z., *.' _- � si,-4 -,',�?`� � " _47, * ..'�, ,�' �� 11 , Ir 280-23(Attachment 3) Side yard(feet) ! 15 - "�r-7 � � �1� , 0 1 . �v ,�M� ",R � ­_ 102+/ W 0,� ��r I", , � -1 - I_. , ____ — � __1......­_- - - * 01 � O'. - W."W, 11-,� - ,�, rfr ,V �� , , , .. "e, �,��, � � .14, ,�� -23(Attachment 3) Both Side yards(feet) I 30 383+/- *" , . , � �1� TOTAL 1 50 1 ,� mlz�" -, � 97 In, incl. 280 " 0 ,�, I , on=an-02P wmm PROPERTY LINE _ _4 � . , -,1W 11. ;��, ,,,� ,­ � 1. -�'.A' �4 I PROPERTY LINE (TYP.) UNITS I �, * V-^ : * #_ * - wfl' ' ' I ,� / , �. ...��� � W I&A andbanked 280-23(Attachment 3) Rear Yard(feet) 35 402+/- 11�` � , '�,,,.7r I 1,,, � _*� , I r 'r'r.r ,�� : .r 4, 4, . �,��L ,� , � . i - �l i � . , L .1 .�­4,�'] ........ ­­_­........­­.....__ ......................�......�-----------------___ __.- 1, , ., - - -, ,�� I .........................................__ .I , � _ � _ � . . ,� , ,- ��e,i , 'i. .,_4�.7 11 I i I._-_1 � . . I Per Note 2 in 280-23 A ttochm en t 3, on e-bedro om units m ay h ave 600 sq uare feet minim um; 280-23(Attachment 3) Maximum Lot Coverage I 25 5.9 1 . �_.A__1A__1�k_1K_J EXISTING WOOD LINE ;-� I f " ! ,4 " 35' SETBACK LIMITS FROM PROPERTY ! i I minimumfloor area of all units may be reduced up to 200sffor moderate-andlor lower-cost (%) ! 325 Wireless Boulevard,Hauppauge, New York I : (building i I r- LINE LIMITS OF RAIN 11 : - I I., , ; 11788 1� I ----.--.-�........................­____..____ - : atealbuildable Ian 1-- OSED GRADING LIMITS I / I _�y dwellings. i .......#�......... -- PROP I ��_�r-_,_-, - ,�--34""", ,,,I,v I 1 2 280-23(Attachment 3) Building Height(feet) 1 35 Phone 631 300 1 01 0 i 5- , ,.,,-,," _5 - - �'_ I Per 280-137.A.(7)(b)At least 50%of the total number of units proposed must not be larger than 1,200 i 21 5 11 . ,­. - I -:��') �- STORMWATER " 1-4 -_ ­, 280-23(Attachment 3) Number of stories 1 2.5 2 Mt � .�, 0 A _�_ ­ I r,T,--\111.�, ,17 -,(."( , "I''Iff" . , I I -....�� Wetlands set ac : ­:7�'1%,;,:­;,;:p,;.,_-.-:-:: 0 ��c----------- . 100, 110, CRETE CURB � 1. .. t : , � -l"-, I I'll _____,__.....�...........�...�..............._______ 275 : owner/cleveloper: i � ,� _"�_�____ �_ - . __-, RETENTION AREA - _,� , " ­­­,-,_, I -area .............- I , squarefeet livable floof I � V - 11­1�_ ", ,� ----------­_ I : ­ I , 280-78C !! 9,x19, 9'x2(Y ! r_ 1--t- y--,. -,( _., CONIFER REALY LLC I I - � . ­,:/ ) Parking Stall Size . _x— . 1 I : ;Jv�� . _�,___ 'C�. , r _r"� _/� ­------­--------------- ....................�......­..........--- PROPOSED CHAIN LINK FENCE : ".-.1, __ I 1 83 E.Main Street,Suite 600, I .. I , '� \�a -280-107 Building Length I 125'max 116 max : I I 1"� �, LIMITS I/ ...__..............___------_ � Rochester, New York 14604 � -1 ; ! __,__��, 280-107 Building Separation : 2x max height 42(2x max height I � N _,�_ - 31 I (r, __ - 1 1,1,2/, ,c,R, I : ryly_Y`Vvl� ­ A B[O_ 0�E / -, - 1�1­ A : 'I _ ' 0 � 1 PROPOSED STORMWAT ' U)," I I . , —35, � -S LE -� S : PROPOSED 10' OPEN SPACE . I fD.. TREATMENT SYSTEM " T _­�_­.­_ _____..._ ; of 21) . i >1 1 Y�_, - STOR)ZATER -,, ,4,; 2-1%',--,3 280-107 Accessory Building - BUFFER LINE L Cl_x�_;, __ 11 _;,�,k_;,_J-,"- --�_O%_A \ �RETENTION AR 411 ., _. I _,"� 1 23.1 1 - ( �- r, i . .1:1 , -, 1,(�,(S ) ­ 1 20' Site/Civil Consultant 0 , ,f� I � r- 1�1".;�--k--1--­ ­-­­ , M ­_ ­ ­1-1 V /, A,..j, - I--,- J, 00, Separation i I I I I .. .. . . ,­� -, -A_,%,�,�"/ I LIMITS OF' 1 O' OPEN -�., - ......________ 1 99"5, � i .".". ,-,: __�''. "'..::.�" I /� I­, .... ...'. I I - "�k,-_ SPACE SETBACK I - .- - 280-137.A.(6)(Attachment Minimum Open Space%, 1 30% 46.9% : PROPOSED DRAINAGE FLUSH 4 "A' ., 1.*_1,. , . . LIMITS OF 100' WETLANDS _1; , ,,, - ., a , . 11 I .... '1­ �,,�- i , . .. % .. ..... �, : I i ; J. ./"� . .. .... I -., )j� (TYP.) BUFFER/ I / i 00a'buffer area- � . , : I _. .. 1 6) 1 .. I I , . . ..�� . T! I i .-1 1. "! I * . ...'. , , .,�, ­: I \_--) 15-39 acre site ; INLET .I ,�, `�� , I;`1_ .1 10 ! F.- - . ...t iip�, ,. ... . .. , . 'I,' tk ! wetland.,;)1bUild0b1,- I 1�� 11 ;.. I . . .. ,, .. "I _­ ! � \ _. . i , � . . I'll .. . ­ . . . � k1_1- 11 ',�, ,X : EME \, r i i . ":�Z_' I y PROPOSED CATCH BASIN I . . V11 — . ,_ . . . . ­ A- �\7,� 1 ! Jand) - , I .; .1 I \ , .. - - — " . . . . - " 11 I . I ; I I I!q, J* __,. i , ,,, r- .�, ­ . .. .. , � .i ... I I .I . I - I I. � - . ..... A,19it 1(0�) *1%. (TYP.) . 280-137.A.(6)(Attachment . 1-7:, . I . ; , ;, ,�i. I*,k � .", I 00 �,! , ?i Z '�, , 11 �, _10i , I - . � .. . . � ; . ; , .... ". . . . ; � �� N k.1/� Minimum Buffer(feet), 25' 100, I ..EE I I .1; i � �� I '' . I ... ...�. ., . . IT- N, 6�, I : I ','% `_ ­"��." ,. . . I. . . - - ; -11 �� � 11"', %,I.., 5i,x':�"' -��. . , \4, 1� 1!�t-et ;: I- , ­ I (�) �,11 . I ; _-?-�` ,, I . ."­, ... . ''... . VL '�rl N 1*�J,, 6) -39 acre site I -M r ! . � � I * ... . . � " X, 15 1 (frern wetlands) I % , � � I - . , . - �, __ . i t ,:: i . I '. . I . .It),�, . ,;�,. , . -%..,. .''. ,\. , ; , , J. ` "I I . I i.A..." , . . .: .... �, . .. . � r----,. , .... . t­� ­�"', .. ,�, , " 1, -, / I % I- ce 1 101 10, , I �. \ . -",. . .. Z . . . . . - , / 11'T' " 11M I . , NUMBER OF PARKING STALLS 1.1 :, !" .� .11 .. ..z . I. ".,�..!'. � I � . ... .,9,� . 1. 1. ... .. I . /, 28G-137.A.(6)(Attachment Minimum Open Spa i , . . "', , , ; , i , �! * Setback(feet) : ,; . - . . . . . �� � ; . . , - 11 * - .,� r-, Y' 1% - " x, ! � �.;l -15 � , I r - . t 1�_­,� ., I­:� 6) � 1. 1 0- . I F : �gk_ .. ,0. ,. -,t I. ..k ._.�-_,... � �, ,1, - 11 I I . .... ,, I " ",?""-/1', � I T- i i I'' * _�141, , . I 10", / , , ,� � CO . - I I- _1111 . ;... - - ./...� _; . ------- , �' . : -1 `7, I " I , . .. . . � ,-�v . . . . . ,/ I " , , I . . - . _\�'. ,)11' 1 Does not exceed 6% Does not exceed 6% � PROPOSED ADA HANDICAP I , '_ 1 - . ,�-! I Y� -,..-, . . .. " .1 '71, 1 280-78D Entrance/Exit Grades ; 110 ., . �\. .1 , 11 . L K.MdEM ASSOCIATES, P.C. . , q " (N i j. - I I . .._�.. .. _'. , , . �, within 25'af street I _ � .1. , .�l t. .1 �! ,� ` , - �- ­­­ -- .. I '.) %. �,, � .. . . .1 'A",-? _: �- . .. . . I : , . . . - . Z t - r . .. �... 1. within 25'of street ;1 , �Z_, 11 * ''.., N_I . . I i - 11 " g " t� f . , ACCESSIBLE PARKING STALL tu - _�' - � . :` . '..�# .. I ''I., 2' PAVER STRIP '�" '1� ,,,, , . �,, - . . L i. i i�zt � . jj� A . !�'.,* I' ,��','Y,1)3 r. :t ; � . I LAWN.. . . . I . LONG ISLAND, NY ,; 4 I . . . . .... .. 11 _._� - I 1. . . - . . FOR VEHICLE I.: �, , , I I '11 ,; V. , ., -I :. - : ... �� 1 line nor 1(r/.at any line nor 10%at any I p - . ) .I I..I : . . . .. I . .. , I . . : . . . 16" - - . � " ,1(/ . i-_� - I � -.-1 I 11 I , \ ......�...........................�--------.......­­­­ , , I 11 ­� � ' ' '� . I 21 . - -'. .. . - I . I M,.C. � 1..-_�," " ..1 1 7.5',' 1 .10 r BLDG.I I . .,� . . ,oth-er-po.int........�.....�------------ BROOKHAVEN, NEW YORK 11719 1 . OVERHANG (TYP.) , ­­­ __..- .. 1 PROPOSED ADA HANDICAP ?11, .1, I N . ! 1.�'. .. I . ,' ;; . i, I . /\ _/ i other point "'.5" 4". I , . . �q . ­ I . � .I � -105 : 4' E 1; . IIJ :��.'�`;'F .,[ i- ., t ... . (TYPE C) ... J . 1 280 Fence,walls or berm - - - � ..,.; ,I * , .. 11 I .I .-. .. . . \ ! 4'max. Tel: 631.286.8668 ef " i , .. - . 11 � Z.. BENCH - . . .. _�, v4iSMELT'FL�.Tk7r�' E3LEVA)f0i14 , I I'. I .. .. I 11 (TYP.) I .. . 1�, � .." J I I .. I .. � . .. ... I. I t - ---. . I I . . � 16 , . I "I ! 1. 1;-11V1' i � 4 ,", .: . I': -, , . . . . \If I front yard t I \ ;r ��_ 1. r t . , .I.!,!'� ,� , ,�. . . . ": . .- . ,161, I'.- ... 4 __( LIMITS OF 75' . ___-.--h-c-ig-h.t�-i-n..fe-et.---....--- ,, . . . " ...... -�---------------- ! � . I. . I .I 11 1)��.A�11,1,1r,_, .11 . . 11 . ,�161- . . - ,- <' 1; '114 '11�- I - 280-105 _____-.-- 1 1 177111 I ,�<, . I ..... . I*.I-- - .� �. . , '. 0 � . 1 _ (_.` `� .,"i 1. I . -,+ � I . . i\ I (-"-­,`L'E ! � �. I J �,_, - - � . WETLANDS BUFFER ,-4 , ) Fence,walls or berm 6.5' � � . ';�/ , ­_ .� .I . . . 1 -3 . �11-"2;� . " I . I . .i , . .. � I , 3'max.for berms 1111=� , I I In . -� I . - - , . �"­",I,'11, \ "."', . (TYP.) I ., )", ,W . . �n . -. 1�� -A' . 1� .", I I i.�� I , I , I I� I . . I . , . : _�, _­ , I . " ', '-- - `� � , . � .,,, PROPOSED ELECTRIC I , .-��,,, .�,,, cx =_�, / - . ,� _;;J,!*,,,'�, v :�:, �1 " , ; T.-- - I ':_, _� - - . , ; I . '� height in feet-side and ; /retaining walls; -\... - :1. -----11.11.111 � �,f�', , "I . , , I I 4 , �,­�`,-_-,�" �,7r,�, "Ill,�/,/)��,,��,.",,. � " ,,, � . � 'I ",/,'i � � "' ,�­, ... ," � . . , , : /�� I . I '1-1 � '�_, NE LINE I "'_*i....�' ��,�,,',-�,:4�,,��-,.�,��,,�,����4�.-�-'---V�,,.---:.,�-,,,''- �11_ _­_ -1, 2 � r ) rear yards 1 �' . - , � ­; -)jj/ - , - - &-l", `* I . / ! No perimeter I .'_ � __ .,:_"" ___ \ 'A .�. �?..-.-- - .;I & V- r` " ,,,- ­., - r�1­11111;1 . , ,1�- I "�-� ��� - ,��i­­_5­­��_, . ,,f� - I \ '.." -, TJ - . , fi, I , �� ,�� r *%, 1. �', ,�'�� ,I",­,_­,­,1,,,y�,'-r-.--_,­11--, �"*'11­" , . ;,- ,7 ;, "y .-19� ­­ �!11,�I DUMPSTER ) I I , I., i fencing - - ­,_,- I 1.11, ­­ 11) I/ 11 4 , - 11 " ­111�,,�//�`7��';,!�­','/­`y.,;"k,, Ir, , . -I I I L) __­,­­�, - " U . N , ,.�. 'y �� , �',", _�,I I I/ . , , . '), t_e N, __._..__..__ _ �',,11���'.`.. - ,U, �� I ,�, "'��""/��k';:�4 -- , - " �:,,,, , 6-1. 1'1��iA4 �K�,-,,,*, ., i- '7 . t �. ... 11�'_/;�,t,�/ ,/�, " - !�-,,-,W�,' ; "_K��iKK�.;;, :. '� - 280-117 Freestanding Outdoor ", _1 . . " -11..... "k,,-,��,�, ...... U I _1� "­'­,, , . ��11 i 14 14 ''I I ., '151 , 114 . ­_ I'll _ " , I (TYP.) /'% 11 PROPOSED DRAINAGE SWALE < � . - , . -­"'� 1, I �' VINEYARD VIEW � � I M `�,�_f 1J. _-I'l," :�'. ; 11 � 1", I . ,. "_1- ��,,1�,� ��4�m , , ,`�­�� ,� '­�;S�;4� `4�"* % ,�" Lighting Fixtures-height I , �, �, ;�l `t,�;��;��,,�,W`.'4 - 1� , ., . , -� - ­ ", ' ­ in feet above ground ! 4 � . , _', i _11 N A, . _ \ `�,�',73 5 i��,�',A_ X-��,,, - ,, � 41,,X­��­ 11-11"", , ,,, i; ,?"'x>,,/-,I/., -, ��i;, YA , ,�,,�� 5 "_ . t , - I i ,,,r,�,,��.�;,,��5,,�:,� ,- 4 elN , / V., _- ��j��,�, - , �,W`�;, - - :,�"iv I . �, , /;Af,�'��:-�y' -" , - � I , 1 � - ..", ­,;�" �A,-­­ " - r/_,�,­,�­­­­/,.;�,12�,?�;,�11 `�";_;,. , � : t I " I . , "" Zg, � I . - " I-1, , - . . - 1. �, � .- ."�, , , , , I _.,�/111( -_ o,,,�, ,�'_�'I,�", ," ,',��=,'r,�I I/,, I ,�_� )-, I 11W,lz"_;X,�N�" ;',�,��&, ,� - '�,.,,701` '_,�.� '� " � *, , , J " , - '. , R�1_ 4�i yp ),,�",��,,,,,_,,��;��.-,��l;',:M, . I 11 . - - � NORTH ROAD 14VAPP ...� - , ­­?� � /�;� ' r . , , , �� "q p,"N­ , ,,/,�,�,7,�� ?,�" '�""""� `� '� _,�� I . , " /, , (D - I ,� . . _ " , '� ,-, � I level I - , I , - '� J I . " , -, ,", , , g , " , ____.___...........___ ,/ -,q,.",�CJ,W1,A,"", ,".1 �_, _______.._..__...... __'�E�'x,r4­4b Q ,,,,,.", "',i,,-,,, � I ,�,`;,,o�,,-,�,,,`,�,_V,�., f 04 I ,�Y,,�0.`�,,­�/�, I, , ", " , - .__ ,"I "'.", , �;"��,�1.1.�.�.,�-,-�,,��;-".,.. "_ ,__ ""I",,,;Z,,-0'=,,:"f,��/",V,��/,, _� 0 � ," , I I'll. __"Y,",�,/ w, ,1 - ,� _:� , __ , ��,,,�. .�k -­� ...r ,Ilk, TOWN OF SOUTHOLD, N.Y. I 1 939 - - .. .I 1. � �W.� I , , , Iv, ,�,%, , _-�--f­�­­�­ " ', 1&13"�k�,� �'_"�-".-�.-,--,.::-&�,."_�`,, - , � -.1-l""'", '11� . � _,,,,1'4t LIMITS OF 10' OPEN I I I , �1, , �1, , 111K , , .�, 1. ��­, "��,,�� "� ,�t, � Z1.11. . ,�.Z��,� � .r. i I�,V-Ne 'Z'Yk , .", ..". It 11 / � , " �', I i/14,�' ��""-\ �, 11 e' " -1 , - 1P � , , . � ,�, - -1-1 V111-1 0 �; I I - ," , ", ., / -- ", /..k.� \ -,�,,�'x%,"O;/�,,',���";" ., �-*,�1.,Mr�--� �) ." ,�. I 1 _`� /� I I I��, , - - � SURFACE LEGEND: -1 .1 �,.,;,;i/ 'n, � ;"",-�, I ; `�......./ .�%,_,-y"- , BUILDING SUMMARY' I ��.1­111 ZEF"�;�'�tt��_ , -� - �V'­'�,,�`9, 11'11. ­',- 1�,�_ � Al I.."111�11 v 'I , , . x��, ­_ _�­11! � t,� ,,,, ^) , )", , ^ , , ", , C�:�!��E�,� "'11, - , J,��:,�/� , � /�­­� � � , 1.1� LIMITS OF RAIN i ��. ,- , , , 41'1'11:1�W " , \ (TYP.) %�_ M 41 ,. . 11'�'o'I', �". , " , : , .. . ,�,�,�,;.," ; �,;g .Q . , z _� . . ;�5� 1 1,1, , - -,---,*-­..........................................­­-------------- 11 .. . .. . 1--,___..-__, "'Ir ,"", � �_ _�I %, I NUMBER OF UNITS MAX. MAX. MAX. LIVABLE BUILDING I . � "I'll, --1-11- _,!�_ .. ,�'._.LL�........".,',,- �, �,� ., , """ 7, O.. 17 . �/- :2 . . , "' /-��, '�14,i, ,��Z'AQEJU,-�-, __J"��, . �, ,;,�6 Lll;� .I. _/ 1�1 LENGTH LENGTH I . ,. , j"_�,i� , , r ,/,,,,r "", , "" 7W � 0 , . . , _'�.­7-1 _14- , /, - I "I . . ., . ., , _ _ v_ - - �, STORMWAIER - 61 .. I '%, , . � I A� I ;� I _�,,__�,�_- 1. . WIDTH AREA(SQ. AREA "___'� PAVEMENT 1; . � K, �� - I -- 24.0 ­�', , , RETENTION AREA ., (SQ.FT.)3,4 � P '111�3, __ I . -VIEW SIGN,- -��- V - "--:--J d" - \ REC!D PROVIDED (FT.) FT.)2 �'jf� r­­ . . ., , ��6p- e, � . , \ �' FID�- , L I i _. IN ARD. .. . `­ It-. i. . ` - ,.:�__ I 4:11- � '1A,� .. 4 I I I " --'� , . p,i_�LZ� . I I ' ' 8, , .. . .1 - +ITI­'.)'(r.,:; . , - , . � e M I .OTE " , - 1, -_ "'� �1`1�. � -�;, - - -'SEE I . . .. .. I .� . ! - - �4 IF ­. . . I I- ��') ..i�l � I I .. . . , . eA (FT.) (FT.) 0 __ .1 0� , -- "��-.-,i�.,,,,,�"'��,,�z,,�-,-,7.:%�,,.,--,.- . 1'/ - / I ,�� ,,�r�p/;�� � I . . y � � -1" ,",5� , I ,. ,". i`:�,!, , .11" � ��'_-P7�: " - I � ,�,*,i ..", : - I �11;) �g I .�F , \ - I . �"waz* - , N7 ", / '� I .. . I . �, _ ._ . . . ­�, , " . . . ��� _� _ '-' - .I I . I I . .... . .__. ,.­­­­_X 1 I .. . k-\ �_11, -, IBR t'_ "� �,-,,� LL.�� I � A ��//?��-­';�`­ PAD, SIDEWALK 01 .. . - 1. / ...I . I ."', " ''. RLDG,2 . .. 10, x 10, *�� . , , ..__Y�_ ­...�....­­.___­_._.___ � I . I . 4-1""""' """" , . , - ---- ——_ � ' I . I JI -, -­�.:;�":�,�14','_�­'P'A - I,-",-' .-A I C 6 2 2 125' 1 115, i . I 1, / ;� , . . I I �_ '- . . f . I I TYPE 6) r,� "', ..� � � OR PATIO ,. -40,," , "" . ( . ��', , ./.... DUMPSTER MAINTENANCE /-\ 56' 18,727 6,022 � - - . I �-,"';......`-,i�,,`.- , . . ; ----",i 11 -_., , r . , . .. . , , , . . � q 11 � 2 B 4 4 2 - - , � -R,:Iko " . ., .� I (TYP.) I I —__.__.___- r � - & , " . . . . 1 6,161 BE 0 - I I� � 4 . ..''. I I .1 , f- .1, - ;� ,,wru��A . BENCH (TYP.) 011 I ....�... .. I I SHED - 1�1�15A '11-1, ",� 3 B 4 4 2 125' 1 117' I 54' 8,996 6,161 ," g4V7 r, I - :­ 'Ill -;,�� , L ,..�, 013 . I I '01) 1/1 r,� ., ... .1 " I. P5;,�F. "" TRASH RECEPTACLE kl`rt'.) .. I . *,*. I 1;�� - ..................�..........-----------------­-- - . . � .. "'I - ��.�111 .�, , .. ... �* I . ,,:� 4 .1 . * , . , �It . - , . . I �_­­11* ip � ..4........--A.....__--- 0 4 J I....I—— 125'_ 50, 5,028 3,123 , .. ... - Ar 11'1,��,_� ,I -,�,! - - 11 I , i.......�......�.....- _____ 9X"/- , . _.. -1--i..� ,." ­ I , I, 5 A 0 4 1 1251 ,: Z% � ­,;"­ _,�,Z,'�,,;m-,,�i-- I . . I . I ��I , /0� ,, �, " '� I: '.. � ., ; .. .. . , I I _1� � I ­ 3' 50, 5,028 _____ X '. , - \11. 1 .. . . I I I �,;,1;/,, '44 , . " -4 1_ ...I , .i ; . . .bm� ���k DUMPSTER I , " ,OR/ , / /, ",�,,, _.�.. � " = PROPOSED BUILDING i 31 �� )t 'J I , , ", . �;� " ", % I - .... ...,-- - - . . . ,�� . - --i I / I -_ I - ----.-- 3,123 , , 11, � _ "/ - , I - , (� "I-, '\ F . 4 _'11_1'm�___ � , _�_­_;;/.�_,� I , , - , 1�w I 4 , . .. .." � , " / , I . .1 I,/ "N' %� ., lz� ­,�,­(­`.*­� 6 D 0 2 " '' I _`_`_,_`­` ,V '�t 11 ....��t��_,,,i'll,�r , - "I � !V1 I I ,;�/:. 1, , . , rl�_11 , -- .*. . , , - V? � � I . . . , t_��,:,L,;�___A, I -1 PROPOSED LAWN AREA > ;','�,,��­,'/ , �M,-1 ­ , I `/!11'1`11'Z;1111. ".-,�w� r ­ � 3 125' 1 1 . At. -1, I i�11�.% :�­ / 'i,'�,` --/"/� ,�: , , (TYP. . , ,- . I I ­:� ­,". , -11.--- �,­ , --- '", . � 11% ,/ I I ,­ � . ,,, " , I � , .''4 'x�61/ I Q11 I 11" /, .. �0� .. 11 111% '% 3,657 am* .," I I",_::� , . . �, / � .d .... . . ., " ,:_ -:�, . A I . . ppow%� ,ow4L aaw- . I .- . . / COMM. W, A ­111,�,�:�� .... . -"/ /'/ - ,�, .. 1. ,. I'll 11 . -, "", " 11� I ... I ,/,F.'77 I, __�.�//� I "I 1;I I I " BLDG. ',�. '�,'�,,VfA-��,�,- , V? _­:_. - ld".,;­ , - 1� � ., . . I j . . (,�r�, � -", �111��rltl - - I " , C 1-1 11 ". . , . , ,,.,, , I .... .. � . I I""­� -_ ,, .1, - ""�� , ,,, ..., V I I .�... .. .. __ ___1, � " I 00 - , , ,�, I , ,* , . //�, . - ,:". I. I- 1��. ,�,�,�,,��". I I r �� ....... . .. . - .. - , " I X !I - .. 111M�_* - , - � _*�-*��z_ . . 1;.L,,,,�, ,�1�� ­ . , .I/ 1 � . . ., -,, � b '-,,. I '1%, k4 C_ 1 I . I �, 1 —4, ,Z"."""", :�/"',_1,1'1-11, I , - lk ,;'. �;,:""��.�',,-" ,.- 1, ­—4. . . . . .. I 11 1'� , I I -SAI ESTATE DEVELOPMENT,CONSTOWC?100 61 WAVA,0tMVW1 V) .., . . _1 � . . . LIMITS OF RAIN SHED IF ,�" ,!,�.�,�;,; ­I ' , I � . . . . . ... . . ..� ��"- . _�­ ,; . , 11',, , * .. i-1. �, ... .. N %" --- �, ..,:. I � -. I�­,1, 11 ­­(�pv il . ... .�,�,,.�!,�,.�,�......�>!); I., . I',, 411 I 1� -W­�_ I . ... � I 11-1/ . , " t 1 . *.., .-I. %, . , . 11­�11 1. "y 1. .. I 7 � W, n_ 7 770��-�'�., -1 , __ -, , . � "I . 'S . - , �, ��:� .. _1 ' 140'z` !�" -T.. ,v'.�,,'­"T� .." '7� �.;,,�. fl�",,,�, " " . .: - ­,�, � 'I ", , .I ­� I ,�,�.,,��:",/-'�, . . . .. � ;­,�,�'­­,. " - , ,--. .. I I ­....­', ­­ ,1 A, 1451 I � � 11 1�11 �,;, _--.-�x�­.,/, �,,, ...'� ­­� ,,�..;, '! , /, 11 I - I _', � - .. /- ,,, 1W _�l� , , - " (�<:,/,111 ,� , . ,:� t , . _V , � �,, -.- ----- I i fT , . _,._ ;;,;"�; x� /, , ��":* ---,,`,:4 I . . .- ;, � I " . ,�F,�.�,,O�.',/ -,,�,11;z,��' .0 .. , 11,L.."'t". , :�, ", SgOx 1� " F/1W . 414�.� �'� ,­,,�','�,",� , . .'111 . .. I -- ) ,�/'� , . . � I I'll. - ITIJ - � :<_') , , ; , * �7 "'" '�' �'.., I . J __­­ *> "', 11 1 4 ­ i/"�11'4`1 ,�,� ­ :, , " )Y,,'�,7,,,,-,,�,.�,..:,�,P'��/�� 07N��'�`,�: ,,�� .�:' , , ,'­& . ,,,, `1� 0:.),. / Mr F , , , . .. , ?'X" , '/ 11 an/ ­& ,��*,'�'?.;� ­ , . R ,-�, , , "", '. , -I,.x , , 'I ,� '.-- . . >_ I - .. ,-,\ - N /I - � UU1 I t P I i Z­-,-I'�:.1-- ", ,�� , V', . /,,-, ,/ � . - �', �, �w ,, .� . �5. - ­ ,­� ­- I ,/, , . X A- - ­/ -1 (0 k� ,/1'/1;11--,4 . . .11 11'1� 11;IV, , . 0, . I I , . , , I . , . , ­/ '"" j ,-111.11­�,�-,;�­­ . � ;��<,l R , - , r,: 7 �Xl I_ I . �, N _­,__­­­_­ ��, . . . I ; , . , '/�;�,�,��,�,�-�m� - - ,�::"*'/','f',,"','� , , 2jo­ ��-,,�O;Y�, :� . . .. 11Y I "A' D 0 51 74' 50, 5,591 J , , � ,,�- ��I-`,>,'',;i_' "'t.,,"�'�,", , " C,. , � \�/ ��,­ . \ ,�,;t - - I � J-- , '. . . '��",16,",r","",,,�­: I , I I � , . . . ..� . , - . I - '.., 1. [ On" 17, , . I a I � ­�,�,, . ,>, , . . ",:?� �, -,,?'',"Z", NQ� . ,',-,��, " ", . ,� . /X_ _/ - !g; ,�, ,�� , , ,� �, , .1 � I>_.,,, I// - 1 2,_."Al , . , 6;�k .*�14�1., 1?,� V OR I ife - .. 0", . . - -1111'" , ,/gm " An ,;.�� ,��, -� . ,rrfl, , ._,� , I ­­­ �[,� ,� . , -RAP I I I . �)�Z" , ._�- ,�_�,_,,, � I K !...... 11 - I/X� PROPOSED RIP . . . . 11 _ -1,111, . . �'i ­,�., "..., - I �,_ W,�,�­ . � Is � - ,,�� �, . _� I �_ ;__;,.�,` . , ­ -.111"I/I-, , ,/ ,,, I ­'­'-�.�,,, �­�-, ,,� � � . :� 47, � " . "" . - . 'r_ " � . . , ". . . . 7 ­ . � .. - - 01_1;1,�,A�_;�j� �­ ... .. I � _��,, . ' ' ' T,��, . , W-14 . %1; . . - - � Ir . .. , ,� ,_�_ . . , 1� "* ' 1 . .. . ,�.,;,--���\, : -.� ,-, ,�, 1, ­�, , ."­, ,,.,-�­,,,.,?r,/l -J� W"��, 5,",�'� W t_ , _,V_ ,i N�,- .-,. . . ,X"I STORMWATER TOTAI S 1 14 1 22 1 1 ,. ,957 I .. . ,�/ ,,�,, . ,,���­;, . . . ...--b,�i� , N64*- . It,1 - "_'.�;��� �--, 11��) � " .; , " _� , 0� 11 " I � . . -k,;X�;4->,�­­ -J d � _1 �� . . ,.1-, � ,;Y_ , ., " /I - I- , 1� 1� I )�� !:�; 11- � ,_�_.� A,_,`t'���A47,957 34,653 >1 , T 0 -, . SIP:�C'�`,�;,, vl�'�,,J._ �",,,:,"�' . '' '.., i 221 , 4 1�.111 \ I , - "-, . . *111� . 4 #1 I -J t.". . . � /�*-,­­'­;�Z,,4ne , I ,� ,� "',-, i 11-.1 . I , ,1"�� :.,��­�, I"�­,'­�"....," , '-I .�,5"ie,i��k�,'�_,,­,�� ,,,ir —- ,,,,,,!,, / ... . I � ' - !�-� , . . .,. L . . �, I , ­­ . . ,_"", , I Z,J J�,,I,tn'�-> ,��, ", I . T I . . ,)�'. _� � -X-e 1. , f , � 11 . , .. -, , " ,;,;, I I'll,,_.­�11'1 , � � . . � , � , I'l , I I .. . f -f I - - . ,,,,�...�j -- " - `"" 4,, I 1 11-7 ---,1,!1,.;-; ,;�"_'V'1111 .:_�_X­r g ,;,�.,��,,,�,��x,;_��,4' . - N,Kt.I LN I ION AREA W]dimensions bcve been rounded up to the nearest wholefoot. ____� 111111111.111mofflaqw/Agns PROPOSED STORMWATER I i I I , ","�� * ':,'�4(�d " --�­, .f�,,,,,�'l "'VJ1.� . �1.�- ;;1-1 I'll,�`,�,'I,-, . 1�4// . �... I I . , .0 11 ��, ,��;,f-,-.�3�ggg���,1 1_i$"_` , .. . - r...Z. . I �fl,`'. VILLAGE Mi . , ���<, , ; '1K,Ij";"�,'��,'�',� /l%l,,,%�/%����.;,��,",,�l��?/'�,,���,,,�,"',� , ", ", -1;,C __ . : � �, . :L- , , �,I..".f. .1. seal :�7:Z'1, 1 . W11 0::41�W4'1"1;_:,. .SQUARE � ',� n ,11 11 ,,,�,,, ,',( �7, ­ - , . `�,�,�-:,...-� �(_"',:, ­ ,�, .�,I i 111'�'. . �� i�c,j;�,:;,,,����""�:�"f�','�l";"I"f�rp"� ;,:� 1, ,.r "-%" 7 'Defined per 280-3.37.A,(d) J-1. '*?��Y��,�/,.�­�,. . . - -11 `. ­ _ _ ­­, �I ­ �J D.(_J f'. �,`��,�',, ­,'�­`�'�-:�� � " ',�"'.'��, . 1, " * kITPEB) ,� '? - �­.�,, � A�, � - �,�,�4�.'-�,��:7�,,,,�,,�,,--,-� -J-' f-- J- ,��? ­,'... ,,, ,,i_ , ,,�6, D` - -1111-11-11-1- . I ,;­',­`­, �p 1_11";"��,1,411,," , "i* � I 3 Per 280-137.A.(7)(c)Total building area,for the purpose of this s,,ction,is ti)e cumulative a ountof - (1/ IN , / I . -�,,, . ­,--f�;-' �,-�-­;-, ,11 ,� , . ___,� I --,,- N L;... ...--, RAINGARDEN OR BkOS\NA,LE 1 r , lir '* * . . . ..�.., N"', BLDG.3 1 . I I_ ,;� ,I I . � � . d: / "I """ " � , . `^11'. )...... / , , , � I . , �AWT P"'.r ,1, ,�,_,� ,�;7",:,.!,',­:�', �,,�r-f! . I 1%,"'.", . . - , BLOGt 4 " 11]��! . . . . . . . ' , , a U ­.,,­,­­�,� . -1 / i ;- .. _,� �� ;".)" . � //_�11111? k I !j",J!,��,;N;."f", ,�,-;4, /, :� -11 � - ..:-�_ ,�.1 , -.,I,, 11 . . . . . I . �;�,,,���Z��,,�/,��/�,�,�,,,,,I�.,- * ' - I .�,/", , ! :1 .,r,,,"!", :�, / -,� . U . ,� , m - - - ; i . �,��,,�,�'.��-', " - ,,�� , //,�'111',� :;4 , I , -I ­,,­­ 14 I/ �11.- -- I �1:",� 011 -,/`41 I . '_ i livable floor area,as defined below,of oil dwellings. Total building area does not includR clubhouse or , D"k-, i .P., .,. . el"- ��.-,,�,-? ,4 . "��,I e�,'i , Il. . : . 1.,� y -, ,--�-", G - i ! � I q " - , `�" �'�'1� , :��, �""I",,!*��1,111",��,,,�"", , , " "') I , _ , I >/ ." w-'�­/, -1 r .. 'I ,� . . . "' 5� _­N��­_,elou 5"""" ,� I t . . .; .1. .1; ,,)" . : - I . . 1:��?& ��,�., . 4 �.--,,��:;" , "I��,3 1 �� . . ""\ \., . " ., ,% I - - ' -2� ­ ,", , " I (TYPE A) / , .. . ; r 1 41 . . / . , -11 6 ��­ZA" K,­��­­, `-, - ,, "I-,, ')_ ,)1y sin7dar amenities structures. I � -- � �:"g� Z, ' '-'('.-�i� -,,,.�,5�,�,,, I Pf I �1115%j -1,� i " ,I, 1�11 , .", �....% / I j�q-.- �, - _- I , f" LAWN Y, , I // _,''_ --1"r , , I , ia � - : .� - 1-11 . _ ''I ! f A�A',: -4 i �1,�/ I i . . , . � , -`- -';J* " , � I - - - I- _.1__._.­­Z.­: FLAIWORK "k ,�,� .-'�\ ,���' L , J . - ,( 1� - �: fl, ... I . . ',�',�"'�� ' . - "I 11,1"V BLDG.6 - r . MITS OF 75' "' _4� f� ,�,", � ` . , J!,-xg ,,, �', 10 ­- f Qf.". _1 ! - . ,"V �,�-,,���,;",�,'�',�",,,�,'."','A��i,�4,, - ! 14.... \ "Il , . . � -�.r.; . ;, . ��­'�K' � 7 . �, , . . �p , It �z 1 !�,J .,, .* M, 'Att��Izn . r-.--1 r-�_ �­ V/ - -, ­-,,�,�,�,�-,�,,�,,, � . ", �1�1;1 � &OE b) � '. 11 ,,/ WETLANDS BUFFER %, ­-----------------------------�....�.............�..........................I...............-.-- _1AA -f t. - , ,"�­f ;'� r, ',�,­',,�r . ��i, � �. �.-.,f . 11"'., __ ,_%4�1,,,, i - - i ;��,__. " 1'?__� "'i.i"'l- , / I � "",.-�, � , : , -r". ,,,,t��,` -�y""'x-,41,,-,�-�4,�,,,�,',��': � . ..... .. . - ;. " .,. . I ,NUA,/ . 0, N LI _11", , , ,� '�... "I - 'Defined per 28(-'4 . D : ),..)..,--"', I.. r-. ; / I 1-1 :�-_ .., , '�__)_, � - � . I'll,......i�� _�,," " I '...�"­, "i" ,;�,;,,,j.1,1,;-f� � . I ..� .: '. i . - __ 1'1::.`:i.::�:T7.. .. - '. 1:k 11 - " 1�1 .1 I . .. I I— . I I �1` "I'; 1;,"1, . 1 �_­;�J" . . 1 11,W�� 11,11, I I . 11 � I N, 16_t� , -- " ­ . I --JR , , '_., - .,,�,'�111� , _-,­.­-­, , . .. I/ I 1. ",�------:�­��- �. A . � , " - � * ii __ I'll, I .'�:�4,'�,,,��,, , , � . ,-�-­, , ''4 -,- - , ­� - , . . ­,,,, M,11 ,�,4 _',�...... -\:.�, - ",,,, `�,-��`:;,�,,��',;�',',ww,4-e/ " ;� .1_7;,!,.4, .. .. . . ..6 .r ! 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X I I . - J-- r OF . , � �, . r.1, -,�."'. / issued date description . , �,.\� . . . a­':,-­'C)?A - . . - .I .. I ; . . ro .�, -,� ,, " "I'll" I . . r'i '11%, . I 11 . . / / , '."P,,,-, ­0�'- 11 -�,*11�1�I . .. ,�­", t / I , - ; �-A­ . ... . N /� I GARDEN / I , � I - I��1�1. ,�L_ �; , - - C-) +. - �, I a- X,,r , - ��<, "I"\ .,� �1`111 fl: P, . . I I �� �% . ,/ ­'��", I I I 1 5k' ' .. .. .. _,� 1, .", � ... .. 1, I I % - � . . � --1; y , I - , k , STORMWATER ,,' I '�� �,,P_,� I , " ��, � . I ',,f \ \ . � . . 101' " D ;.1 _11c';.�_<' r,"',,, . , r . - . �', ,0,11.-� - -� . ... . I ,-YI,- - , �,_"51-j ZU U �- .. .� "x, , \ , � � - . . � '�,��, / \ , . ��­ - � �... ...Y-111--v- �� . i I + , , I I -i�51, I ;- /., -qz " .. I , - V� ill� , " 'a"', -, � .\� I �; i 0 . 1, RETENTION AREA L , :�K4 '1�z,, , - � a) I ," � "­\ 0. . .. , A�,-I,�"t.,�J,I \ 41 ��, �1'1�.`�' r.-.;k',,, ­,� I I F.) , , -'--y--,_ I", 0 , ,0. Lo ',,',',',,,�,�,;, ,, . I I'll i I I UMITS OF �-­,r e�r � "'. ..'� ",,", , ,A", "', ,;�.`4;.�......��-�;�! . , ,"1,; .�k "'�� � . �x - - 11 - " -�t '� :�111 I . .. ,� LIMITS OF 100' WETLANDS )­_�-_ .1,� , I . . I , �f­ .. . . , 112, r --­ , . � _­ N N., \ ,.-. , I C� '� BIO-SWALE / 1. .- _,� `�,�"",, -""",�,�"I'l�,����"I'l�/,;� r-\ ! I t 1�­Ifl_ " N�.,--e� , , , I � "' ,X �,�,,_Vf,� i����, ,�, _ I /I�,, I " . .511,11 * . I I L� i '�, '\'- �11 \,\, .��Si . , \11 I r � - , ', P; , . �­,,. "11, . I. ,\ ,; B - , 0 I I 9; ­ "I"I", . , '."� -11 1`1�',�? ..: . - , ) N1, /1 , � , �� , "I UFFER/ . , �­", ..- '... . �. ­ ,_ - �� . .1.. ..\,"I I lx'�:-, OPEN SPACE PROVIDED �� -, .. , � � \/ / 11 STORMWATER -%�, ,�� , .\ 1, �% . . . ,� ��(S, - "I-N, . "s, ! .1 \ ,\' , t . . , rI .... � I e . . . I � . . . . 0 ! U :N 1,� I I . ... . .. � �. .& .. .I I �-*I" - P . -_ .- - , -�, ,,-,,,-, p- X" . I I V . .I . ." I " . . , . . ... . . P. . . I , (TYP.) 11%, I O",� . : SANITARY 'PUMP. I L,_ I LIMITS OF A ' E� ..., .�:, '. , .:.­.." ___ . � . I . ....I... - . ..... .I + . .'. . , , 11.11,�- . . I , . ... .. . X�. ., -� 0'-% .........+ . . , - 11,41, 1 . I., � -,4 t �� "N I� , _­ . . ,gATION 1-1- I ..- 11 SPACE S EiACK 2' PAVER STRIP FOR . �� . �,_ ,,.,, . . 1, - - P . . I.. lt/,'�" , , I , '�r I -.!, X,/,�� , ,* - - - . "<4� -) (Ty , '1� � . I \.1, ��, . . �, I P.) " /1 K_111-1/'_ --, VEHICLE OVERHANG 11 \�,, `�`&'...4 . �/�,- .- . I , I \ �­,---�,_,I- - � I . /�J �� 0 ! ,.�_ I ; I J I �" I . _ ,�, ?,'.,*� ,v� ___ I/ ,- \_ � ,� I � �, I 'k-, __ 1� - +\ /. I I I . �. It , >1.1 I f III.F - -I-- ,�, , , . -,Xkl �, .,� 0 . I-�. .)1. (TYP.) , 1 I I ,�,�X� I 1, :",,­,)�� . . . ,,,,"�,� /� � �, . � f �',��," 1')�, 1�_ I � , i, _�-� E STIN + � �� ��> . , , I r ­�� I � N1 . 11 DUMPSTER � , , !F�, "� ,,- 0 1 \_ �_ ,/� ;1� ,,� ",/ I I .1, 11 :; E'4 )_.; , . I / � , " , , 0 ; J 1 , - ,� , - I T ,.-/ '. 1� V: -,\, ,/ - �\:_� ,, "'. _;� I � OF RAIN (� f- r, (TYP.) N I ..� '.I 0 1 f I I j : NDISTURBEY ,..,) .0_______ *��11 I 11 ..", ... I.I - ." , - I :' I 'j, ( -�­' \�_ �, . .\ WETLANDS BUFFER � ,1, 1 -4 1. r �/�x 6 1 I � I .� , Z_ AR 0 REMAIN LMTS " , , !, NNI�,_� --- LIMITS OF 75' i - I 1, _�_� ;.", I 11 . - STORMWATER I ! — -....­....­­..� . . -I -1 ,t'-)... . ..APPkOVED BY' . . , I /1 11. 11, . 11� , - ! . , _1 ": 11 r1_ _ I . �. . 1 � (TYP-) . . . . . " I"'W�, " % '.."��,,,­.,­ "-, " . . .. . iziaL—,Z'7"' T 11% . , . " \ I . I -",� ; � I s . � I .. ,__� t�.� I : 11 " 'r -\I? - .1-11 'd "i ' l . . _�'.._,�, '/�C�Z,3--- , ... . 1111111!111 U) I / I / i . ­ 1, - , !t > v I It I ,,, ��) 7 1 .00 I , -� '�'�� &ARD OF 1RUSTHS , i 1, J , - *�� , / , 1 :1 . i - NTION AREA 1�; , / ( � " ..� N._ �_ I I RETE )-_1 , CD � / / �_ / LO - �, '4,/' ,�- � I \ - *-. .,. title , 11 ) I , I I ::� ", ,\ , -� . . 01 I I 11 " I .� /,.; .E- , I . I N X 1\I " V_ - \/ ; i I t ,- - ._1- . ?: I _�_) , � ... I" /, �': : .. .. /I., I %'�' : ,e"TOWN OF SOUTHOLD . ' i I LIMITS OF RAIN I A :;1 1 J I - -'+�., I 11) , / .,.� ' ' I I .. _ I�- / . . , r " I - "N 5 , , . , + I E 1 1 I 4 1 - .. � � * I. - �'.' \ I - , I '. - ", ; 0 -" I " , *­ , : , ... "I -�, " . - n , � , �0,, � + '�, co STORMWATER Q�� /1*11. �,, .. ..�. .� .. � /1.1 "I _/ - -.10 le $y . ! I I 11 � �� to tr) 1_/ . '.. I -I''. � ..... .1 A DATE - . , 4� ; I . 11, N\1 .. 1( r I . .- �� � I 9,11 I I I ',I' I RETENTION AREA I I . __ .,., I r4e,C4- ?1.3 ze I g "Ih . . . .. .. . I . I 1>1 ,�, � ", - - - , . . - -1.1 . f ; I I + /, I .1, t, I . z _- i , � \/ "IV 0 ! 35* SE-PACK LIMIT ' 1. , . I ( ; -�,1�. ��,;; . .1 1� . / I Z,J t' - �� t,;i -,) *IV r - . .. , . . I. . .... I � i,� / I ,�,11 . I . ., . 1� �, ..,_ ,I,- I 0 ��- _ . . / b�,, a - I I ,,� FROM / '�' i.- 00 \� """', , "' . .. , . . : , : ,.. . 'IN � , � SITE PLAN _(-J I "'; N. ­ ".. \ , . .� . 11 11 M 11 I /� \ _ - ­ — . ;. L __� I . . C I- -, / , " , .X, "I ' :- -. . . ' k. 0 if � -L!i J " I _� I � �_""_K_l � I wtl,J'a, I �� . e,,; . ,I , i; PROPERTY LINE � /`11 ��; I 11 !1 ,_,� I ­ "' ' L�� ',I .. " . '�' . , * . " .: 1, � I _f ) -., " . ,. / , 1, F Q I . I / '..',; UJ I I� ,A.-J,.--,t,.�,-�,...,�,.-,k,.,,k.,�,,. r \*. , , 'r . /I �� ; i 'r- ­', �­ - ....;,_1 � I \ �. I I.1 . . . .... . . ., ., . - Y. . . I . ., I/ L--------,:-- , 1_.� `( I - . .. .... . .I / ), ,,>� " .,;� ,4 � ., I I ,\-.. .. I ,/� .. , : \ W" . . I tr ; " ':,,,,, �, I I /, , , . *Y� t� , , / . I ,"\,.-,t, _�' "_4 %_ GARDEN / . /��. I , . . .." �.+ �, . \11 11<11 . -2) 1 1 ,; I_. , , "\ I I . \ ,, , . ,;., , - � ". / Y' `­.- 11-1 I � 1_� I i i I , �+ �),J LIMITS OF RAIN 7 Cn I 1 ! 1 .1�4, 1 � I Z­', �_I- 1_1 / le-_-.11 - . 11� I _)_ � , I e . / I . � L1_ SITE PLAN NOTES. 4", 11 ,I ­�_ STORMWATER , I <, ­__-, 1, I I I ,.-.( , I N 1�/ I If I - \ "'. . J1 ....I _. , 1. BEARINGS ARE REFERENCED TO LIBER 11957 OF DEEDS AT PAGE 433. - " / IV-; I\1y , \_1_i - / 1� _, RETENTION AREA " ,,, , , I , . I , ­ PLAN KEY C 00 �.` 7 I* 11 A, , I 1� . , /1 ­�, I/ I I I � 'L , V_ . - ' . , " _= _X 11 . � I." I 11 .21 2. THIS MAP ASSUMES THE AVAILABILIT( OF PUBLIC SEWER AND WATER I IN", > / ) I , I "�­t �,,_.,­ '_�_, - , / ­ .... . - , - to FACILITIES, ZONING REQUIREMENTS ARE RECOGNIZED BASED ON THIS . -4/�,�, -�,, I " I ,� EJ - I... . - I I . � . I.; Q) -1 � I ; _/ -S 11., ASSUMPTION. 4"I / , , _�­, '1/ �,' ,,, / - n 4 �",�,",i 4:�, "),11, U , 11 / ,,, I-, 3. SITE MASTER PLAN & BUILDING LAYOUTS FROM BY BEATTY, HARVEY, 11 ,+1 I " 1_t� , ' ' . drawn by: LMY 0 / 1; ,jr-1--,,� I -1 ,-,?- -�;­,, A�. [--\V, OCTOBER 17, 2017, ,' . I I / I 0 COCO ARCHITECTS, NOVEMBER 2017, "I., ", 'J . / _., -1 . �� - _, - -, - < '�' �..r / 0 4. EXISTING TOPOGRAPHY FROM FIELD SURVEY OF NOV. 13, 2017 BY L.K. I-4 I , FRESF-IWATER WETLAND�/ -- . ,J_A_,�. ; checked by: CFID (6 McLEAN ASSOC.. P.C. I I i b _____­�,.-,_, -,-,,, " - __1/ ."I. I ._P,_1 � �-S,, �, 1� . BY GARY GENTILE OF LKMA � I /t .", ,'W,� 0 5. PLAYGROUND DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH J I - ­"..�, y. ,t,- " / scale: AS NOTED ,�'. 01; ____1_,,__ I/ r-, N I,,, 4I Q) / I 116 I -1 r- SECTION 1.02.0l.C.6 OF THE NEW YORK STATE HOMES AND COMMUNITY. .'��,,,, �_ "" ''�� - ,-* " r / ,\ E RENEWAL DESIGN HANDBOOK. ,11_� I I- ]2 fN 2 e' 'I'll - - 11 ,7 0-� rie 1,jo,, ,Ai ,__ , 11 )­ ,e .N I I 00 <� 6. ALL PLANTINGS SHALL COMPLY WITH THE NYSDEC AND AGRICULTURE Jt ---_�__�", " ..�, �b project number: 17106.000 IV) "__,� 11 , -, f 1�_ "I Is" 6 4) AND MARKETS REGULATIONS CONCERNING INVASIVE SPECIES. " I , I/ ,_,______,___�1 " �, � N�l 0 -9 7. PLANT MATERIAL SHALL BE INDIGENOUS OR NON-INVASIVE TO THE . N, �,, � I- f 11 r- 0 1 '11"', i - ,- __-_.._�, I ,�1, U_ POISONOUS, AND BE SELECTED TO MINIMIZE / I ,)11' 4-I ...; � I , P i��� I 1:1p �,** , ­-, -11 _� �, I .) I � WATER USAGE AND MAXIMIZE ENERGY EFFICIENCY. - I 0 100 200 0c,"',��;�, k .. I sheet number 0) />," ­>!�,, _ "I ___11 .�,, ,/ I CO 8, PLANTS TO BE DRAUGHT-RESISTANCE AND DEER-RESISTANT TO THE . "*,­_�. I ;_1 I 11 P ".,; _____­­­­­......r", ­___ - .0 . 1�1 1. ,'�, --, ;11 ------- ." � _)I`k THE EDUCATION LAW OF THE STATE OF NEW YORK . 1; I .-1 r i ,_ I_- I.- - I -r, f � . .� . . . : , � I -Y MAXIMUM EXTENT POSSIBLE 1_� -�­ 11 � 1, Ole, / , � I""' V 0 L_ -�,, 'I'll , I ,Ex ____] Feet ��; I rll I PROHIBITS ANY PERSON FROM ALTERING ANYTHING I r -. � "I / -1-1-1 :: :- .1 . I. � , I .%:I . . �; . C-4 0 9. VINEYARD VIEW SIGN DESIGNED, LOCATED AND SIZED IN ACCORDANCE I �., ­ 1.1- �: . . - N� ! .V 11 I " I .1, IN THE DRAVANGS AND/OR THE ACCOMPANYING . . ­... ......... . .... .1­­­.I..."..... .;-..� mii :�:: -e ��,�__, ,_11_1_) SPECIFICATIONS, UNLESS ITS UNDER THE DIREC11ON . I:i .. �;,�,�. _)�y "'., �_�_�,_,,'_A_�......A-'k-�_A_'k.-, ).../ : , -­ -- __ - "I q �i�� Ize L,�xa M i - i / / , , , , ,­ , - " 'I-I-)-I �� " f I-1_r/__1 _,_"� ,*`,__`,_, , ___ , - . ,,,---,-,--- 11 I � -1 I ;� - "/",T ,73,!1,���_ -, " � . - _ I � ,I I N -,, 10. STREET TREES SETBACK MIN. 5' FROM RIGHT-OF-WAY. QUANTITY AND 11-� I iQN SCALE: I" =50' 1 k,_4 �_, I OF A LICENSED PROFESSIONAL ENGINEER, WHERE . . , I �� 1. . , . . . "--" ,.,., - __ 1�­ / SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL , N 75 , I. - , - -_ 1. ­ �'; 11 S �i:, -�--,"! SPECIES TO IN ACCORDANCE WITH TOWN CODE AND AS DIRECTED BY `-.f " I 4 :1. �.., ,� �11",l f/) '­_ I I ENGINEER MUST SIGN, SEAL. DATE AND DESCRIBE � r�_ � a \. ,,_T_K"�_-�_,_) � I F"'B �� J 1�"TI; ; -0 THE PLANNING DEPARTMENT. THE FULL EXTENT OF THE ALTERATION ON THE . � )l'y : � LqJ)�> 1 1. ALL STREET TREES SPECIES WILL BE WIRE-FRIENDLY . DRAWING AND/OR IN THE SPECIFICATION � .. (NYS ED. LAW SECTION 7209-2) : ! i � ; � 0 . % : . � J � .._____........ ; .:.......... ­-� .............. -- � I C. . .�i � . � . . - I I .. - L...........Ei�.1;,1:,�,_-�-._..:..,.-.�. .-:..­.­__­­,_._-_...4 LEGEND DRAINAGE CALCULATIONS PROPERTY LINE � ��`, � ' 4 � __---,_-..._..__ � "- ' �� . --.. � �` 3. PROPOSED LEACHING BASIN WS-1 required s-10 required � �>` � ° ' � ���� i` 1�! description area(sf) rainfall(ft) Volume(cf) runoff caef description area(sf) rainfall(ft) Volume(cf) runoff coef , ; „ .., [ ( �' _� D �C � � YY/ SOLi D COVER storage(cf} _ _-___ _.__...._ _ ___--_. -_ storage�cf) 4` ' V V ------- --_._--- Parking 0.17 }j / "�J v! ) R A T J{� BuridingAreaidewalks 11035 --0.17 1990.95 1 10 5 Building Areaidewaiks y05 p 17 - g Q S - 1 Q� f :•:; y' ` 3 ii II �- PROPOSED LEACHING BASIN r/3 Grass Area 777 0.17 132.09 0.15 20 Grass Area 4474 0.17 760,58 1 761 ' a' �" v i 6 ° - total story e required f 2013 V ' . '1�1,, »« � wm, ,. t' �, ,. •? *;.-,.. / g { }: tont storage required 761 ' .., :-1" .it , . ,. . I �..,, OPEN GRATE WW ,1 �.,,„ - .,. `%`` o- n , n revise g d j Prop i let RIM 2160 Prop i ►et RIM 22 d grade)a Dz f # I0 Bottom of Top Slab: 20,10 Bottom of Top Slab: 20.50 fs RAr''. i �� ' -.. ._., Ff'a""° I PROPOSED CATCH BASIN TYPE C-2 approx GWelev s.87 a rox GWelev 13-62 :'' � � R.$' i S 17 allowable effective depth: 9.23 allowable effective de the 4.88 *'11 . *,' . � PROPOSED DRAINAGE MANHOLE . a� y „ > r-r;,_, use 8`deep structures{eff depth] use,4.5'deep structures{eff depth) ,:,,.^ ': . ,,,. /. / .,v 3 68 basins ( de p asm p ovided i t 5=246 basins - 4.5'deep basins provided I t,.I .. . H. _' - x ... <,y 18,_// (SEE TABLE TABLE OF DRAINAGE 29.r if/�'-.. 4}$' e t 5 r 1... vlf/4. - .- -(3)4. epb . spr y .�,.... - . " , . � `- - � "`' �„ STRUCTURES FOR SIZE) 325 Wireless Boulevard, Hauppauge, New York f' :_ _. I '' ,, _: - w< : .. , '' i' eio s ,i AIL .::' -_.__.-.- _..._ - - Ing B --- - W WS-2 Build 7 11788 t ( .iL� C e Rr+2� STORM i .. 631 300 1 01 0 I [i ,•', r : 1,6 t11't`tf ;w,''E7ENTJ N AREA •:ci :_sh,xt :_.:..__..._ __ PROPOSED HDPE esc ion are ra n a a um no co required description area(sf) rainfall(ft) Volume(cf) runoff coef regwred ' { t - PIPE _ _ f storage(cf} storage c d ript' a(sf} i f II(ft} V i a(f) ru ff e z: : I �: \ ti. t, ........._._- g g { one . ; { I 5'w I . a y,�• '` t \ - � _ p 1 Parking Lot/Sidewalks - 11062- 0.17 1880.54 1 1881 Building Area 3280 0,083 272.24 1 272 owner/developer: ,: _ :, d: 2 .:- % _ __ ,__, (SEE SHEETS D1 -A THt1U D --D �id�n B4 2812 0.17 478.04 1 478 totalStara ere uired cf 272 REAIY!!C _`-�. '> ' FOR LENGTH & SIZE) Grass Area - 6'78 0.17 Ils-26 .15 17 Prop inlet RIM• 23 SO 83 E Main Street,Suite 600, i5 + t. a -._. _.._.-___L____2.___ - 1 ` . -11 _ `� w 14 Ir �, ' `p total storage required(f): 2375 Bottom of Top Slab: 21.60 Rochester, New York 14604 , t ? ,r oc¢ i ' i E a r.,. esti .. "� , i ' .i ! -. -. «S` `1 Prop inlet RIM: 21.80 a rox GW_efev 8,87 . r ::I I-� ---°- � .- _` �� - SOIL BORING/TEST PIT LOCATION - - - : I a ! ,. f �'' .',; , ::�� `' � 1g , Bottom of Top Slab: 20.30 allowable effective depth; 10.73 r.' I I ii lr rq.`, , - .- .. --_.._• _.... :`:.i'-_. .' -, % . 6 fir. a of ' ' :`'1` "GARDEN/ "� ' ox Gwefev 10.94 Site/Civil Consultant . -,6 O �g %' 157 / BLOG.1(TYPE C) 1. 0J '� .Pp '- I y: :.. 'v~iI RORMWATER (. - •,I 11110111111 ISM I allowable effective depth: 7,36 Use.T deep structures(eff depth} - E 1 :?. I' x11 -,i ION } :----- - .......................... f�r � 6.5 vif/T=0,92 basins=(1)7'deep basin provided w AREA } . I "_; / a "ii _. ....._ !^ k eepstr es(eff depth) .--------- ----� _ __ -------- -- . .. _ ' .- s, -� SUBWATERSHED BOUNDRY seTd actor . ....., i:'q , iI s�a : 34.8v1f/'T=4.97 basins=(5)T deep basins provided . I WV � ` , �� I_ enI 11 �ti , e �an win t9 X �:{•.fir I} ip ' li `=` i B:,itding BS ,1.. I - ___ _ I.( _ _ I .$' I ,:;tr 1 C�� "-,,.__,_,'.''' - d f4 kA A f _ ,' :' I •i ' „r� era, ��- 6 h ' °0!m, WM s description area(sf) rainfall(ft) Volume(cf) runrff coef require £ k. �. .. ...... ....... storage f I ; \ --,-/ � 1:� SHEET MATO H LI N E _. _----- __ g ( } !! $ \ �; ' .. ' t3' •_ . 'i;''i ° N d^^' required IBuiidingArea 328Q 0,083 272.24 1 27211 I €� ,, r r description area sf rainfall(ft) Volume cf runoff coef t i, E '. . (SEE KEY MAP BELOW) storage total 272 , i. \ V 1_1P i 0, ; r111 ��rA I .. S'° j ParkingLot Sidewalks 8099 0.17 .1.376.8:3 1 1.377 Pro inlet RIM: 23.10 L K.lil�(�/� A�7.TSJviIYTE� P.C. I ; ti.,x ,r ( ! Bottom ab i 4'�;°' Building Area D 0.17 -0 •--1--. 0 B tt mofTopSl 2160 LONG ISLAND, NY „ tee.'" x " :!; {i - Grass Area 2448 0.17 416.16 0.15 62 a roxGWeiev 10.86 £! , i �, ;. :sr n ; i f ). .. Pp 37 SOUTH COUNTRY RD., total storage required(cf}: 1439 allowable effective depth: 8,74 BROOKHAVEN, NEW YORK 11719 1 r, -- ......._. ..... _. _ _ .... Prop inlet RIM: 22.42 Tei 631 286 8668 e /, - • Slab: o z -.;-..•-._.. ., ....••.to . '..-.;.....-.••..... X,,_. : Bottom of To 5 a Z .9 use T dee structures eff depth) ,., .. .... , . 01 4 �.. P P ( ) _.4 :.. . . 1 :': _ .. I' ` ^�'. € �• a rox GW elev 10,94 6.S vii T=0.92 basins= 1 T dee basin provided ✓". ( 41 / ( } P p 1 a ._:.__ _ - -.t_._.--...- I `"" • allowable effective depth:} r i ap bi ff de t , 7,98 1 'i i l� -tea - .. -. ?, . . , ggx z y P I i s . 1 I +,t ,19�$ V. vN a i.1'- :+ i -.1 s(e epth} g 65 ' e 7 5'deer structur ff d B i! i I, ' 4. } ,, ;\\� �`"11 21.1vif/7.5'=2.81 basins= 7.5 deep basins provided u do I0 I ...r, E ✓' } p p _. required +77 i ✓: ,r {j description area(sf) - rainfall(ft} Volume(cf) runoff caef VINEYARD VIEW I b t \ 1 BLD9,2.-{TYf B) i; <-a.,t 555 � `I l storage(cf) I 1 i` .';� f FIN,FLR.EL.=23.25' ! a ' ;i Building Area 2812 0,083 233,39fi 1 233 „ } i WS 4 total storage required(cf): 233 •r NORTH ROAD :, .. • �', �J 1 :,- - , ` required PropinietRlM: 25,07 WN OF SOUTHOLD, N.Y. l 1939 i � I ' ;t i tsa -t.'' description area(sf) rainfall(ft) Volume(cf) runoffcoef , (- i!! o ;fir,;. t ,hK-;1 ,, __, . ro'.� 0 storage(cf) Bottom of Top Slab: 23,57 i i r cu i i � + W_ i s �' ; t r. , ( _- A :y \x .ter ; ? '` Parking Lot/Sidewalks 9534 0.17 1620.78 1 1621 approx GW eiev 16.72 F) r k .... .,._,., _ Y, Fem. : Ykh y 'g `� lam` - - - ---- n ,:..... ?---._......�`, a STG4 1 R ...-... Building Area 0 0.17 0 __1__ _0_ ailowabie effective depth: 4.85 os or ... , �. - : td tj, b's O : I I • 1,.s : '. r-- t,,, - - f.,:, 2�:F �F i :', C�� FT aCN,\ _ ...i 7 7 .41 r ,j d.. 1. r E d � Gras Area 4 3 0.1 SO O.is 12 ,,� £ E, C,a 1` „} r<.,e,>wwe,,s ,•2�u: a ,,. z I 4a _..TSR1774 } I° � `a ✓., - n '... '" ` •, ., \. ;,,.-, r ; ..... ,\-... R g q ( ): as d e structures eff depth) _:. s r2 ' 4 _ total storage required 1633 p ( } 3 a'- Q s t k A a e f ra a u' d o i s 4'deep' ( x ' ...,,; `~,,..\•. '..,sp-.; :, 1 • � I�t���.r �Bt��3i ...,_.. .;m�_4''__ M__..__.� _ �. .% \.,. .I -•-^. - 'W� �'.',J'' :.,%s 's' ;s, < ( t ;. , ;. ' v'. �i .. �, , Prop inlet RIM: 22,00 3.4vif 4'=0.85 basins = 1 W dee basin provided y✓� ?' ,A :, a l .� 11 :. , i a 'r. ottom of lab: 20.50 J 9 , - . _ _ , I r t :� �. .. __.....:�,,:_.....I�t - - .._.... � ,...t+Y,,,__...._......._yl....:,__ .. .. ..•>, C., ' r J 1. !6 '2,i f . ,, dffi. .�3" .. i5 a;:.)l'.,.................. O/+9J/g, ' --"µ,-. ' `"i �/ �.,n-� P }i I / 5, t < / s s3ix ' -.:.- �U r: approx GWelev 10.77 r/. r ; : v: H W / / I ` , _.. [� towable eftectrve d p h 7 73 '' i -. TP� qe �,,,� "" -' {, , N al e t Building CC v. ( 3 ..,: . . 1`i•:' � .,i `� � -..`.; Awa„ 4. _. +.>;2T + �s ...... ... ''i�' � Y , M '.• .<, t \ i ;, r to T ....: 2 5 /� °°^ descr€ption area(sf) rainfall(ft)(ft) Volume(cf) runoff coef red "�' f i .ti :cr; id? sirx .,ita`�' _...na.�/ i331 � � I a.e of use 7.5'dr_ep structures(eff depth) storage(cf) � � 3r 4p 9 I 7S 318b 4 75 d b i provided y 8, 01. y - assns p as n p ov e „ r . us t X59 BLDG.4(TYPE Al ^�r�4� L fl } ---.._..__ - _... .__ ._. ,aS� _._...... n.---. --.:.._. a total storage ire ( ) 20 cry I ; . ,. :, .. /*% FIN.PLR. I e ((ia to-264.844e required f: 2Q5 _;, _ BL _ `-.; k ` �� T fro...-.__, ., , ..; w t °�, Building Area 2468 0.083 BDG FED s s: _..__...;. zb f FiN-FLR EL.- w� L 6 i , . • �__._...._- i;"�. S?Y___) ,, Pro inlet RIM: 28.20 - , .. 1 ,t.; i B 1 t ^1 37 X,, 3 $,5. EL 29_25' I i i r 1 w : ✓'" .. I . .. f ,., ' s5 a r+ F1N_FLR, Ii: RAIN t l WS-5 Bottom of 7o Slab: 26.70 !! 1 ! i ! c' 23.25` , ./ as AROEPJ/ ------ ...... -- -.... -------- -- --- P r I / r ('' -- R ORM TER d0 " I ,. :.9' `�,-' 4 ,,,i %y...4 . EL.= j` f< T` wA '1 i . £ < ; r is ru .!; . re once a rox GWelev 16.72 > '. t,Ror ----- -t TION 11 description area sf rainfall ft Volume cf runoff coef - .., /\ . :: J e I ARE i P ( } ( ) 1 story e c i I t 1 :: ,. : : 1,r, .1 . . .. u' cls 4 g i fl alpiowable effective de the 7.98 . s , ... "'t' ;r -------I ., -- --- P er { U n i / .• 27 "" ............ !f Parkin Lot Sidewalks 8871 0.17 1508.07 1 1508 ,. ... ..,_,_.. �` :f , i '"° .: .%: .q REAL WXY1 OEVEI'OPNEN7 CONSTBSCY ON k NANA6'EIAf NT . - .... ..._ .•. .. ..... ... .. ..._ .__ _..... 1 {4`Y, F::. I `ti' Buildin Area Q 0,17 0 1 0 -.... use 4'dee structures £ . - to P dares(eff depth} ,;,.. I . :• . . "t „ ., � u / Grass Ages 802 0.17 136.34 0.15 20 3.Ovif 4'=0.75 basins = } s, I (1)4'deep basin provided �,' F. : ...,.._ .,, i t � :xar._.""`_':M... ;✓' rig, v tatalsto g require ( ) 1529 7, ', '. ',� .. `` f storaged cf i i .'6%1,,> ons ` �� y7G'""`' c; ij Prop inlet RIM: 22,42 .4 t i j "\ \ � n .. xy / ,, �P-5 ', ; ,7,)t11 I i s Bottom of Top Slab: 20-92 Building$1 seal - I { ,,,,. „ s i <p wt d' _L w U z d' erequ 'llo { < approx GW lev 10.6? descri tion area sf rainfall ft Volume cf runoff coef - t � ✓ ,_ - \. _........... a3 �/ (i Ilowable effecTwe d_p h. R.30 P ( ) { } ( ) fv` �""'". fT'-zZ' ail I\ ... trs' mx /^^�� -'� n.. \r/`. .:........ ....... .eLd. _ ..... ,.:4 ,.' - .^ A`i /' \ - K:'�i'.,k -); SLOYBgP_(cf) r• t • ; Ana a ado . . ,..:, .. c':'L'__._i \ .-.. !}/--,•`�, p /, o.. ff V r �' I . ;: BuiidingArea 5268 0.083 _437,244 __1 437 %;aL , . _ j ., �... _. _. _................''. ....,,.,..,,. - r I / use 8'dee structures eff de th C %s �. r`a v ® , A. _........,• __„_._...-.-_.',_..........:.. •..._ u_.__ 4,-_ P ( P ) total story a re uired fw 437 `2 1-� i; £ r7 rn Qa: � .. b.- --. ._-..... .,. ..� i f r w - g q ( ) A '*.. " `' ''� �p . r(.: hl ......+�i.¢ y-� irr : Pis *_y _ .,; /,� .:y�-- 7 �, Y'":. .r• n,,;" > y �' Y J t = 4v 28basins- de assn ovided F{N.FLR.EL. 29. ,., ....... ... , r ...r?--..-... ,........ / _........ .. .. /, I _._----.__....... .. _._......._ __, e i l op inlet RIM: 22.09c i { � ;E i I 3 b s _...,.._...--...- _... -r..- �i :n - - A .. .. I r BLDG.7 TYPED sa,} ~ _. Bottom of To Slab: 2D_59 £-:i+ # )t t y ( i - .-_. .. ; I P '�, `:, FLR u _.... --- __ ,._ .._....,, 7, . h f <. , _. ,--_...__ rero a cox GWelev 14.00 ;.,,' i �, r' e r>-....Y.. --- i ,du ri'k ...,i FIEL,- 4 ,-�r-..•':=;';i' �.a (� i t s.a ''.::i1 STORMWATER,RETENrifSN cet 23 i WS-6 1 E I _.„, `5r s^r�', A B10-SWAL - owa e e edlve p h. _ _.. ,:: --- f (�, s 5 �., _.. 4\. RAIN O `r...- _... i i re uired bl f 4 59 ' i '•�� e"s a , •_. ARO -- - S_. _., ..ti .; ; q _._- P x ,.5 •� �. I a de t - f ,1 _ "`` ST i description area sf rainfall ft Volume runoff coef $ { a. . 5T FN/ 1 ORMWA7E I: ' P (- ) ( ) (� f f , _...._ ,< 7 . g 000, -:, Stora e w, _. ` ( ORMIgATE ✓" t rEN710N R rill j" i g ( ) use4.5'deepstrudures{ef depth} "� � ;ni-i,t-_ ; �/f F \ RETJ3NT(ON B ARgq `£mar as�vn- i k. Parkin lot Sidewalks 11490 0.17 1953,3 1 1953 i!:,J+ f"-t^ s \ A�(i : _ .4vlf/4' 1.6 basins -(2)4`deep basins provided �. g / - `i >. bfi + L w,' ��/ %, '� s a ' t s ; Building B 83 15 1 915IT ' ��"° `.. �. , ' y`" `7/ ti ,'r"-'''- ,_, ,. �� 7 51 17U';�,,r f{j €y( I r 8 �. '�, T . • A „q' ,1 ;x,i , 4 Building B3 5383 -0.17 -915.11 1 915 i BLDG.5 TYPE ....(__.-..-.-.) issued date °description i f. : _ 5 14ss 4 a 1 z19 .4 \ i -,e ` ' �" �` 1-' _ . �'r r' \ -..- �r total storage required(cf) 4002 2/23/2 N SITE PIAN SUBMISSION - ` FIR.FLR.EL. 2 15 Grass Area 8579 0.17 j... 018 TOW . ,> f ro 31 ,� -_ �' 7, Ira, '1 1 j+ Prop inlet RIM: 22.80 .. ... i .r,,, r .. "�.. �- moi✓ _I..._.S. �. ;' , s _ \s \_ - - . /' , Bottom of Top slab: 21.30 , . , .. ! \ s =.. .. \.a Vr?__,✓A_,rnt_ .. ox GW elev 13.62 v..-.- r.u.:' f fie 8 _ \ .,, __.__..-..._. Al _,....._...,,;--- allowable effective depth: 5.6 "� ) - > . .1 P `` 'F RAJ ;=:s 12� ;'-' '`' a Tf'1. a��) " use S.5'deep structures(eff depth) ,_ N 11 GF ' �< 5v / 5 10 63 basins= 5.5'deep basins ovided Mit ,'.! t, _ r .=(il)5. epb spr BTOR RDEN/ ��i�` try ✓"f !{ y 58 If 5 , O� : f° . .\ RETENTION AREA521>.' / N Vk hY?...- n t I / v ---- _ .. __ __ z , .. .�, I 0 :# - I v' .,�� i '�7\\ description area(sf) rainfall(ft) Volume(cf) runoff coef require E: d ;,r..,,'"0 _ _ storage(cf) issued date description : a1(,r Parking Lot/Sidewalks - 14099----0.17---- 239b.83 -----1 - 2397 �+ i- / + Buildin Area 0 - -- 0.17 0 - 1---- -----0- C �/ / i �` \,5'., Grass Area 23854 0.17 4055.13 0.15 608 p i /� \ �? , total storage required(f): 3005 ;i A-, . :�``•. ' Prop inlet RIM: 22.41 i ,-f i ` .. Bottom of Tap Slab: 20.91 \`, 0 � . ...yam..'-_--- approx GW elev 14.00 ,l V ,,`�� �wf� `:"~-'_ Y'M1 allowable effective depth: 4.91 / \�T_rrrS��b ,\ use 4.5'deep structures(eff depth) ( / 1 �,� �'4v/ '\ 44.ovlf/4.S'=9.77basins =(10)4,5'deepbasinsprovided o \0 !� \ ya , ` '� / • \ �; q � \ { description area(sf, rainfall(ft) Volume(cf) runoff coef required r- / + �,., __ storage(f) `� y Parkin Lot Sidewalks 5396 0.17 917.32 1 - 917 11 r ® le __P.__ _.-....-- UY z , `.-•-------' Building Area 0 0.17 0 1 0 0) �/"� - title / ` '`� �'-' Grass Area 3745 0,17 636.65 0.15 _95- 3 // / <' total storage required(cf): 1013 GRADING L_ a / )r .. 0 Prop inlet RiM: 22.54 0 1,, +� t Rl rB D1_® Bottom of Top Slab: 21.04 \ / ( ) j . ­ � approx GW elev __ 14.00 L ! -- DRAINAGE I, allowable effective depth: - 5.04 o 4.1 �.. / 50 0 5O 100 -11 t � use V deep structures(eff depth) PLAN 0 /� > % 14,8 vlf/5'=2.96 basins =(3)5'deep basins provided �, \ � NOTES: I SCALE iN FEET Lir II / \ I 1. REFER TO DRAINAGE STRUCTURE TABLE ON SHEET D2 FOR ADDITIONAL Ws-9 N ?�� �"'� �, INFORMATION REGARDING DRAINAGE STRUCTURES. description - T area(sf) rainfall(ft) Volume(cf) runoffcoef required -"` \ / storage cf © \\\\\ i 2. REFER TO SHEETS D1-A THRU D1-D FOR ADDITIONAL INFORMATION REGARDING Parking tot/Sidewalks 12732 0.17 2164.44 1 2164 raven by: 'f't' Building Area 0 0.17 0 1 _ 0 I PIPES SiZES & TYPES. ----........____..._.._-_-...._.._�-------..._-- 0122.91 0.15 18 Grass Area 723 0.17 -- total storage required(cf): 2183 0 II -- checked by: CFD O ti Prop inlet RIM; 23.06 ** CO `, 0 1 Bottom of Top Slab: 21.56 scale: AS NOTED E r- I \ approx GW elev 14.67 allowable effective depth: 4,89 project number: 17106.000 t0 -Q i use 4.5'deep structures(eff depth) Lp 1 31.9vif/4.5'=7.02 basins =(8)4.5'deep basins provided ) I sheet number 00 E- "' .,,,_. .__ 1-rim o leachingfield structure THE EDUCATION LAW OF THE STATE OF NEW YORK O PROHIBITS ANY PERSON FROM ALTERING ANYTHING N DRAINAGE CALCULATION NOTES: IN THE DRAWINGS AND/OR THE ACCOMPANYING SPECIFICATIONS, UNLESS ITS UNDER THE DIRECTION C4 , KEY MAP 1 SUAREAS ACES FOR THE GIVEN SUB-WATERSON THE TABLE TITLED "PARKING HED,SNC UDING CONCRETE LXS- INCLUDE ALL SPFOROUS SUCH AILTERATIONSOARESIONAL MADE, THEiNEER, WHERE PROFESSIONAL DI N � BUILDING PORCHES BUT fO(CtdISiVE OF BUILDING FOUNDATION FOOTPRINTS. ENGINEER MUST SIGN, SEAL, DATE AND DESCRIBE O THE FULL EXTENT OF THE ALTERATION ON THE � / (NYS ED. LAW SECTION DRAWING AH 7209-2) E SPECIFICATION LL. 0 I50' MIN. SITE PLAN DATA: BUT SLIFFIC"T TO KEEP M SMMENT ON SITE LIMITS OF 610-SWALE NAME OF PROPERTY OWNER...............CONIFER REALTY, LLC C.to C.STORMWATER 7" HA SAIL MD/OR LY PROPERTY ADDRESS...........................ROUTE 48, GREENPORT, NY 11944 T Ice, RETENTION AREA IIFENCNG S.C.T.M. NO.......................................1000-40-03-01 I !jRADE 4;_0 TOTAL SITE AREA...............................17.20 Ac.ITOTAL AREA WITHIN CLEARING LIMITS..6.10 Ac.ICARDEN M LL-6-MI STORMWATER LIMITS OF RAIN RETENTION AREA LO ILIMITS OF 100' WETLANDS 0 b BUFFER/ \Ik PERSPECTIVE VIEW>x 1"k-TEN 1[ON AR (TYP-) 36" MINIMUM 2 x 2 CONSIRLICTI N ENTRANCE-FOUNDANON OF COMPACTED .1 L> UND OR N.Y.STATE D.O.I.APPROVED P Ck. .....I 'GRADErORDRAINArE. 325 Wireless Boulevard, Hauppauge,New York FILL T01 8'(M!�)ABOVE EXISTINC, 11788 IIWOVEN WIRE FENCE RA Phone 631 300 1010 10/10 WWF) 2' PAVER STRIP FOR LAWN (6 x 6 �8,'rGARDEN/ BLDG.I(TYPE C) VEHICLE OVERHANG 01�MWATER PLAN VIEW (TYP-)E'reNTION FIN,FL.R.EL. 23.25' owner/developer: FILTER CLOTH ARE ; . .. - CONIFER REALY LLC I , A.zo BENCH (TYP.)I83 E. Main Street,Suite 600, IJ Rochester, New York 14604 IIP EMBED FILTER CLOTH P_ DUMPSTER n LIC ONE'NIRANCE-�OUNDXIIONOFCOMPACrED MIN. 6" INTOGROUND ISite/Civil Consultant NSTR 4" ONE BLEND OR N.Y.STAT:D.OJ.APPROVED R.C.A.(TYP-) SILT FERCI G HAY SAIL D 3/4"S FILL T01 W(Min.)ABOVE EXISTING GRADE FOR DRAINAGE. NOTE:/fl 1/2 ACRE I 1 00 LINEAR FEET MAXIMUM DRAINAGE AREA SECTION DETAIL CARDEN ICROSS SECTION LIMITS OF RAIN 2'-3' HT. RETAINING STORMWATER L K.Md.EAN ASSOCAATES, P.C. WALLS (TYP RETENTION AREA CO lit : II CTION ENTRANCE ILONG ISLAND, NY ISCALE:NTS RD., SILT FENCE DETAILS 437 SOUTH COUNTM r,p*: SCALE:NTS BLDG:.2. 10, x 10, BROOKHAVEN, NEW YORK 11719 b MAINTENANCE ITel, 631.286.8668 FIN.FI_R.EL. 23.25' SITE LEGEND: SHED BENCH (TYP.) PROPERTY LINE TRASH RECEPTACLE (TYP.) DUMPSTER DUMPSTER ENTRATCE ICONSTRUOTION (TYP-) PROPOSED CONTOUR VINEYARD VIEW .... ...... ......270 NORTH ROAD EXISTING CONTOUR IIEXISTING WOOD LINE A P LIMITS OF RAIN TOWN OF SOUTHOLD, N.Y. I 1 939 'Neil,LE P 2 PLAYGROU*�D"qT ISTORMWATER RETENTION AREA I T IJ t BLDG.4(TYPE A)BLDI1 3(TYPE 6) PROPOSED CHAIN LINK FENCE IFIN.FLR. I'RD _T_ L. EL, PROPOSED SILT FENCE L IYA LAWN IFIN.FLR. RA CR . . . . . . EL. (LIMITS OF CLEARING)-'-WATER I-4 TRASH -4 t (P RECEPTASL P.(TY. i `, ,72 ,R STRI FOR PROPOSED TREE LINE Ov RHANG VEHICL PAVE _e PROPOSED SILT FENCE I0 IAT THE INSTALLED E FLUSH T LIMITS OF CLEARING I AS DETAILED (TYP.)MAILS XES PROPOSED CATCH BASIN CONSTRUCTION FENCE INLET <BIKE CK. I I IFIN.FLR.EL, 29 08 IBLDG�7(TYPE D) NUMBER OF PARKING STALLS R;II <ILI 7 3 L"NL EL- sea[ STOW�VA� ........... PROPOSED ADA HANDICAP IRA DEN/ i-NJ IACCESSIBLE PARKING STALL IN GARaC 'STORM i WATER-Ew IONA- tA PRO POSED ADA HANDICAP_`MWATER 8:7 I STRILET ITREE,E NQUE BLDG,5(TYPE&IACCESSIBLE CROSS WALK fIN_FLR.EL.,25.1!E PROPOSED BUILDING FLR. EL.FIN.LIMITS OF RAIN FINISHED FLOOR ELEVATION IRETENTION AREA Z PROPOSED ELECTRIC STORMWATER Tg scription LIMITS OF 810-SWALE 2/23/2018 TOWNSITEPLAN SUBMISSION 'A�t&p Y Iissued date de STORMWATER 2_5 SANITAH'(TION AREA F'rEN:rIONA RETEN Pump LIMITS OF RA M, GARDEN en STAI PROPOSED LEACHING BASIN IN STORMWATER 5) W/ SOLID COVER RETENTION AREA 2' PAVER STRIP FOR VEHICLE OVERHANG M ir , (TYP.) DU PSTER PROPOSED LEACHING BASIN (TYP.)EXISTING TREED AREA TO REMAIN UNDISTURBED_C?0 SIN 17 TYPE C-2 issued date description LIMITS OF RAIN GARDEN %S 0 STORMINATER __18 0 x RETENTION AREA (SEE TABLE FOR SIZE) 0 U-1 Li K (SEE PLAN FOR SIZE) 0 IILIMITS OF RAIN SURFACE LEGEND: r STORMWATER RETENTION AREA PAVEMENT < -LUW 0 CARDEN IPROPOSED CONCRETE PAD, SIDEWALK OR PATIO 0 title 4" VERTICAL ca PROPOSED BUILDING SLOPE FACE EROSION & 10' V PROPO SEDIMENT BEDDING DETAIL PROPOSED RIP—RAP 0 ANGLE FIRST STAKE TOWARD PREVIOUSLY LAID BALE. CONTROL PLAN ......—----- RAINGARDEN OR BIOSWALE U_ FLOW -------------- ��SAND BAG PROPOSED CONCRETE co FLATWORK SITE PLAN Q NOTES: # n IMPERMEABLE drawn by: SCALE: 1 "=50'0 ISHE . ..... PROPOSED CONCRETE ETING 1. THE FOLLOWING TEMPORARY CONTROL MEASURES SHALL BE CONSIDERED AS A CFD A checked by: 0 A 0 50 100 MINIMUM. PAVERS Feet 6 2. IN ADDITION TO ALL SEDIMENTATION AND EROSION CONTROL MEASURES SHOWN, THE scale: AS NOTED CONTRACTOR SHALL COMPLY WITH ALL ADDITIONAL MEASURES DEEMED NECESSARY BY BOUND HAY BALES PROPOSED PLAY SURFACING E \"-1 :1 OR FLATTER THE ENGINEER PRIOR TO AND/OR DURING THE COURSE OF THE CONSTRUCTION. ...........CL SIDE SLOPE PLACED ON CONTOUR project number: 1710&000 00 SECTION .........../* 3. ALL SEDIMENT CONTROL DEVICES AS INDICATED ON THE PLANS SHALL BE INSTALLED A—A PRIOR TO DISTURBING ANY SOIL OR MILLING OF ASPHALT PAVEMENT IN ACCORDANCE PROPOSED ARTIFICIAL TURF 2 RE-BARS: STEEL PICKETS OR WITH THE SEQUENCE OF CONSTRUCTION PLANS WITHIN THIS CONTRACT OR AS 0 U_ DIRECTED BY THE ENGINEER. THE CONTRACTOR SHALL. MAINTAIN ALL SEDIMENT 2"x 2"STAKES 1.5'to 2' IN GROUND. sheet number A WEEKLY BASIS OR AS DIRECTED DRIVE STAKES FLUSH WITH TOP OF 00 PLAN ...... BY THE ENGINEER. COLLECTED MATERIAL SHALL BE DISPOSED OF PROPERLY TO AN OFF-SITE LOCATION AS DIRECTED BY THE ENGINEER. HAY BALES. THE EDUCATION LAW OF THE STATE OF NEW YORK CD PROHIBITS MY PERSON FROM ALTERING MYTHING 0 ANCHORING DETAIL IN THE DRAWINGS AND/OR THE ACCOMPAN�`ING 4. NO CONSTRUCTION AND/OR GROUND DISTURBANCE MAY OCCUR UNTIL ALL SEDIMENT SPECIFICATIONS, UNLESS ITS UNDER THE DIRECTION ICTED ARE IN PLACE, AND APPROVED BY THE ENGINEER. OF A LICENSED PROFESSIONAL ENGINEER, WHERE SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL II, 4 IIC14 75 5. STABILIZED CONSTRUCTION ENTRANCE SHALL REMAIN FOR THE DURATION OF THE SITE STRAW BALE DIKE DETAILS ENGINEER MUST SIGN, SFJL, DATE AND DESCRIBE C17 1 0 N T" E WASH D E E3 -0 0 WORK UPON COMPLETION OF WORK IN SEQUENCE. THE FULL DGENT OF THE ALTERATION ON THE 0 ?�* SCALE.NTS DRAWING AND/OR IN THE SPECIFICATION U_ N.—1 .S. (NYS ED. LAW SECTION 7209-2) 0000 1 NN. NQ J 1117 OFFICE LOCATION: MAILING ADDRESS: Town Hall Annex �of so P.O. Box 1179 54375 State Route 25 ®� ®�® Southold, NY 11971 (cor. Main Rd. &Youngs Ave.) Southold,NY E Telephone: 631 765-1938 www.southoldtownny.gov COUN PLANNING BOARD OFFICE TOWN OF SOUTHOLD March 12, 2019 Christopher F. Dwyer L.K. McLean Associates PC 437 South County Road Brookhaven, NY 11719 Re: Approved Residential Site Plan for Vineyard View Located at 62600 CR 48, ±1,600' n/e/o Chapel Lane & CR 48, Greenport SCTM#1000-40.-3-1 Zoning District: Hamlet Density - HD Dear Mr. Dwyer: This letter is to inform you that conditions A - D detailed in the January 14, 2019 Planning Board resolution approving the site plan have been satisfied. Enclosed, please find the endorsed site plans for the residential site plan application referenced above. We have also enclosed the Planning Board letter dated January 17, 2019 permitting clearing to begin prior to building permits being issued. If you have any questions regarding this Site Plan or its process, please do not hesitate to call this office. Respectfully, Brian A. Cummings Planner cc: Joanna Cuevas, Conifer Michael Verity, Chief Building Inspector with map James Richter, Stormwater Manager with map Encl. OFFICE LOCATION: MAILING ADDRESS: Town Hall Annex �Qf SO(/Jy P.O.Box 1179 54375 State Route 25 �Q� ��� Southold,NY 11971 (cor.Main Rd. &Youngs Ave.) Telephone: 631765-1938 Southold,NY cn � www.southoldtownny.gov o�yCOU ,� PLANNING BOARD OFFICE TOWN OF SOUTHOLD January 17, 2019 Christopher'F. Dwyer L.K. McLean Associates PC 437 South County,Road Brookhaven, NY 11719 Re: Site Plan Approval: Residential Site Plan for Vineyard View Located at 62600 CR-48, ±1,600' n/e/o Chapel Lane & CR 48, Greenport SCTM#1000-40.-3-1 Zoning District: Hamlet Density - HD Dear Mr. Dwyer: The following resolution was adopted at a meeting of the Southold Town Planning Board on January 14, 2019: WHEREAS, this proposed Residential Site Plan is for 50 multiple dwelling.units in seven buildings. All units are proposed to be offered for rent at rates set by the federal government for affordability for the next 50 years. The plan includes 14 one-bedroom units, 22 two-bedroom units and 14 three-bedroom units, a 2,649 sq. ft. community center, 104 parking spaces; and various other associated site improvements, on a vacant 17.19-acre parcel of which 10 acres will be preserved as open space (6.3 acres upland and 3.7 acres wetlands), in the Hamlet Density (HD) Zoning District located on the s/s of County Road 48 ±1,600' n/e/o Chapel Lane, Greenport; and WHEREAS, on February 28, 2018 and March 22, 2018, Christopher Dwyer, authorized agent, submitted a Residential Site Plan Application for review; and WHEREAS, on March 26, 2018, the Planning Board accepted the application as complete for review; and WHEREAS, on April 6, 2018, the Planning Board, pursuant to Southold Town Code §280- 131 C., distributed the application to the required agencies for their comments; and Vineyard View Paqe 2 January 17, 2019 WHEREAS, on April 9, 2018, the Planning Board, pursuant to State Environmental Quality Review Act (SEQRA) 6 NYCRR, Part 617, determined that the proposed action is an Unlisted Action as it does not meet any of the thresholds of a Type I Action, nor does it meet any of the criteria on the Type II list of actions; and WHEREAS, on April 9, 2018, the Planning Board set the preliminary public hearing for May 7, 2018; and WHEREAS, on April 10, 2018, Christopher Dwyer, authorized agent, submitted a code- compliant photometric plan for review; and WHEREAS, on April 10, 2018, the Southold Town Chief Building Inspector determined that the proposed use is not permitted in the Hamlet Density (HD) Zoning District; and WHEREAS, on April 18, 2018, the Architectural,Review Committee (ARC) approved the proposed action as submitted; and WHEREAS, on April 20, 2018, the Suffolk County Department of Health Services (SCDHS) determined that a wastewater treatment permit is required; and WHEREAS, on April 27, 2018, the Southold Town Transportation Commission provided recommendations to the Planning Board; and WHEREAS, on May 4, 2018, the Suffolk County Water Authority (SCWA) issued a letter of water availability for the subject site; and WHEREAS, on May 7, 2018, a Preliminary Public Hearing was held and closed; and WHEREAS, on May 14, 2018, the Southold Town Trustees approved the proposed action as submitted; and WHEREAS, on May 16, 2018, the Planning Board sent a request to the Southold Town Zoning Board of Appeals (ZBA) for a determination on whether the proposed use is permitted in the Hamlet Density (HD) zoning district; and WHEREAS, on May 29, 2018, the Southold Town Fire Inspector reviewed and determined that there was adequate fire protection and emergency access for the site; and WHEREAS, on May 31, 2018, the Greenport Fire District determined there was adequate fire protection for the site; and WHEREAS, on June 20, 2018, the Southold Town Engineer reviewed the proposed application and determined the site plan met the minimum requirements of Chapter 236 for Storm Water Management; and 1 Vineyard View Page 3 Janua!y 17, 2019 WHEREAS, on June 22, 2018, the Planning Board reviewed the proposed application and required a Visual Impact Analysis due to the property's location on the Now York State Scenic Byway. They also required some additional information, and that the driveway location be marked at the site to facilitate a site visit by the Planning Board and .the Suffolk County Department of Public Works (SCDPW); and WHEREAS, in answer to the request by the Planning Board for a clarification on interpreting the bulk schedule relative the density and unit size for this project, as well as a determination on the proposed use and whether it is permitted in the Hamlet Density zoning district, the Southold Town Zoning Board of Appeals (ZBA), on July 30, 2018, determined the following: (1) the Planning Board's utilization of the Density, Minimum Lot Size and Bulk Schedules in the Town Code as described is consistent with the Zoning Code; and (2) the residential site plan known as Vineyard View, consisting of seven (7) multiple dwellings containing a total of 50 dwelling units, as applied for, is a permitted use in the HD zoning district and all of the proposed dwelling units comply with Density, Minimum Lot Size and Bulk Schedules in the Town Code pursuant to ZBA file #7195; and WHEREAS, on August 6, 2018, a Public Hearing was held and kept open for written comments until August 20, 2018; and WHEREAS, on August 7, 2018, Christopher Dwyer, authorized agent, submitted a Visual Impact Analysis for review; and WHEREAS, on September 5, 2018, the Planning Board accepted the revised yield map dated October 2017 and last revised August 30, 2018. The yield map required revision due to the New York State Department of Environmental Conservation's requirement that a different wetlands delineation than the one they originally used was required; and WHEREAS, on September 12, 2018, Christopher Dwyer, authorized agent, submitted a revised photometric plan for review; and WHEREAS, on September 14, 2018, the Town of Southold Local Waterfront Revitalization Program Coordinator reviewed the proposed project and determined the project to be consistent with Southold Town LWRP policies with recommendations to the Planning Board; and WHEREAS,-at a Work Session on September 24, 2018, the Planning Board reviewed the proposed application and required revisions to the Site Plan to make it comply with various applicable sections of the Town Code; and WHEREAS, on September 25, 2018, the Planning Board received a Letter of No Jurisdiction from the New York State Department of Environmental Conservation with Vineyard View Page 4 January 17, 2019 recommendations for the protection of Northern Long-eared Bats, a federal and state-listed threatened species; and WHEREAS, on October 9, 2018 the Suffolk County Planning Commission (SCPC) provided comments regarding the proposed action ; and WHEREAS, on October 15, 2018, the Southold Town Planning Board, as Lead Agency pursuant to SEQRA, made a determination of non-significance for the proposed action and granted a Conditioned Negative Declaration; and WHEREAS, on October 15, 2018, the Southold Town Planning Board determined that while the proposed residential site plan presents a proper case for requiring a park, a suitable park cannot be properly located on the property, and a fee of $343,000.00 is required in lieu thereof; and WHEREAS, on October 15, 2018, the Southold Town Planning Board determined that the proposed action is consistent with the policies of the Town of Southold Local Waterfront Revitalization Program; and WHEREAS, on October 23, 2018, the Southold Town'Board passed a resolution, (2018- 946) to waive the Park & Playground fee for this application; and WHEREAS, on October 25, 2018, the Suffolk County Department of Public Works (SCDPW) determined that a highway work permit is required; and WHEREAS, on December 14, 2018 the Planning Board received a Bond Estimate (aka Performance Guaranty) and referred it to the Office of the Town Engineer for review; and WHEREAS, on January 4, 2019, Christopher Dwyer, authorized agent, submitted revised site plans for review;and WHEREAS, at their meeting on January 14, 2019, the Planning Board approved the Bond Estimate (aka Performance Guaranty) in the amount of $223,185.30, and recommended same to the Town Board; and WHEREAS, on January 14, 2019, the Southold Town Planning Board determined that all applicable requirements of the Site Plan Regulations, Article XXIV, §280 — Site Plan Approval of the Town of Southold were met; and RESOLVED, that the Southold Town Planning Board hereby grants Approval With Conditions, listed below, of the residential site plan entitled "Vineyard View" prepared by L.K. McLean Associates, P.C., dated March 5, 2018, and last revised December 18, 2018, and authorizes the Chairman to endorse the site plan after Conditions "A" through "D" below are met: Vineyard View Page 5 January 17, 2019 Conditions (to be fulfilled prior to approval/endorsement of site plan) A. Obtain approval from the Suffolk County Department of Health Services (SCDHS) and provide one (1) print of the approved plan including the allowable flow for the site with the seal, stamp and signature of the SCDHS. B. Obtain a highway work permit from the Suffolk County Department of Public Works (SCDPW). C. Performance guaranty (aka Bond) estimate approved by resolution of the Town Board, as submitted on 12/17/2018. The intent of this performance guaranty is to include any off-site improvements required by the Board, and, at a minimum, enough funds to take the necessary steps to secure or restore the site (e.g. security fence) and prevent erosion and runoff, and any other hold-over measures should there be a failure on the part of the applicant to complete the project. D. Performance Guaranty submitted and accepted by Planning Board and Town Board. Conditions of approval (ongoing) Vineyard View Site Plan Application Approved January 14, 2019 1. There shall be no subdivision of this parcel resulting in additional building lots. No lot lines shall be changed unless authorized by the Town Planning Board by a majority plus one vote and after a public hearing. 2. All aspects of the project shall be constructed and maintained substantially in accordance with the approved site plan including the architectural drawings, except where the site plan is amended as authorized by the Town Planning Board. 3. Covenants and Restrictions (C&Rs) acceptable to the Planning Board are to be filed by the applicant with the Office of the Suffolk County Clerk prior to receiving certificates of occupancy. 4. The community building and grounds are for the personal enjoyment of the occupants of units in Vineyard View and their guests, and shall not be rented or leased for use by others for special events, including-but not limited to weddings, fund-raisers and parties. 5. There shall be no more than 50 dwelling units. Accessory apartments are not permitted. 6. The property owner will provide signage for bike safety as frequently as the Suffolk County Department of Public Works (SCDPW) will allow in the stretch of CR 48 between the site's driveway and Moore's Lane; on both sides of the road. The design of Vineyard View Paqe 6 January 17, 2019 the signs will be in accordance with the SCDPW. In addition, the Town Planning Board will send a request to the SCDPW for additional measures to provide bicycle and pedestrian safety along this stretch of CR 48, and if additional measures such as pavement markings or additional signage are approved by the County prior to their receiving their certificate of occupancy, Conifer will install them in the shoulders between the site driveway and Moore's Lane. 7. The property owner will purchase and install a bus shelter as shown on the approved site plan, if approved by the SCDPW prior to their receiving their certificate of occupancy. The design of the bus shelter must be substantially similar in appearance to the other bus shelters located in the Town, or otherwise acceptable to the Town Planning Board. The property owner shall maintain any future bus shelter located at this site. 8. All exterior lighting on the property, including lighting on the residential units, shall comply with the provisions of Chapter 172 of the Town Code, and the lighting plan pages of the approved site plan. Any future exterior light fixtures not shown on the approved site plan must be reviewed for compliance and approved by the Planning Board prior to installation. 9. All exterior signage on the property, shall comply with Town Code. Any future signage not shown on the approved site plan must be reviewed for compliance and approved by the Planning Board prior to installation. 10.Parking for residents or visitors to this development is permitted in designated parking areas only. No parking on County Road 48. 11.All trees and landscaping are required to be maintained by the property owner as shown on the approved site plan. Should a tree die or otherwise be destroyed, it must be replaced with the same species and size as shown on the approved site plan within 6 months. Any change in tree or landscaping species must be approved in writing by the Planning Board. 12.Affordability a. In years 1 through 50, the maximum rents and maximum family income of tenants shall be in accordance with section 42 of the IRS tax code, or as Section 42 may be amended in the future. Fifty percent of the units shall be affordable and reserved for households earning up to 50% of the U.S. Department of Housing and Urban Development (HUD) Area Median Income (AMI) for Nassau and Suffolk County (or the current designated geography) and 50% of the units shall be affordable and reserved for households earning up to 60% HUD AMI for Nassau and Suffolk County (or the current designated geography). Year 1 begins upon receipt of the final certificate of occupancy K Vineyard View Page 7 JanuaN 17, 2019 b. From year 51 on, 50% of the units shall be affordable and reserved for families earning up to 80% of the HUD Area Median Income for Nassau and Suffolk County (or the current designated geography) in accordance with the same formula used in calculating Section 42 rents and income. c. The owner or manager of this property will provide updates on the AMI and utility allowances to the Town Planning Board and Town Government Liaison annually. 13.Groundwater Conservation a. A separate well(s) shall be used for all irrigation to reduce the use of water from the Suffolk County Water Authority's system. b. No more than 1,000 gallons per day shall be used for irrigation. c. The well(s) shall include a meter to monitor the use of water for irrigation. A report of the number of gallons of water used each month for irrigation must be sent annually to the Planning Board. d. The pump for the well(s) shall not create noise that measures more than 50dB at the nearest residential structure. e. The use of native, drought-tolerant plants and drip irrigation in landscaping is required. f. An irrigation timing plan will be implemented for the site to be irrigated in phases so that sections of the site are irrigated on alternating days and the entire site is not irrigated all at the same time. g. An organic matter soil amendment (i.e. composted leaf mold) will be incorporated into the topsoil at a ratio of one part organic matter to two parts native topsoil, to increase its water-holding capacity. h. Coarse mulch at a minimum depth of 3" is required on all planted material. i. Soil moisture sensors will be used with the irrigation system, to water only when necessary during times of low soil moisture. j. Total long-term irrigation of the site will be limited to 15% of the land area of the site. k. Low-flow plumbing fixtures shall be used within the residential units and the community building on the property. Vineyard View Page 8 January 17, 2019 14.Surface and Groundwater Quality Protection a. The application of synthetic herbicides and pesticides is prohibited. b. The use of pesticides on and around surface waters (wetlands, storm water controls, ponding) is prohibited. c. The application of integrated pest management is encouraged. d. Fertilizer will be applied only after it has been determined to be necessary by soil test, and only in the smallest amount necessary. e. Only organic-based nitrogen fertilizer with a low-Nitrogen nutrient ratio and high percentage of Water-Insoluble Nitrogen (WIN), 50 percent minimum is permitted to be used. This practice will allow for slow release of nitrogen, driven only by biological activity, typically in soil temperatures above 55° F, and will prevent nitrogen leaching. f. A maximum of 1 Ib of-nitrogen per 1,000 square feet in any one application with cumulative application of no more than 2 lbs per 1,000 square feet per year is permitted. g. The use of phosphorous containing lawn fertilizer is prohibited unless establishing a new lawn or soil test shows that the lawn does not have enough phosphorus. Fertilizer labels have three bold numbers. The number in the middle is the percentage of phosphorus in the product, e.g. 22-0-15. Use of products with 0.67 in the middle or lower is not restricted. Products with a number higher than 0.67 may only be used if a new lawn is being established or a soil test indicates it is necessary. h. A staging area, during construction, for heavy equipment, vehicle parking, materials and stockpiling, fuel storage and handling, etc. should be pre- designated and located as far from wetlands as possible. Spill protocols shall be enacted. 15.Wildlife Habitat Protection Areas (Non-Disturbance Buffer and Wetlands) a. A vegetated non-disturbance buffer hereinafter the "non-disturbance buffer", and the wetlands areas, as shown on the approved site plan, shall be protected for the purpose of preserving existing trees and natural vegetation, and providing wildlife habitat and a buffer to the adjacent wetlands and woodlands. The areas are to be left in their natural state. Vineyard View Page 9 January 17, 2019 b. Vegetation Removal or Disturbance L The cutting, removal or disturbance of vegetation, including trees, shrubs, and groundcover, is prohibited in the non-disturbance and wetland areas, except to remove dead or invasive non-native plants or trees. Any cutting, removal or disturbance of vegetation must receive prior written consent of the Southold Town Planning Board. This written consent may be granted only to control or prevent the spread of disease or invasive plant or animal species. The non-disturbance buffer may be supplemented with native vegetation plantings according to a re-vegetation plan with prior written consent of the Southold Town Planning Board. ii. A dead or diseased tree in the non-disturbance buffer that, in the opinion of a certified arborist, represents an imminent threat to structures or people, may be removed without prior Planning Board approval, and the arborist shall submit a report of any such removal to the Planning Board within one business day after such removal. Vegetation must be hand-pulled, hand-cut, or cut with machinery selective enough to keep nearby native plants intact to the greatest extent practicable. c. Excavation, grading and removal of natural materials are prohibited. d. No structures are permitted in the non-disturbance and wetland areas. e. The use of motorized vehicles is prohibited in the non-disturbance and wetland areas. f. Dumping or accumulation of unsightly or offensive materials including, but not limited to trash, garbage, sawdust, ashes or chemical waste is prohibited in the non- disturbance and wetland areas. 16.Wildlife Protection During Construction a. The land area to be cleared shall be staked and inspected by the Planning Board or their designees, as well as the Town Engineering Department prior to any land clearing. b. Site clearing activities shall begin at CR 48 and proceed towards the open space/natural areas. c. The Town Planning Department and the Town Engineering Department shall be notified by phone or email two days prior to clearing taking place on site. d. Wildlife sweeps conducted by a qualified wildlife biologist prior to clearing by heavy equipment will be required. w Vineyard View Page 10 January 17, 2019 17. Eastern Box Turtle To minimize the loss of Eastern Box Turtles, the entire area of construction must be encircled by silt-fencing (aka turtle barriers) as described below prior to any clearing at the site. Any clearing at the site scheduled from April 1St through October 31St will be preceded by box turtle surveys following the protocol below: a. Prior to the commencement of any clearing activity, temporary turtle barriers (silt fencing) shall be installed around the limits of work and pre-construction turtle surveys must be"conducted during appropriate weather conditions. b. Installation of the temporary turtle barriers must minimize vegetation disturbance. No clearing may occur outside the Limits of Work as shown on the approved site plan page E1 "Conditions and Removals". c. The bottom of the silt fencing must be buried in a 4-6 inch deep trench. The trench- must renchmust be backfilled and compacted. If it is not possible to dig a trench, then the bottom of the barrier must be affixed to the surface. d. The silt fencing must be composed of at least 2 '/ feet of vertical barrier above ground. Once installed, the barrier shall be taut between the stakes. Slumps or loose materials will undermine the effectiveness of the barrier. No hay bales or other backing material shall be used. e: The limits of work must be encircled completely by the silt fence to exclude turtles from entering the area, but able to be opened for equipment to go in and out during working hours (and closed again at the end of the work day). f. The turtle barrier (silt fencing) should be installed immediately prior to the required survey. g. The biologist leading the survey shall inspect the barrier and facilitate any repairs/alterations necessary to ensure the integrity of the barrier. h. Turtle barriers may not be removed from the site until the project is complete and is stabilized by vegetation. i. Surveys for Eastern Box Turtles must be led by a herpetologist or wildlife biologist with experience locating wild box turtles. j. The survey effort required must equal the following: area of impact x 4 person- hours/acre = total person-hours of survey effort. Vineyard View Page 11 January 17, 2019 k. Timing of survey • The survey for Eastern Box Turtles must be conducted immediately preceding clearing activity. • Surveys must be conducted at the time of peak activity for turtles, to the greatest extent practicable and as advised by the herpetologist. I. Any box turtles found during the search will be captured and relocated to an undisturbed area.on the property as far from the proposed clearing as possible. m. Documentation and results of the survey must be provided to the Planning Department as soon as possible after completion and prior to clearing. Routine turtle barrier maintenance: Maintenance of the turtle barrier is required during the Turtle Active Season (April 1st through October 31 st) — Once per month a person familiar with barrier maintenance and installation shall inspect the barrier and facilitate any repairs or alterations. The turtle barrier should remain taut between stakes and any holes along the bottom repaired. Outside the Turtle Active Season (November 1st through March 31st) —A biologist shall conduct an early season inspection in late March or early April to facilitate any repairs or alteration necessary for the turtle barrier to function for turtle protection. 18.Northern long-eared bat a. No tree removal during the pup season from June 1 through July 31. b. A wildlife biologist experienced with finding bats will be deployed on site prior to any tree-clearing to search for any signs of bat roosting. c. As recommended by the NYS DEC, any clearing between April 1 and October 31 will require vigilance to avoid a taking of this federal and state-listed threatened species. d. Trees around the perimeter shall be preserved within the buffer shown on the site plan. e. Trees capable of providing roost trees within the development area shall be preserved to the greatest extent practicable. w Vineyard View Page 12 January 17, 2019 19.Construction Management a.. Construction activities shall only occur from 7:00 a.m. to 6:00 p.m. on weekdays and Saturdays. b. No construction activities are permitted on Sundays, year-round, or the following holidays: New Year's Day Memorial Day Independence Day (July 4th) •' Labor Day • Thanksgiving • Christmas Day Please also note the following requirements in the Southold Town Code relating to Site Plans: 1. Any additional lighting fixtures or lighting fixtures that are different than those approved as part of the Lighting Plan for this site plan application require Planning Board review and approval prior to installation. 2. All storm water run-off from grading, driveways and gravel areas must be contained on site. 3. Proposed storm water run-off containment systems must be inspected by the Town Engineer at the time of installation. Please call the Southold Town Engineer prior to beginning this work. 4. Approved Site Plans are valid for eighteen months from the date of approval, within which time all proposed work must be completed, unless the Planning Board grants an extension. 5. Any changes from .the Approved Site,Plan shall require Planning Board approval. 6. Prior to the issuance of a Certificate of Occupancy, the Planning Board must inspect the site to ensure it is in conformity with the Approved Site Plan, and issue a final site inspection approval letter. Should the site be found not in conformance with the Approved Site Plan, no Certificate of Occupancy may be issued unless the Planning Board approves the changes to the plan A copy of the Approved Site Plan is enclosed for your records. One copy will also be sent to the Building Department and the Town Engineer/Highway Department. X J _ Vineyard View Page 13 January 17, 2019 If you have any questions regarding the above, please contact this office. Respectfully, Donald J. Wilcenski Chairman Encl. cc: Allen Handelman, Conifer Michael Verity, Chief Building Inspector James Richter, Stormwater Manager By signing this letter, the applicant acknowledges that there are Town Code requirements and conditions, including.those listed above, that must be satisfied prior to the issuance of a Certificate of Occupancy. Vineyard View, LLC. BY:Vineyard View Managing Member, LLC. BY: Conifer Realty, LLC. Print name: By: Lisa Kaseman, Regional Vice PresiderltApplicant Signature: At Date: 02/15/2019 p 0 cv� C..,e G,e e'rG1 wA �'��'L N/ 2,7 1°e N A�� j6v .aL j NEW YQRK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION Division of Environmental Permits,Region 1 SUNY A Stony Brook,50 Circle Road,Stony Brook,NY 11790 P (631)444-0365 1 F (631)444-0360 www.dec.ny.gov LETTER OF NO-JURISDICTION: FRESHWATER WETLANDS ACT & NOTIFICATION OF POSSIBLE ENDANGERED SPECIES ACT JURISDICTION September 18, 2018 Vineyard View LLC 1000 University Ave., Ste. 500 Rochester, NY 14607 Re: DEC# 1-4738-03637/00002 62600 Co Rt. 48 Greenport, NY 11944 SCTM# 1000-40-03-01 Dear Vineyard View LLC: Based on the information you have submitted, the New York State Department of Environmental Conservation has determined that: Your proposed project, to construct a 50-unit housing development with a community building and communal play and recreation areas, as shown on the plans prepared by BHC Architects/ L.K. McLean Associates, P.C. last revised July 19, 2018, is more than 100 feet from regulated freshwater wetlands. Therefore, no permit is required pursuant to the Freshwater Wetlands Act (Article 24) and its' implementing regulations (6NYCRR Part 663). Be advised, that all construction, clearing, and/or ground disturbance must remain more than 100 feet from the freshwater wetland boundary. In addition, all excavated sediments must be contained on your property and prevented from washing into the street and subsequently into the wetland. Furthermore, any additional work, or modification to the project as described, including any expansion of the lawn area beyond the "proposed silt fence installed at limits of clearing" shown on the referenced plan, may require authorization by this Department. Please contact this office if such are contemplated. Please be further advised that DEC has documented the presence of suitable habitat for the Northern Long Eared Bat (NLEB) on the subject property; in addition, the occurrence of this species in multiple locations in the surrounding area has been confirmed by this Department. The Northern Long Eared Bat is listed by both New York State and the U.S Fish&Wildlife Service as a threatened species. Your proposed project could result in a "take" of this protected species if tree cutting were performed when any Northern Long Eared Bats were actively using roost trees on the property. The term "take" is defined in part as the direct killing or injury of individual members of a protected species, interference with critical breeding, foraging, migratory or other essential behaviors, or the adverse modification of the species' habitat. The NESYYORK Department of smrc a attsrw,nrr Environmental Conservation f' "take" of a species listed as endangered or threatened is prohibited in the absence of a permit from this Department issued pursuant to ECL§11-535. Since the habitat at the project site is similar in structure to confirmed habitat for this species in nearby areas, it is reasonable to anticipate that the NLEB could potentially use this area during the summer roosting season. In order to avoid the Endangered Species "take" situation, We strongly recommend that NO tree cutting activities be conducted at the project site between the dates of April 1 and October 31 of each calendar year. In the event that tree management activities take place between April 1 st and October 315', and any bats are observed flying from a tree, or on a tree that has been cut, tree management activities in the area should be suspended and DEC Wildlife staff notified immediately (at 631-444,0307 or kevin.jennings@dec.ny.gov). An Incidental Take permit may be required to continue work prior to November 1st Finally, please be aware that DEC's guidance on NLEB management is subject to change as new information becomes available; thus while an Incidental Take permit is not required for the referenced project at this time, it may be required in the future. If you have questions about the presence of protected species on or near your property, the potential effects of activities on these species or your responsibilities as a landowner or project sponsor under the Endangered ' Species Regulations,,please contact the Regional Wildlife Manager at (631) 444-0307. This letter shall remain valid unless site conditions change. Please note that this letter does not relieve you of the responsibility of obtaining any necessary permits or approvals from other agencies or local municipalities. Check#14665 for$100 is being returned to L.K. McLean Associates with their copy of this letter. Currently, no fee is required for a jurisdictional determination. Sincerely, George W. Hammarth Permit Administrator sla cc: L.K. McLean Associates, P.C. BOH Wildlife file J eoov- W4 44AJ .v � OCr. M �N�� G 0 Y Scott A. Russell ,��° '��� STO]KAWWAT]EIK SUPERVISOR MANAGEMENT SOUTHOLD TOWN HALL-P.O.Box 1179 v' 53095 Main Road-SOUTHOLD,NEW YORK 11971 Town of Southold of � �,' CHAPTER 236 - STORMWATER MANAGEMENT WORK SHEET ( TO BE COMPLETED BY THE APPLICANT ) DOES THIS PROJECT INVOLVE ANY OF THE )FOLI,OWIN� Yes No (CHECK ALL THAT APPLY) ®❑ A. Clearing, grubbing, grading or stripping of land which affects more than 5,000 square feet of ground surface. ®❑ B. Excavation or filling involving more than 200 cubic yards of material within any parcel or any contiguous area. ❑® C. Site preparation on slopes which exceed 10 feet vertical rise to 100 feet of horizontal distance. ❑® D. Site preparation within 100 feet of wetlands, beach, bluff or coastal erosion hazard area. ❑ A E. Site preparation within the one-hundred-year f loodplain as depicted on FIRM Map of any watercourse. ®❑ F. Installation of new or resurfaced impervious surfaces of 1,000 square feet or more, unless prior approval of a Stormwater Management Control Plan was received by the Town and the proposal includes in-kind replacement of impervious surfaces. If you answered NO to all of the questions above, STOP! Complete the Applicant section below with your Name, Signature, Contact Information, Date & County Tax Map Number! Chapter 236 does not apply to your project. If you answered YES to one or more of the above, please submit Two copies of a Stormwater Management Control Plan and a completed Check List Form to the Building Department with your Building Permit Application. APPLICANT (Property Owner,Design Professional,Agent,Contractor,Other) S.C.T.M. #: 1000 Date. Uistnc[ NAME Christoper Dwyer, L.K. McLean A0_ D3— 1 3/7/2019 tp Section Block Lot F FOR BUILDING DEPARTMENT USE ONLY**** Contact htfoimation 631-286-8668 (rd,ph—N—I-) Reviewed By: — — — — — — — — — — — — — — — — Date: Property Address/ Location of Construction Work: — — — — — — — — — — — — — — — — — ❑ Approved for processing Building Permit. 62600 County Road 48 Greenport Stormwater Management Control Plan Not Required. - - - - - - - - - - - - - - - - - Stormwater Management Control Plan is Required. (Forward to Engineering Department for Review.) FORM # SMCP-TOS MAY 2014 * - copy of Complete SWPPP document with Plans submitted to Engineering Department in January 2019 APPLICANT: S.C.T.M #: 1000sem¢ CHAPTER 236 (Property Owner,Design Professional.Agent,Contractor,Other) ��-� �,O Ir 40 03 01 Stormwater Management Control Plan CHECK LIST NAMES F Dwyer-LKMA Section Block Loci S M C P -Plan Requirements- Provide ONE copy of the Building Pei mit Application. PT_Na` Date: o" a * The applicant must provide a Complete Explanation and/or Reason for not providing 631-286-8668 March 12,2019 �l all Information that has been Required by the following Checklistl Signature TeI,phme Numher 1. A Site Plan drawn to scale Not Less that 60'to the inch MUST If You answered No or NA to any Item, Please Provide Justification Herel YE NO NA you If need additional room for explanations,Please Provide additional Paper. show all of the following items: y p a. Location& Description of Property Boundaries X l b. Total Site Acreage. 00 c. Existing-Natural & Man Made Features within 500 L.F. x �� of the Site Boundary as required by§236-17(C)(2) d. Test Hole Data Indicating Soil Characteristics&Depth to Ground Water x 0 e Limits of Clearing & Area of Proposed Land Disturbance. X f Existing& Proposed Contours of the Site (Minimum 2•Intervals) =X00 g. Location of all existing& proposed structures, roads, =X1=11�� driveways,sidewalks, drainage improvements& utilities h. Spot Grades& Finish Floor Elevations for all existing& x proposed structures. I. Location of proposed Swimming Pool and discharge ring. 00 j. Location of proposed Soil Stockpile Area(s). N7X k. Location of proposed Construction Entrance/Staging Area(s).1. Location of r0 osed concrete washout area(s). 0There is no designated area for the washouts based upon phased construction method. m. Location of all proposed erosion&sediment control measures. 00 2. Stormwater Management Control Plan must include Calculations showing that the stormwater improvements are sized to capture,store,and infiltrate on-site the run-off from all impervious surfaces generated by a two(21 inch rainfall/storm event. 3. Details&Sectional Drawings for stormwater practices are requited for approval. Items requiring details shall include but not be limited to: a. Erosion&Sediment Controls. X00 b. Construction Entrance&Site Access. x 00 c. Inlet Drainage Structures (e.g catch basins,trench drains,etc) 77 00 d. Leaching Structures (e. .infiltration basins,swales,etc.) x **** FOR ENGINEERING DEPARTMENT USE ONLY**** Additional Information is Required. I Reviewed& I Stormwater Management Control Plan is Not Complete. Approved By — — — — — — — — — — Stormwater Management Control Plan is Complete. Date: El SMCP has been approved by the Engineering Department. FORM # SWCP Check List-TOS MAY 2014 NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION Division of Water, Bureau of Permits 625 Broadway,Albany,New York 12233-3505 P• (518)402-8111 1 F:(518)402-9029 www.dec.ny gov 11/28/2018 VINEYARD VIEW LLC ALLEN HANDELMAN 1000 UNIVERSITY DRIVE - SUITE 500 ROCHESTER, NY 14607- Re ACKNOWLEDGMENT of NOTICE of INTENT for Coverage Under SPDES General Permit for Storm Water Discharges from CONSTRUCTION ACTIVITY General Permit No. GP-0-15-002 Dear Prospective Permittee: This is to acknowledge that the New York State Department of Environmental Conservation (Department) has received a complete Notice of Intent (NOI) for coverage under General Permit No. GP-0-15-002 for the construction activities located at: VINEYARD VIEW S/SIDE COUNTY ROAD 48 SOUTHOLD, NY 11944- County: SUFFOLK Pursuant to Environmental Conservation Law (ECL) Article 17, Titles 7 and 8, ECL Article 70, discharges in accordance with GP-0-15-002 from the above construction site will be authorized 10 business days from 11/26/2018, which is the date we received your final NOI, unless notified differently by the Department. The permit identification number for this site is: NYR11 E503. Be sure to include this permit identification number on any forms or correspondence you send us. When coverage under the permit is no longer needed, you must submit a Notice of Termination to the Department. This authorization is conditioned upon the following: 1. The information submitted in the NOI received by the Department on 11/26/2018 is accurate and complete. 2. You have developed a Stormwater Pollution Prevention Plan (SWPPP) that complies with GP- 0-15-002 which must be implemented as the first element of construction at the above-noted construction site. 3. Activities related to the above construction site comply with all other requirements of GP-0-15- 002. EllewroaK aepa►w D==1 of Eitvtronmostta[ Conimmuon oi � -2- 4. Payment of the annual $110 regulatory fee, which is billed separately by the Department in the late fall. The regulatory fee covers a period of one calendar year. In addition, since September 1, 2004, construction stormwater permittees have been assessed an initial authorization fee which is now $110 per acre of land disturbed and $675 per acre of future impervious area. The initial authorization fee covers the duration of the authorized disturbance. 5. When applicable, project review pursuant to the State Environmental Quality Review Act (SEQRA) has been satisfied. 6. You have obtained all necessary Department permits subject to the Uniform Procedures Act (UPA). You should check with your Regional Permit Administrator for further information. E Construction activities cannot commence until project review pursuant to SEQRA n satisfied, when SEQRA is applicable; and, where required, all necessary ment permits subject to the UPA have been obtained. 7. Before disturbing greater than 5 acres of soil at any one time, you have obtained approval from our regional office. You should contact the regional office listed below to have your construction sequencing plan reviewed. Tony Leung NYS Department of Environmental Conservation - Region 1 SUNY at Stony Brook, 50 Circle Road Stony Brook, NY 11790-3409 Please be advised that the Department may request a copy of your SWPPP for review. Should you have any questions regarding any aspect of the requirements specified in GP-0-15- 002, please contact Dave Gasper at (518) 402-8114 or the undersigned at (518) 402-8109. Sincerely, -ry-�, Toni Cioffi Environmental Program Specialist 1 PLEASE NOTE: EPA HAS FINALIZED THE eREPORTING RULE; AND, IN THE NEAR FUTURE, ALL NOls WILL HAVE TO BE SUBMITTED ELECTRONICALLY. BY FILING AN NOI ELECTRONICALLY, A PROJECT CAN TYPICALLY GAIN COVERAGE IN 5 BUSINESS DAYS COMPARED TO 10 BUSINESS DAYS FOR THE PAPER NOI. INFORMATION ON THE eNO1 CAN BE FOUND ON OUR WEBSITE AT: http://www.dec.ny.gov/chemical/43133.htmI UNDER "FORMS." cc RWE - 1 SWPPP Preparer L.K. MCLEAN ASSOCIATES, PC RAYMOND G. DIBIASE 437 SOUTH COUNTRY ROAD BROOKHAVEN. NY 11719- NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION Division of Water.Region 1 SUNY fn Stony Brook,50 Circle Road,Stony Brook,NY 11790 P:(631)444-04051 F:(631)444-0424 www dec.ny.gov February 6, 2019 Allen .Handelman Vineyard View LLC 1000 University Drive — Suite 500 Rochester, NY 14607 Re: Approval to Disturb Greater Than Five Acres SPDES Permit ID No: NYR 11E503 Vineyard View, Southold — County Rd. 48 Dear Mr. Handelman: This Office has reviewed your request for approval to disturb greater than 5 acres of soil for the subject construction activity. The request was submitted by Laura Feitner Calarco of LKMA, on behalf of Vineyard View LLC. Your request for approval to disturb greater than 5 acres of soil is hereby granted with the following stipulations. This approval is contingent upon the implementation of an increase in site inspection frequency and documentation from once a week to twice a week and these inspections shall be separated by a minimum of two full calendar.days. Also, in areas where soil disturbing activities have been temporarily or permanently ceased, temporary and/or permanent soil stabilization measures shall be installed and/or implemented within seven days from the date the soil disturbance activity ceased. Site inspections and stabilization measures may return to the normal frequency once exposed soils are stabilized to less than 5 acres. This approval does not relieve you of any other requirements listed in the SPDES General Permit for Stormwater Discharges from Construction Activities (GP-0-15-002) or protect you from enforcement action initiated by this Department if permit violations are observed. If you have any questions or need further information, feel free to contact this office at (631) 444-0425. Sincerely, Ryan J. Porciello Environmental Program Specialist ftavoRK I En artmentof ornamuurr Environmental Conservation Jl� Laura Feitner Calarco From: Porciello, Ryan J (DEC) <Ryan.Porciello@dec.ny.gov> Sent: Thursday, February 07, 2019 9:15 AM To: Laura Feitner Calarco Cc: Leung,Anthony(DEC); Carroll,Alyssa D (DEC) Subject: RE:Vineyard View SWPPP Attachments: 5 Acre Approval.pdf, 11E503.pdf Hi Laura, As discussed, the Department has reviewed your SWPPP submittal and has no objections to the project or design. The Department has also reviewed your request to disturb greater than 5 acres at one time.This request is hereby granted. Please see and adhere to the information in the attached approval letter, which has also been mailed to the site owner/operator. Finally, the site's acknowledgement letter was in fact issued at the end of November(attached). Since 60 days from the date of receipt has recently passed, you are hereby authorized to begin construction at this time. Any further questions, please let me know. Ryan J. Porciello Environmental Program Specialist, Division of Water New York State Department of Environmental Conservation SUNY @ Stony Brook, 50 Circle Road, Stony Brook, NY 11790 P: (631) 444-0425 1 F: (631) 444-0424 1 ryan.porciello@dec.nv.gov www.dec.nv.gov From: Laura Feitner Calarco [mailto:LFCalarco@lkma.coml Sent:Wednesday, November 28, 2018 10:00 AM To: Porciello, Ryan J (DEC)<Ryan.Porciello@dec.nv.gov> Cc: cdwyer@LKMA.com Subject:Vineyard View SWPPP Hi Ryan, I just wanted to let you know that the complete SWPPP and NO1 for this project that we have been periodically discussing has been submitted to Albany and is being processed by Toni Cioffi. This is the project that is the clustered multi-residential development within the Town of Southold where we are requesting consideration of allowing dry wells to extend within 2'of groundwater as a result of the limited developed area of the 17-acre site;we are proposing to preserve over 10 acres of the natural environment,which includes over 3 acres of delineated freshwater wetlands. Also as a result of the clustering, habitat preservation measures and the resulting irregular shape of the property,we are requesting permission to disturb over five (5) acres at one time,to allow for one clearing operation of approximately 6.6 acres. A Construction Sequence Schedule is included in the SWPPP as Appendix A. 1 Attached please find what we submitted on 11/14, as well as a corrected page 9 of the N01 and a letter from the Town of Southold explaining that their IVIS4 does not have jurisdiction. Should you require any further information to assist you in your review, please do not hesitate to contact me. Thank you for all your assistance on this project thus far. Sincerely, Laura Laura Feitner Calarco, IE I Engineer L.K. McLean Associates, P.C. 437 South Country Road Brookhaven, NY 11719 t(631) 286-8668 f(631) 286-6314 www.lkma.com Ifcalarco@lkma.com LKX%it This e-mail message, including any attachments, is for the sole use of the intended recipient(s) and may contain confidential and privileged information.Any unauthorized review, use, disclosure or distribution is prohibited. If you are not the intended recipient, please contact the sender by e-mail and destroy all copies of the original. 2 pE SOUryol SCOTT A.RUSSELL h O Town Hall, 53095 Route 25 SUPERVISOR l� J�t P.O. Box 1179 Southold,New York 11971-0959 Fax(631) 765-1823 Telephone(631) 765-1889 OFFICE OF THE SUPERVISOR TOWN OF SOUTHOLD November 20, 2018 Christopher Dwyer L.K. McLean Associates, P C. 437 South Country Road Brookhaven, NY 11719 RE: SWPPP Review— Proposed Subdivision at SCTM# 1000-040-03-1 Dear Mr. Dwyer: This letter is written in response to your request for a letter from the Town of Southold (Southold) duly authorized representative explaining Southold's position regarding the agency responsible for reviewing the Stormwater Pollution Prevention Plan (SWPPP) for the proposed site plan at SCTM# 1000-040-03-1. The proposed construction activity on this property will result in more than one acre of land disturbance and is subject to the requirements of the New York State Department of Environmental Conservation (NYSDEC) SPDES General Permit for Stormwater Discharges from Construction Activity, Permit No. GP- 0-15-002 Southold is a covered entity under the NYSDEC SPDES General Permit for Stormwater Discharges from Municipal Separate Storm Sewer Systems (MS4s), Permit No. GP-0-15-003. Part I.A.1. of this permit reads as follows: Part I. PERMIT COVERAGE AND LIMITATIONS A. Permit Application 1.This SPDES general permit authorizes discharges of stormwater from small municipal separate storm sewer systems (WS4"s) as defined in 40 CFR 122.26(b)(16), As the construction activity in question does not have the potential to discharge to Southold's MS4, the requirements of GP-0-15-003 do not apply as there will be no discharge that would be authorized under this general permit. Therefore, the only applicable SPDES regulation to this construction activity is GP-0- 15-002, and as such the NYSDEC is the agency responsible for SWPPP review and enforcement. Should you have any questions or require further information, please do not hesitate to contact Michael Collins, P.E., at 631-765-1560. Very ruly yours, � Scott A. Russell — Town Supervisor NOV 2 6 2018 STORMWATER POLLUTION PREVENTION PLAN FOR Vineyard View, LLC AT s/side County Road 48, 1600' +/- e/o Chapel Lane Greenport, New York 11944 District 1000 Section 040.00 Block 03.00 Lot 001 1 PREPARED FOR conif e r e REAL ESTATE DEVELOPMENT. CONSTRUCTION&MANAGEMENT I _ LKMA PROJECT 17106.000 - BY I LiUld L.K. McLEAN ASSOCIATES, P.0 Consulting Engineers 437 South Country Road. Brookhaven.N.Y. 11719 I � r NOI/SWPPP OWNER/OPERATOR CERTIFICATION I have read or been advised of the permit conditions and believe that I understand them. I also understand that, under the terms of the permit, there may be reporting requirements. I hereby certify that this document and the corresponding documents were prepared under my direction or supervision. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further understand that coverage under the general permit will be identified in the acknowledgment that I will receive as a result of submitting this NOI and can be as long as sixty (60) business days as provided for in the general permit. I also understand that, by submitting this NOI, I am acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terns and conditions,of the general permit for which this NOI is being submitted. u V cez- / l Owner/Operator Signature Title Da e VINEYARD VIEW,LLC-SWPPP PAGE2 TABLE OF CONTENTS Section 1----------------------------------------------------------Project Description and Proposed Improvements Section 2______ ....................Participants and Contact Information Section 3---------------------------------------------------------Proposed Erosion and Sediment Control Plan, Stabilization and Maintenance, Site Inspections, Reporting,Modifications,Revision Schedule and Six Step Process Compliance Section 4 __________________________Water Quality Volume Calculations Section 5 ..........................Post-Construction Monitoring and Maintenance Appendices Appendix A..................... Construction Sequence Schedule Appendix B.....................................................Site Information • Aerial Photograph _ • NYS DEC Environmental Resources & Wetlands Map • FEMA Special Flood Hazard Map • NYS CRIS Historic and Archeological Resources Map • USDA Soil Report& Soil Testing Results Appendix C..................... Erosion, Sediment and Stormwater Control Plans (Contract Plan Sheet E3) ' r Appendix D..................... Stormwater Analysis Maps (Pre-and Post-Construction) Appendix E.:................... Notice of Intent& Conditions of Approval Appendix F------------------------------------------------------NYSDEC General Permit(GP-0-15-002) (Excerpted) Appendix G..................... Inspection Reports (To Be Compiled as Available) Appendix H..................... Contractor Certification Statement& Credentials (To Be Included as Available) Appendix I Notice of Termination (To Be Included as Available) VINEYARD VIEW,LLC-SWPPP PAGE 3 i f SECTION 1 PROJECT DESCRIPTION AND PROPOSED IMPROVEMENTS: 1.1 Existing Conditions: The project site is located on the south side of County Road 48 (North Road) in the hamlet of Greenport, Town of Southold, Suffolk County, NY. The 17.2 Acre +/- site is currently vacant, and zoned Hamlet Density. The parcel has not been developed before, but the current zoning designation is consistent with the proposed use. The parcel is located on a major thoroughfare in an area of various land uses, including single family residences across the street, senior living facilities to the west, and a recreational campground to the east. The south portion of the parcel is bordered by land preserved and owned by the Incorporated Village of Greenport that is part of the Moore's Drain wetlands. I The site is only accessible from North Road, and one entrance is proposed. The existing soil structure in the project area is varies greatly and soil maps indicate it is split relatively evenly between Hydrologic Soil Group (HSG) A (36.6%), HSG B (29.2°/x), and HSG C (34.2%). The mapped soil types are Berryland mucky sand, Canadice silt loam, Deerfield Sand, Montauk loam 3-8% slopes, Swansea muck 0-1% slopes, Plymouth loamy sand 3-8% slopes, Raynham loam, and Riverhead sandy loam 3-8% slopes. Please see Appendix C for the soil report from the United States Department of Agriculture Natural Resources Conservation Service. Note, however, that any soils encountered within the portion of the site that will be developed that are structurally unsuitable to support building foundations and/or pavement, will be removed from the site and replaced with well-draining soil, sourced locally and similar to soils native to the site in the HSG A. All sand and soil imported to the site will be tested and monitored in strict accordance with applicable NYSDEC Part 360-366 regulations effective November 2017, as well as,any other applicable local, state or federal regulations. The 24-hour rainfall data for design storm frequency is a follows: 901h Percentile= 1.50 inches I Year = 2.80 inches 10 Year = 5.25 inches 100 Year =9.00 inches 1.2 Wetlands: The site contains 3.9 acres +/- of mapped wetlands (confirmed by NYSDEC), and is bordered by wetlands on three sides of the irregularly shaped parcel. All of the wetlands, including an additional open space buffer and some treed areas to remain undisturbed will be preserved in their natural state, for a total land preservation of 10.6 acres 1.3 Proiect Description: The proposed project is to construct a 50-unit affordable housing development modelled after a village square, with community building, communal play & recreation areas, and on-site parking lot while retaining the parcel's characteristic freshwater wetlands and open space. The building designs will be inspired by architectural styles typical in VINEYARD VIEW,LLC-S{VPPP PAGE 4 i the existing surrounding community. This development will serve the housing needs of the Town of Southold by adding to the currently limited workforce housing stock. The proposed buildings will be constructed on a slab on grade. Any poor-draining soil or soil otherwise unsuitable to support building foundations will be excavated, secured in a separate stabilized stockpile on-site, .and re-used as site grading material to the greatest extent possible. Any un-used fill will be transported to an approved facility for either recycling and/or proper disposal in accordance with all applicable local and state laws. New electric, telephone, gas and water services will be constructed to service the proposed development. The sanitary waste will be handled by a new pump station and force main which will convey sewage to the Village of Greenport Sewage Treatment Plant. The Village has certified that the plant has sufficient capacity to handle the anticipated generation rates. The 1 pump station and force main design is currently under review by the Suffolk County Department of Health Services. Any excavations necessary to install pipelines, drainage/sanitary structures and/or conduit will be in accordance with NYSDEC Standards and Specifications for Erosion and Sediment Control. Stormwater will be managed on-site utilizing a combination of conventional underground collection and retention structures, a variety of best management practices as defined within the NYSDEC SWDM, and run-off reduction techniques. Stormwater runoff will be reduced by preserving an existing wetlands, existing treed areas and natural buffer areas of 10.6 acres +/- (62% of the site). Additionally, 3.9 acres of the developed site will feature plantings, seeded areas, permeable pavers and green infrastructure such as rain gardens. All of these pervious areas total to 84% of the entire site. Soil test boring documentation, groundwater levels and other soils investigation information is provided in Appendix B. The extent of pervious and preserved areas is able to be achieved by clustering buildings in the front/north portion of the site. In order to provide sufficient drainage with the least disturbance possible to the surrounding environmentally sensitive lands, the bottom of leaching structures have been positioned, in some on-site catchment areas, less than 4' from groundwater. While this is in accordance with Town of Southold and other local standards that require only a 2' separation from the bottom of the structure to the groundwater table, the NYSDEC SWDM recommends a 4' separation. We are respectfully requesting relief from this guidance. To illustrate that the maximum separation from groundwater feasible due to site-specific conditions has been achieved, please refer to the table provided below, which summarizes the amount of leaching structures, and the vertical separation from groundwater. Note the developer will be utilizing leaching structures manufactured to custom depths (4.5 if and 5.5 10 to maintain the 2' separation required locally. On-Site Catchment Number of Provided Depth per Vertical Separation Area ID Structures Structure(1 from Groundwater(if) WS-1 4 8.0 3.23 WS-2 5 7.0 2.36 WS-3 3 7.0 2.98 WS-4 6 1 7.0 1 2.73 PINE YARD VIEW.LLC-SIJ PPP PAGES i WS-5 4 8.0 2.30 WS-6 12 5.5 2.18 WS-7 13 4.5 2.41 WS-8 1 5.0 2.04 WS-9 11 4.0 2.89 WS-10 3 4.0 12.88 A waiver is requested to permit clearing of the entire 6.6 acres of disturbed area at one time. This requested due to restrictions on _clearing during certain times of the year due to the protection of habitats for native species. The Town of Southold, who holds the building permit authority, has recently issued a Negative Declaration pursuant to NYS SEQR, but has enacted special conditions concerning the protection of the Eastern Box Turtle and the Northern Long- Eared Bat. In order to best comply with the Town conditions, clearing may only occur on the site between November 1", 2018 and March 31s`, 2019 (and further limited by the date of NYSDEC acceptance of this report and the NOI). Due to the desire to cluster the development and preserve the maximum amount of natural forests and wetlands, and as limited by the high groundwater encountered in some areas, the overall site design necessitated that significant portions of the sanitary, water supply and stormwati r infrastructure be located near the perimeter of the developed site. These utilities need to be installed prior to much of the other proposed site features. This, combined with the irregular shape of the developed portion of the site, necessitate the initial clearance of the entire disturbed area of 6.6 acres. The site, however, is back-pitched from County Road 48, which will prevent any construction activity stormwater run-off and/or sedimentation from entering the MS4 of Suffolk County. The wetlands adjacent to and within the site, and preserved 100' buffer area on-site, will be protected from stormwater run-off and/or sedimentation associated with construction activity by appropriate combinations of silt and erosion control measures designated on the Erosion & Sediment Control Plan included with this report as Appendix C. 1.4 General Pollution Prevention—During Construction During construction operations, roll off containers will be placed within the site in order to facilitate disposal of construction debris. Work areas shall be maintained in an orderly and clean manner to prevent wind-blown litter from exiting site. Should any potentially hazardous material be encountered, it will be segregated in separate containers for transport to an approved off-site receiving area. No on-site disposal of any construction materials will be permitted. A separate storage trailer will be provided to allow for the storage of materials such as paint, solvents, gasoline, etc. This container shall be secured to prevent unauthorized entry. Any soils that are either excavated or brought on site to be used as backfill will be stored in an area minimally impacted by stormwater. The stockpiles will be surrounded with silt fencing and covered to prevent erosion. VINEYARD VIEW. LLC-SHIPPP PAGE 6 i Any construction equipment will be maintained and serviced on site, within the silt fence to allow the containment of any potential lubricant or fuel spills. All spills will be contained and cleaned up immediately. Should a large spill occur, the proper authorities shall be notified and remediation shall occur based upon the requirements of NYSDEC and spill response contractor. Spill remediation supplies (e.g., absorbent pads) will be kept on site for any type of equipment- related small spills that may occur. All petroleum-based lubricants will be stored in sealed containers in contractor's vehicles (not stored on site). All staging shall occur on site, within the limits of disturbance. The silt fence shall act as the limits of disturbance (see Erosion and Sediment Control Plan). In areas where soil disturbance activity has been temporarily or permanently ceased, temporary and/or permanent soil stabilization measures shall be installed and/or implemented within seven (7) days from the date the soil disturbance has ceased. The soil stabilization measures selected shall be in'conformance with the most current version of the technical standard, New York State Standards and Specifications for Erosion Control. 1.S Construction Phasing Plan and Sequence of Operations Construction is expected to last approximately 10 months, inclusive of infrastructure and building construction. During construction, material handling and storage will occur within the construction entrance stabilized with crushed stone base. The entrance will be secured with construction fence to prevent trespassers from entering the site before completion. The stormwater management objectives will be achieved through the implementation of pollution prevention measures that will be effective both during construction and upon final stabilization of the site. Erosion and sediment control measures will be installed prior to area disturbance. and will be adjusted and maintained during construction to prevent the release of contaminants to receiving water bodies. Permanent water quality features will be installed as I ' part of the project to achieve an improvement in the overall quality of stormwater runoff after the project is completed. - As shown in the Erosion and Sediment Control Plan, the proposed construction will be segmented into one single phase. The proposed construction disturbs approximately 6.6 acres. Two (2) S WPPP Inspections shall take place per week,separated by a rninimurn of two(2) calendar days. The Erosion and Control Plan is located on Sheet C-I of the contract drawings and included in Appendix C. 1.6 Potential Sources of Pollution Potential sources of sediment to stormwater runoff: 1. Clearing and grubbing operations 2. Grading and site excavation operations 3. Vehicle tracking 4. Landscaping operations VINEYARD 1701.LLC-S1<PPP PAGE 7 i Potential pollutants and sources, other than sediment, to stormwater runoff: 1. Combined Staging Area—small fueling activities, minor equipment maintenance, sanitary facilities, and hazardous waste storage. 2. Materials Storage Area—general building materials, solvents, adhesives, paving materials, paints, and trash. 3. ,Construction Activity—paving, curb/sidewalk installation, concrete pouring/mortar/stucco, and building construction 4. Concrete Washout Area. The following construction related stormwater management measures will be taken: Construction Activity Erosion Control Measure Building excavation Silt fence and curb inlet sediment barrier Curb Installation Silt fence and curb inlet sediment barrier; concrete washout areas Sanitary sewer system/Drainage/ Utilities Silt fence and curb inlet sediment barrier Building Foundation Installation Silt fence and curb inlet sediment barrier; concrete washout areas Building Construction Silt fence and curb inlet sediment barrier Fine grading Silt fence and curb inlet sediment barrier Walkways and concrete flatwork Silt fence and curb inlet sediment barrier Paving Permanent seeding topsoil-areas Landscaping Silt fence and curb inlet sediment barrier Line Striping Remove sediment and erosion control measures The materials stored on site for this project are to be topsoil & sand (stockpiled) and seeding materials. All material stockpiles are to be surrounded with silt fence at the toe when they are not active. The contractor shall employ all measures necessary to store materials in a manner that does not allow the migration of soils via erosion. All waste (garbage, broken silt fence, etc.) shall be removed from site on a daily basis. No waste is to be stored on site. Inlet protection shall be installed prior to any,soil disturbance upland of it and maintained until final stabilization if acquired. Fabric shall be inspected after each rain event. Should sediment collect, it shall be removed immediately and the fabric replaced when it is silted. VINEYARD VIEW,LLC-SWPPP PAGE 8 i i SECTION 2 -RESPONSIBILITIES OF PARTICIPANTS A. Installation of Erosion and Sediment Control Practices: Conifer-LeChase Construction (Under the direction ofL. McLean Associates P.C.) B. Maintenance of Erosion and Sediment Control Practice's: Conifer-LeChase Construction (Under the direction of L.K McLean Associates P.C.) C. Installation of Post Construction Stormwater Management Practices Conifer-LeChase Construction (Under the direction of L.K. McLean Associates P.C.) D. Inspection of the Installation and Maintenance of Erosion and Sediment Control Practices: L.K. McLean Associates, P.C. E. Inspection of the Installation of Post Construction Stormwater Management Practices: L.K. McLean Associates, P.C. F. Stormwater Pollution Prevention Plan Revisions: L.K. McLean Associates, P.C. G. Contractor Direction: L.K. McLean Associates, P.C. H. Post-Construction Monitoring and Maintenance: Vineyard,View, LLC PARTICIPANT CONTACT INFORMATION: A. Owner/Operator: Vineyard View LLC 1000 University Drive - Suite 500 Rochester,NY 14607 B. Engineering Firm: L.K. McLean Associates, P.C. 437 South Country Rd, Brookhaven,NY 11719 C. Contractor: Conifer LeChase Construction 205 Indigo Creek Drive Rochester,NY 14626 VINEYARD VIEW.LLC-SIVPPP PAGE 9 r SECTION 3 -EROSION AND SEDIMENT CONTROL PLAN 3.1 Best Management Practices A. Vegetative Soil Stabilization Vegetative soil stabilization will be achieved by seeding,top-soiling, and/or mulching the disturbed soil. The final vegetation within permanent landscaped areas will be completed towards the end of construction activity as depicted within the approved landscape plans. The Erosion and Sediment Control Plan shall be treated as the landscape plans. In accordance with NYS Standards for Erosion and Sediment Control; all disturbed areas must be stabilized (temporarily or permanently) within 7 days after soil disturbance activities have ceased. • Temporary and permanent seeding will provide erosion and sediment control measures for bare, disturbed soils. Temporary seeding can be used to provide temporary protective cover during shutdown of a construction site and/or waiting for the optimal planting season of permanent vegetation. • Top-soiling will provide acceptable plait cover growing conditions to reduce erosion. • Mulching will provide the initial erosion control while seeding and plantings are being established as it will conserve moisture, modify the surface soil temperature,and reduce fluctuation of moisture and temperature. B. Inlet Protection Catch basin inserts will treat at least the first 1/4 in. of runoff, with a bypass for high-flow events. Filters will incorporate pre-set sediment chambers to remove sediment that can clog the filters and reduce flow rates and effectiveness. Regular maintenance is required after each storm event. C. Silt Fence Silt fence, a temporary barrier of geotextile fabric,will be installed on the contours across a slope to intercept sediment laden runoff from the small drainage areas of disturbed soils. Limits imposed by the ultraviolet stability of the fabric will dictate that the maximum period the silt fence can be used is approximately 1 year. The maximum drainage area for overland flow to a silt fence will not exceed '/4 acre per 100 ft. of fence, with a maximum ponding depth of 1.5 ft. behind the fence. The fabric properties, fence posts, wire fence and any prefabricated units will meet the requirements set forth in the "New York Standards and Specifications for Erosion and Sediment Control" dated August,2005. VINEYARD VIEW,LLC-SIFPPP PAGE. 10 i D. Stabilized Construction Entrance All construction ingress/egress shall have a stabilized pad of aggregate underlined with geotextile to reduce or eliminate the tracking of sediment onto the public right-of-ways or streets. Aggregate will be reclaimed or recycled concrete equivalent (sourced and tested in accordance with all NYSDEC requirements) , not less than 6 in. in depth at a minimum width of 12 ft., but not less than the full width of the points where ingress or egress occurs. The minimum length will not be less than 50 ft. and will be maintained in a condition which will prevent the tracking of sediment onto the public right-of-way or streets. E. Soil Stock Piles Area(s) chosen for stockpiling operations ,shall be dry and stable. Stockpiles shall be established with a maximum slope of 2 on 1. Upon completion of soil stockpiling, each pile shall be surrounded with silt fencing as described above. Piles will then be stabilized with vegetation (seeding with quick germinating species) or covered. F. Dust Control Dust control is not expected to be a problem due to the phasing of the project. Should excessive dust be generated, it will be controlled by sprinkling with water. G. Pollution Control During construction operations, roll off containers will be placed within the site in order to facilitate disposal of construction debris. Work areas shall be maintained in an orderly and clean manner to prevent wind-blown litter from exiting site. No on-site disposal of any construction materials will be permitted. H. Construction Chemicals Hazardous material, if any, will be segregated in separate containers for transport to an approved off-site receiving area. A separate storage trailer will be provided to allow for the storage of materials such as paint, solvents, gasoline, etc. This container shall be secured to prevent unauthorized entry. I. Soil Stock Piles Area(s) chosen for stockpiling operations shall be dry and stable. Stockpiles shall be established with a maximum slope of 2 on 1. Upon completion of soil stockpiling, each pile shall be surrounded with staked hay bales and silt fencing as described above. Piles will then be stabilized with vegetation (seeding with quick germinating species) or covered. J. Dust Control Dust will be controlled by application of water. VINEYARD V/E{f',LLC-SJVPPP PAGE 11 i 3.2 Stabilization and Maintenance The Contractor shall initiate stabilization measures as soon as practicable in portions of the site where construction activities have been completed, but in no case more than seven (7) days after the construction activity in that portion of the site has temporarily or permanently ceased. Sediment shall be removed from sediment traps or sediment ponds whenever their capacity has been reduced by fifty (50) percent (%) from the design capacity. Silt fences, stone outlet structures, dams, and hay bales shall have sediment removed when the sediment reaches 50% of the height of the soil erosion and sediment control measure. Any soil and erosion control measures that have been damaged shall be immediately replaced. 3.3 Site Inspections The entire construction site shall be maintained for the life of the project to include all clearing, removal, replacement and/or adjusting of the erosion control measures. Biweekly site inspections will be conducted regularly by a certified professional, or a person knowledgeable in the principles and practices of erosion and sediment control working under the supervision of a certified professional. The following maintenance schedule and protocols will be used during construction: 1. Sediment barriers, including the haybales and silt fencing, will be inspected bi- weekly and following rain events of greater than 0.5". Repairs to haybales and silt fencing will be made as needed following inspections. 2. Permanent vegetation controls: a. All lawn areas will be inspected weekly and re-seeded as needed-to maintain 100% coverage. All lawn areas will be mowed and watered by contractor to maintain grass at a maximum of 2.5". b. Planting areas will be inspected weekly and re-planted as needed. Contractor shall guarantee all plant material for one year following the date of final inspection and acceptance by owner. 3.4 Reporting A site inspection report shall be completed following biweekly site visits. A summary report will be prepared and posted on site each month. 3.5 Modifications The Operator shall amend the SWPPP whenever: 1. There is a significant change in design, construction, operation, or maintenance which may have a significant effect on the potential for the discharge of pollutants to the waters of the United States and which has not otherwise been addressed in the SWPPP; or VINEYARD VIEW,LLC-Sl11PPP PAGE 12 i 2. The SWPPP proves to be ineffective in: a. Eliminating or significantly minimizing pollutants from sources .identified in the SWPPP and as required by this permit; or b. Achieving the general objectives of controlling pollutants in stormwater discharges from permitted construction activity; and 3. Additionally, the SWPPP shall be amended to identify any new contractor or subcontractor that will implement any measure of the SWPPP. Should an inspection reveal deficiencies in stormwater pollution prevention measures, the inspector shall notify the responsible party immediately and inform them of which areas) require attention. The responsible person(s) for maintaining the SWPPP shall make all necessary repairs or improvements within seven days of the last inspection. 3.6 Revision Schedule This stormwater pollution prevention plan (SWPPP), prepared under direction of the licensed professional engineer that is knowledgeable in the principals and practices of erosion and sediment control, as well as stormwater management, will be revised and updated to address changes in site conditions, new or revised government regulations and additional on-site stormwater pollution prevention controls. I 3.7 Six Step Process Compliance Step 1: Site Planning • Maintained buffer areas • Worked with natural topography and existing flow paths • Proposed grading contains stormwater on-site • Green infrastructure techniques evaluated and utilized where possible • Conventional Drainage System captures remaining storm water runoff Step 2: Determine Water Quality Treatment Volume (WQN) • 0.00 acre-feet existing _ • 0.54 acre-feet proposed Step 3: Apply Runoff Reduction Techniques and Standard SMPs with RRv Capacity to Reduce Total WQv VINEYARD VIEW,LLC-SIIIPPP PACE 13 • Reduced total impervious contributing area by 10.69 acres, or 62% of the total site area. (Utilized Conservation of Natural Areas RR-1 and Tree Planting RR-3). • Reduced WQv by featuring planting and landscaping on the site. Of the 6.6 acres to be disturbed, the 30% Impervious area will be 3.9 acres. or 59% of the developed portion of the site • Provided a variety of green infrastructure and Standard SMPs as delineated within Section 4, Water Volume Calculations • Total RRv provided= 1.16 acre-feet • If RRv>WQv, proceed to Step 6. RRv of 1.16 ac-ft>WQv of 0.54 ae-ft Step 4: Determine the minimum RRv required • Calculate RRv for the construction activity using the criteria in Section 4.3 of 2015 Design Manual; • Compare to ensure RRv Capacity>Minimum RRv Step 5: Apply Standard Stormwater Management Practices to Address Remaining Water Quality Volume • Upon comparing the provided RRv capacity (Step 3), it is equal to or greater than the WQv calculated in Step 2. No additional Stormwater Management Practices are needed. Step 6: Apply Volume and Peak Rate Control Practices if Still Needed to Meet Requirements • The need to provide channel protection has been waived because reduction of the total CPv is achieved on site through runoff reduction techniques and infiltration systems. • The need to meet the Qp and Qf criteria has been waived because downstream analysis reveals that the Qp and Qf controls are not required VINEYARD VIEW,LLC-SJIIPPP PAGE 14 SECTION 4-WATER QUALITY VOLUME CALCULATIONS Definitions per Section 4.2 of 2015 NYSDEC Stormwater Management Design Manual(SMDM) A=Site Area in Acres(Contributing Area) R,=Runoff Coefficient,defined as 0.05+0.009(I),where I is percent impervious cover P=90%Rainfall Event Number(Refer to Figure 4.1, SMDM) WQ,=Water Quality Volume(in acre-feet) RR,.;,,=Minimum runoff reduction volume required from impervious area(acre-feet) Ai,=Weighted area of new impervious cover S=Hydrologic Soil Group(HSG)Specific Reduction Factor(Refer to pages 4-6&7 of SMDM) Site Data Inputs Total Property(Contributing Area),A= 17.2 Acres Existing Impervious Area=0.00 Acres (Entire site is undeveloped) Existing 30% Impervious Area=0.00 Acres (Entire site is undeveloped) Existing Buffer Area= 17.2 Acres (6.2 Acres of this is forest area;3.8 Acres of this are wetlands within NYSDEC FreshwaterWetlands Regulation) Proposed 100% Impervious Area=2.7 Acres Proposed 30% Impervious Area =3.9 Acres(this includes some treed areas to remain that are disconnected from the open space/buffer area to be preserved) Existing Buffer to Remain= 10.6 Acres Design Storm=Use 1.5"as the 90%rainfall event for Suffolk County(P=1.5 in.), based on Figure 4.1, Chapter 4 of NYS Stormwater Management Design Manual. Existing I=Impervious cover%= Ai�/A=((0*100%+0*30%+17.2'0%)/17.2) *100=0/17.2*100=0 Proposed I=impervious cover%= A,,/A=((2.7*100%+3.9*30%+l 0.6*0%)/17.2)*100= 3.87/17.2*100=22.5 Rv =0.05+0.009 * I=0.05+0.009*22.5=0.253 P = 1.5 in. VINEYARD MEN;LLC-SJ11PPP PAIGE 15 i Compute Existing Water Quality Volume(WQv) WQv=(P(Rv)A)/12=((I.5 in)*(0)*(17.2 ac)/ 12=0.00 ac-ft. (Existing site is undeveloped) Compute Proposed Water Quality Volume(WQv) WQv=(P(Rv)A)/12=((1.5 in)*(.253)*(17.2 ac)/ 12=0.54 ae-ft. Compute Minimum Required Runoff Reduction Volume(Min. RRv) Weighted S=(0.55)*(.75)+(0.40)*(.25)=.5l (Developed portion of the site will be 75%Hydrologic Soil Group A and 25%Hydrologic Soil Group B—post-development) Aic=3.87 acres,weighted amount of impervious cover targeted for runoff reduction Ai =S(Aic)=0.51*3.87 Acres= 1.97 Acres=Impervious Area for Runoff Reduction RR,.,,,,,,=(P*Rv*Ai)/12=(1.5*.253*3.87)/12=0.12 ac-ft I - Compute Provided Runoff Reduction Volume(RRv) Area Reduction Conservation of Natural Areas(RR-1)RRv=((1.5 in)*(.253)*(10.6 ac)/ 12= 0.34 ac-ft Tree Planting/Tree Pit(RR-3)RRv=((1.5 in)*(.253)*(0.09 ac)/ 12= 0.003 ac-ft Volume Reduction - Storage Capacity in Vegetated Swale(RR-5)_(530 cf)/(43,560 ft/acre) 0.01 ac-ft Storage in Rain Gardens(RR-6)RRv=(4,503 cf)/(43,560 ft/acre)= 0.10 ac-ft Storage Capacity in Pervious Pavers(RR-9)=(155 cf)/(43,560 ft/acre)= 0.004 ac-ft Standard SMPs with RRv Capacity Storage in Dry Wells(I-3)=(26,079 cf)/(43,560 ft/acre)= 0.60 ac-ft Storage in Dry Swales(0-1)=[(300 co/(43.560 ft/acre)] *(40%)= 0.003 ac-ft Standard SMPs Storage in Surface Sand Filter(F-1)_(4,495 cf)/(43,560 ft/acre)= 0.10 ac-ft Total RRv 1.16 ac-ft (Source ofPracttce Capacities-Drainage Calculations provided on the Post-Construction Stormwater Management Plan provided in Appendix D) VINEYARD VIEW,LLC-SIi1PPP PAGE 16 , Compare Provided Minimum RRv to Min. RRv RRv>Minimum RRv 1.16 ac-ft >0.12 ac-ft Compare Provided Runoff Reduction Volume RRv to Water Quality Volume WQv Provided RRv >WQv 1.16 ac-ft >_0.54 ac-ft VIAIE YARD VIEW.LLC-SHIPPP PAGE 17 i SECTION 5 POST-CONSTRUCTION MONITORING AND MAINTENANCE In accordance with the SPDES GP-0-15-002, Part I1I.13.2, the following post-construction stormwater management and monitoring plan is included in this SWPPP report. 5.1 Identification of Post-Construction Stormwater Management Practices The specific post-construction stormwater management practices for this project are discussed in Section 3 of this document and are depicted on the Erosion, Sediment and Stormwater Control Plans included in Appendix C. All dimensions, material specifications and installation details are included in the Contract Plans included in Appendix C. All stormwater control practices are sized in accordance with the General Permit for Construction Activity, GP-0-15-002 and the New York State Stormwater Design Manual dated January 2015. Unless otherwise indicated, the practices meet the performance criteria of said _I technical standards. 5.2 Stormwater Modeling and Analysis The project has been designed in accordance with the runoff control practices described within New York State Stormwater Design Manual dated January 2015. As the calculations included in Section 4 and the Stormwater Control Plans included in Appendix C demonstrate, all post- construction stormwater runoff for 90% of typical annual rainfall events will be contained on- site. 5.2.1 Pre-Development Conditions The pre-development conditions of the site are depicted on a plan included in Appendix D of this document. General Site Information is provided in Appendix B. The existing site is undeveloped. It is located below the grade of the only adjacent roadway, Suffolk County Road 48. Any pre-development run-off does not exit the site into the MS4 of Suffolk County; it drains towards wetlands on-site and adjacent to the site, which ultimately drain to Moore's Drain and Pipe's Cove. It is noted that the MS4 under jurisdiction of the Town of Southold, who has building permit authority over the site, is disconnected from this site's hydrology. 5.2.2 Post-Development Conditions The post-development conditions of the site are depicted on a plan included in Appendix D of this document. Under typical conditions, little, if any stormwater run- off will exit the site. The Water Quality Treatment Volume (WQv) of 0.54 acre-feet is reduced by a variety of Runoff Reduction Techniques and Standard Management Practices, as discussed throughout this report. The Minimum Required Runoff Reduction Volume of 0.12 acre-feet is exceeded by the provision of 1.16 acre-feet of runoff reduction techniques. Reduction of the entire Channel Protection Volume VINEYARD VIEW, LLC-SHIPPP PAGE IN i (CPv) has been achieved through runoff reduction techniques. Utilizing the downstream analysis criteria specified in Section 4.10 of the NYSDEC 2015 Stormwater Design Manual, neither the overbank flood control requirement (Qp) nor the extreme flood control requirement(Qf) apply. 5.2.3 Comparison of Pre-and Post-Development Conditions Both the existing site and the developed site feature three categories of catchment areas: perimeter areas which drain off site,,two areas adjacent to the perimeter areas that recharge the site for smaller rainfall values but overflow into the perimeter areas, and the central portion, which is flatter and for most rainfall values is largely retained on-site. The LKMA design team was careful to work with existing topography and hydrology when formulating the proposed site layout, and as such, post-development conditions are not a large departure pre-development conditions, but 100% of the flows generated from the proposed impervious surfaces will be treated and/or retained on-site. This is demonstrated on the Pre- and Post-Construction Stormwater Analysis plans included with this report as Appendix D. The values populating the table below were generated to examine the subwatershed area of 5.9 acres which will contain all the newly created impervious surfaces such as buildings and pavement, and largely represents the majority of the 6.6 acres of the site that will be disturbed. The remaining 0.7 acres of disturbed areas will drain towards the buffer area of the site, and be seeded with a grass mix designed for woodland edges and openings to stabilize this area in a manner most compatible with the pre- development conditions. Storage for 2.10 inches of rainfall was provided, which exceeds the Town of Southold's storage requirements of 2.00 inches for site plan developments. In addition to that, green and standard infrastructure techniques such as rain gardens, bio-swales, and sand filters augment the retention capacity, for a total capacity of provided of 39,013 cf (or 0.90 acre-feet). Time of Concentration (Tc) was calculated using Autodesk Storm and Sanitary Analysis software to be a value of 6 minutes, 48 seconds. The software relies on the definition of Tc prescribed by the EPA SWMM guidance. 90% 90% 1-year I-year storm 10-year 10-year Rainfall Rainfall storm 24-hour storm storm Event Peak Event Peak Flow (2.8 inches) (5.25 Flow (1.5 inches) (cfs) Volume Net Peak inches) (cfs) 24-hour (cf) Flow 24-hour Volume Net (cfs) Volume (cf) Net(cf) Pre- 3.87 14,040 7.22 26,200 16.56 49,130 Development Post- 5.16 18,740 9.64 34,980 22.11 65,600 Development Gross Post- -20,273 -4,033, 26,587. Development Net VINEYARD 11101 1.LLC-SII1PPP PAGE 19 i The table above compares run-off rates and stormwater volumes generated pre-and post- construction. The net stormwater volume value was calculated by subtracting cubic feet of stormwater storage provided from cubic feet of stormwater generated for the rainfall events indicated. A negative number indicates a storage surplus for a given event. The table above, in conjunction with the Pre- and Post-Construction Stormwater Analysis Maps provided in Appendix D, demonstrates that though the on-site runoff rates will increase post-construction, for the majority of rainfalls (2.8 inches or less), post-development runoff volumes will be fully detained and/or treated within the 6.6 acres of the site that will be disturbed. For more severe storms, the site will first overflow into some natural ponding areas on-'site, and then the remaining will recharge the 5.3 acres of natural areas on-site, resulting in similar hydrologic pre- and post-development conditions in the surrounding areas off-site. Thus, for almost all rain storms received annually, post-development conditions provide for an acceptable amount of groundwater recharge and will not negatively impact the hydrology of the surrounding wetlands. In the case of severe storms, as the site is back-pitched from the adjacent Suffolk County Road 48, no run-off will enter Suffolk County's MS4. All stormwater not contained on-site will be filtered and treated through swales and rain gardens, slowing its velocity prior to entering the 100-foot buffer area. The buffer area will further filter the stormwater and slow its velocity prior to drainage to the on-site and adjacent wetlands. 5.2.4 Stormwater Management Practice Sizing Refer to the Stormwater Control Plan included in Appendix C for a summary table demonstrating each post-construction stormwater management practice has been designed in conformance with the sizing criteria included in the NYSDEC 2015 Stormwater Design Manual. 5.2.5 Site-Specific Exceptions to Sizing Criteria and Performance Criteria Based on the requirements included in Part I.C. of the General Permit GP-0-15-002, there are no sizing criteria that this site is exempted from. There are no elements of the design of stormwater controls for this site that do not conform to the performance criteria in the NYSDEC 2015 Stormwater Design Manual. 5.3 Site Soil Investigation The results and locations of soil borings are shown on a plan provided in Appendix B of this document. Infiltration tests were not required for this site. VINEYARD VIEW,LLC-SIVPPP PAGE 20 i 5.4 Post-Construction Operations and Maintenance 5.4.1 Site Responsibility Access The site operator is also the site owner, and likewise is responsible for the post- construction operations and has maintenance access. 5.4.2 Recommended Maintenance Schedule and Inspection Procedures The following maintenance schedule is provided to achieve continuous and effective operation of each post-construction erosion and sediment control practice and stormwater control practice. The following post-construction maintenance measures are typically recommended: 1. Inspect the proposed erosion and sediment control practices at the end of each spring and during dry times of the year. a. Lawn — Observe areas for bare spots, washouts and healthy growth. Apply topsoil and seed and mulch areas as necessary. Water as required to re-establish grass as soon as possible. b. Mulched areas—Observe areas for bare and thin spots. Re-apply mulch as necessary to obtain a minimum depth of 4 inches of the entire mulched area. 2. Inspect the stormwater treatment devices quarterly during the first year of operation to determine the appropriate cleaning frequency. Remove accumulated sediment and oil from the unit with a vacuum truck. The units should be cleaned when sediment has accumulated within six inches of the dry weather water level, or when an appreciable level of grease or oil is floating on the water surface. 5.4.3 Specific Municipal Requirements The Owner/Operator shall adhere to any guidelines developed by The Town of Southold (Building Permit Authority) that are outlined within their NYSDEC- approved Stormwater Management Program Plan, and any regulations of the County of Suffolk(MS4 Authority for CR 48). VINEYARD VIEW,LLC-Sif'PPP PAGE 21 i E APPENDIX A CONSTRUCTION SEQUENCE SCHEDULE I VINEYARD VIEW,LLC-SHIPPP � .� � � Vineyard View Apartment Complex'Greenport, New York Construction Sequence Schedule soah ficatio j, ecr ea Construction_ Stablilized Construction Minimize sediment attached 1-2 Entrance Entrance to vehicles leaving site measures to reduce runoff 1/2-1 Silt Fence E-3 Perimeter Sediment velocity and effect deposition Vegetation Fence Control of transported sediment load 1-2 Sediment Traps Runoff Control Install practices to 1/2-1 Catch Basin E-3 stabilize runoff Protection C4 M Minimize grading& Grading stockpile topsoil 10+ Land Grading E-3 CD CrS Stabilize Cleared Stabilize disturbed areas Areas/Stockpiles by using mulch blankets 1-10+ Mulching E-3 Sediment filters Install sediment filtering Temp. Catch Basin Inserts E-3 devices lid CIO & Every 7 calender days and Maintain Erosion& Maintenance after rainfalls>0.5"in a Temp. Sediment Control E-3 Inspection 12 hour period Measures IL CID Stabilize Disturbed Grade disturbed areas Areas and provide 6"of topsoil& 10+ To I psoil&Seeding E-3 hydroseeding Installation&Maintance Prevent point discharge, CD mimic pre-construction COL. of Post-Construction 1 20+ Leaching Basins E-3 cc; SMP hydrology&provide on site infiltration � ` ` � . � ' ^ ` ` ' i APPENDIX B SITE INFORMATION i VINEYARD VIEW,LLC-S{1IPPP 2016 NYS • • •--�reproduced by LKIVIA Suffolk County'sis Highlighted in Red. / Proposed Site of Vineyard View j - tt � ` r G 1 ` r Vineyard View s- _ E:c PP11p F i tr Novembler8 2017 138,112 c e ox 085 C, Ge 1 2W . Source. Evi11E RE GoL— i—.., ...—P c., BC GEO USGS.PAO NPS IRC/IN.GeoBase.Mt K—All NL 0.- C Y E..Ie .METi.E..C-A IManp Kclp�. fleyo Ilds C Ogn�aeeMaO conUbAely.aM IM1e GIS Uml Co....mumly A.—LIMA Ibl A kyal Cecumem • • • c i NOTES TO USERS LEGEND FIRM e _ .�,, nsru mases .. x r�.u.aEa xmsces • • i XI vG�e.bwaNmarltr • .t-` &MMV M sl o4b;.L—g..4GMV saga cwge♦IodWerlch—A...S 4 PWS-AftWAlK4W- 13wao9a6lry ammrms CR11"S HOME SUBMIT SEARCH) COMMUNICATE • + S—ry �cnaeology A—S(View) coazwtmion Prgecls(Vlew) 0 V m heNogkmly SemlXve Nem • I / eeboct Geology Esri,HERF.G-n1i,.NCNEIAENi P,NC,l.tISCS • • • • l a Soil Map—Suffolk County,New York 3: (Vicinity of Vineyard View) 719390 719440 719900 719580 719x"'2) 715 719740 4l"6IFN 41`615"N Ra i o_ MU Ra • i 1 PlB } De Ca f. d • O O ? i m 54 t tNb s x16. 41°557N 41°557N 719080 719440 71950 719930 719Q0 %1986D 719740 � 3 • n Map Scale:1:2,610 if printed on A portrait(8.Y x 11")sheet. Meters ry R N 0 35 70 140 210 A r 0 100 200 400 BDD P Projection web MerwNr Comer coordinates:WGS84 Edge tics:UTM Zone SBN WGS84 uSDA Natural Resources Web Soil Survey 11/13/2017 Niiiiiiiiiiii Conservation Service National Cooperative Soil Survey Page 1 of 3 f I Soil Map—Suffolk County,New York (Vicinity of Vineyard View) III MAP LEGEND MAP INFORMATION Area of Interest(AOq Spoil Area The soil surveys that comprise your AOI were mapped at Area M Interest(AOI) Stony SP1.20.000 Spot Sots Q Very Stony Spot Warning Soil Map may not be valid at this scale Soil Map Unit Polygons •• Wet Spot Enlargement o1 maps beyond the scale of mapping can cause N soil Map unit Lines misunderstanding of the detail of mapping and accuracy of soil Other line placement.The maps do not show the small areas of Soil Map unit Points Special Line Features contrasting sols that could have been shown at a more detailed Special Point Features Seale. V Blowout Water Features ---- Streams and Canals Please rely on the bar scale on each map sheet for map ® Bon"Pit measurements Transportation X Clay Spot t-r-r Rails Source of Map Natural Resources Conservation Service Closed Depression Web Soil Survey URL'. N Interstate Highways Coordinate System Web Mercator(EPSG:3857) Gravel Pa US Routes Maps from the Web Sal Survey are based on the Web Mercator Gravelly Spot Major Roads projection,which preserves direction and shape but distorts distance and area A projection that preserves area,such as the Landfill Local Roads Albers equal-area conic projection,should be used if more Lava Flow accurate calculations of distance or area are required h Background Marsh or swamp . Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s)listed below Mine or Quarry Soil Survey Area Suffolk County,New York Miscellaneous Water Survey Area Data Version 15,Oct 8.2017 Q Perennial Water Soil map units are labeled(as space allows)for map scales Rock outcrop 150.000 or larger Saline Spot ea20(s)aerial images were photographed Dec 31 2009—Sep 16 Sandy Spot The orthophoto or other base map on which the soil Imes were o Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result some minor Sinkhole shifting of map unit boundaries may be evident Slide or Slip I Sodic Spot Natural Resources Web Soil Survey 1 111 3/2 01 7 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Suffolk County,New York Vicinity of Vineyard View Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Bd Berryland mucky sand 1 2 5.8% Ca Canadice silt loam 25 11.9% De Deerfield sand 1 6 75% MkB Montauk loam,3 to 8 percent 47 223% slopes Mu Swansea muck.0 to 1 percent 03 14% slopes,coastal lowland PIB Plymouth loamy sand,3 to 8 4.8 230% percent slopes Ra Raynham loam 4.3 203% RdB Riverhead sandy loam,3 to 8 1 6 78% percent slopes t Totals for Area of Interest 21.0 100.0% I , r I USDA Natural Resources Web Soil Survey 11/13/2017 Conservation Service National Cooperative Soil Survey Page 3 of 3 i APPENDIX C EROSION, SEDIMENT AND STORMWATER CONTROL PLANS I , VINEYARD VIER,LLC-SWPPP i j5',v.: mece�_e ��� =�-- - _A_ ��---,.�, --{��r =-� � o"� ••\� �,,, ,,,f =M �-~ conifers " l G P In o \ cp •i e � /.__.t 6c!'.� a �, �.,y �,L ,-�;� •.\ � .TM�'u.a nu r \ J �•.� �� ® f°..,, EROSION& �,� =7 SEDIMENT CONTROL PLAN aF — LEGEND ELF�l I JA" O_LM_T1 CLI S DIA C)1.0 ct, .--Z7 I_I. rt U_ T conifero 7' 1.41 j IIS GRADING& DLB I 010 DRAINAGE PLAN DRAFT KEY MAP DI i APPENDIX D STORMWATER ANALYSIS MAPS i VINEYARD J/IEII', LLC-SIVPPP iWVH a / M.1�,Ow lLl[vu.[IECL+,T ST4, � I 1 I s •�-���.ei'so,_- •- --� \[� ,snrx o.rw n osm w.nn .. .,e Wa }� Is 1 I - -\V / a -'• ??-`__fpr..:,,_- '�wc�°'iv v n�i u'"ia'um�°wsim�w - rR° _ _. 1 ~ I� ""'iii suur�smm..'o�eonm sur sou.m a.me 1�+...! t•JY . r r \ ',---.- - I--�"' �"'"wn3powx.,m°'�,r sF.e'a.:u e•.,av ' - EYISTING PRE WATERS-HED-nREAS IWy it 'I,c I5 rr l\ (�•` `�11 t�„ �h- , -��..r :g. � '®' PERIMETER AREA,DRAINS OFF-SITE= 415,241 SF 1 �L]]]� PONDS ON-SITE, OVERFLOWS TO PERIMETER AREA ---11111} 224,141 SF RECHARGES SITE DIRECTLY, OVERFLOWS TO mwror soumao m nv+ `�Y r _� ( I •t _ - ''�`�f• -!�\_ /k PERIMETER AREA = 109,321 SF It -` � coniferL' Il art�r - _ /w � '� t "!-•� � - -- _ �- ,•-•` 'r<•'\ - I e -{K��.= _ i�i:J,'s'- J � 1`.���c,j �' � -i i_is.raw,.c.J •r � _�` - r - _ b _�I I r, j ` •- _ _ •'- _ _ _ \- �. Y - `� 4., PRE-00-N - ?re STORMWATER ANALYSIS SW1 i I , DRAINAGE Cf LCI1LA 5 ell -- 'A ' 1\t�� 4 41-114 • -;III, ���}-1+._-�=i����--''#���� � -.,- _ ---- - conifer; � •'�' �L -�+Y. _ .• �Sr•Ili,•-•�:. ...- - ,� yµ _ - ._...._-. gv- iii- 11 `t` -j � I L� i — rosi-c4 SIORMWAIER "AN?! ��: ��. � I r� ��' L d ANALYSIS 4-�•7-'1?_f I" ��� II 1 a 11� ,; r APPENDIX E NOTICE OF INTENT SWPPP CONDITIONS OF APPROVAL VINEYARD VIEW,LLC-SWPPP =i 0644089821 NOTICE OF INTENT New York State Department of Environmental Conservation _ Division of Water = 625 Broadway, 4th Floor NYR EEEE EI Albany, New York 12233-3505 (for DEC use only) Stormwater Discharges Associated with Construction Activity Under State Pollutant Discharge Elimination System (SPDES) General Permit # GP-0-15-002 All sections must be completed unless otherwise noted. Failure to complete all items may result in this form being returned to you, thereby delaying your coverage under this General Permit. Applicants must read and understand the conditions of the permit and prepare a Stormwater Pollution Prevention Plan prior to submitting this NOI. Applicants are responsible for identifying and obtaining other DEC permits that may be required. -IMPORTANT- RETURN THIS FORM TO THE ADDRESS ABOVE OWNER/OPERATOR MUST SIGN FORM ---------------- Owner/Operator Informata.on Owner/Operator (Company Name/Private Owner Name/Municipality Name) j V i n e y a r d V i e w ILIL C lM � 1117H III III L Owner/Operator Contact Person Last Name (NOT CONSULTANT) IAj1I1IeInJjjII 11 11 1 1 JFI 1 1 ]7 - Owner/Operator Owner/Operator Contact Person First Name IH aln d ej llmla n l I I Owner/0 erator Mailing Address i1I010 0 ;U n� i vle�r s i1t y�DIrlifv� e -, S u; i tIe 5; 0101 City T - — — - - Rf°lclh ejs! tTe!r111 Imo_ I � L i I State Zip N Y 1 4 6 0 7 - � Phone (Owner/Operator) Fax (Owner/Operator) 5 8 5 - 3 2 4 - 0 5 1 2 5 8 5 - 3 2 4 Email (Owner/0 erator) ���� ahande lman@con i f erjl' ljc( .1Colm i 1 1 I i I 1 1 1 FED TAX ID B 2 -1 312151914� 141 6 (not required for individuals) i Page 1 of 14 i 6401089828 Project Site Information Project/Site Name V i n e y a r d V i e w Street Address (NOT P.O. BOX) s / s i d e C o u n t y R o a d 4 8 Side of Street O North 0 South O East O West City/Town/Village (THAT ISSUES BUILDING PERMIT) T o w n o f S o u t h o l d State Zip County DEC Re ion S ulf f o l kI ' l 1� Name of Nearest Cross Street C h a p e l L a n e Distance to Nearest Cross Street (Feet) Project In Relation to Cross Street ll 6 0 0 O North O South • East O West Tax Map Numbers Tax Map Numbers _ Section-Block-Parcel 4 0 - 3 -11 .10101 0 1. Provide the Geographic Coordinates for the project site in NYTM Units. To do this you must go to the NYSDEC Stormwater Interactive Map on the DEC website at: www.dec.ny.gov/imsmaps/stormwater/viewer.htm Zoom into your Project Location such that you can accurately click on the centroid of your site. Once you have located your project site, go to the tool boxes on the top and choose "i" (identify) . Then click on the center of your site and a new window containing the X, Y coordinates in UTM will pop up. Transcribe these coordinates into the boxes below. For problems with the interactive map use the help function. X Coordinates (Eastin ) Y Coordinates (Northing) 7 1 9 5 7 1 4 � 4 1 5 5 3 4 3 2� 2. What is the nature of this construction project? New Construction O Redevelopment with increase in impervious area O Redevelopment with no increase in impervious area Page 2 of 14 I F- 4107089829 3. Select the predominant land use for both pre and post development conditions. SELECT ONLY ONE CHOICE FOR EACH Pre-Development Post-Development Existing Land Use Future Land Use 0 FOREST (- SINGLE FAMILY HOME Number of Lots (__, PASTURE/OPEN LAND C, SINGLE FAMILY SUBDIVISION C) CULTIVATED LAND _)TOWN HOME RESIDENTIAL �1 t SINGLE FAMILY HOME 9 MULTIFAMILY RESIDENTIAL :) SINGLE FAMILY SUBDIVISION (_) INSTITUTIONAL/SCHOOL (, TOWN HOME RESIDENTIAL O INDUSTRIAL 1-(MULTIFAMILY RESIDENTIAL (=} COMMERCIAL (;, INSTITUTIONAL/SCHOOL (_,MUNICIPAL INDUSTRIAL {_( ROAD/HIGHWAY i-, COMMERCIAL -) RECREATIONAL/SPORTS FIELD G ROAD/HIGHWAY (-) BIKE PATH/TRAIL (--) RECREATIONAL/SPORTS FIELD +;, LINEAR UTILITY (water, sewer, gas, etc.) (:, BIKE PATH/TRAIL PARKING LOT C+LINEAR UTILITY _- CLEARING/GRADING ONLY CPARKING LOT !_ DEMOLITION, NO REDEVELOPMENT _,OTHER (_WELL DRILLING ACTIVITY * (Oil, Gas, etc.) T (-) OTHER *Note: for gas well drilling, non-high volume hydraulic fractured wells only 4. In accordance with the larger common plan of development or sale, enter the total project site area; the total area to be disturbed; existing impervious area to be disturbed (for redevelopment ° activities) ; and the future impervious area constructed within the disturbed area. (Round to the nearest tenth of an acre.) Future Impervious Total Site Total Area To Existing Impervious Area Within Area Be Disturbed Area To Be Disturbed Disturbed Area 1 7 ,12 F=6 5 015 �2 ,E7 5. Do you plan to disturb more than 5 acres of soil at any one time? • Yes _ No 6. Indicate the percentage of each Hydrologic Soil Group(HSG) at the site. A B C D ` F 3 7 % 1 12191 % 13141 % ELH o 7. Is this a phased project? (=+Yes 0 No Start Date End Date 8. Enter the planned start and end 0 2 0 1 2 1 0 1 9 — 0 4 � � -2 0 2 0 dates of the disturbance activities. LPage 3 of 14 F8600089821 "9. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Name MOORES DIRIA IN P I PES COV E I 9a. Type of waterbody identified in Question 9? O Wetland / State Jurisdiction On Site (Answer 9b) 9 Wetland / State Jurisdiction Off Site O Wetland / Federal Jurisdiction On Site (Answer 9b) t-)Wetland / Federal Jurisdiction Off Site O Stream / Creek On Site O Stream / Creek Off Site O River On Site 9b. How was the wetland identified? (D River Off Site C? Lake On Site ! Regulatory Map O Lake Off Site Ci Delineated by Consultant C< Other Type On Site (--) Delineated by Army Corps of Engineers i ' O Other Type Off Site C: Other (identify) 10. Has the surface waterbody(ies) in question 9 been identified as a -, Yes No 303(d) segment in Appendix E of GP-0-15-002? ! 11. Is this project located in one of the Watersheds identified in _ f Appendix C of GP-0-15-002? --`� i --`—�-- _' Yes No r 12. Is the project located in one of the watershed areas associated with AA and AA-S classified , Yes • No waters? If no, skip question 13. 13. Does this construction activity disturb land with no ekisting impervious cover and where the Soil Slope Phase is O Yes 0 No -- identified as an E or F on the USDA Soil Survey? - If Yes, what is the acreage to be disturbed? 14. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent Yes f No area? LPage 4 of 14 i F6403089820 15. Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, (_',yes •No O Unknown culverts, etc)? 16. What is the name of the municipality/entity that owns the separate storm sewer system? [DAFT-1 17. Does any runoff from the site enter a sewer classified CYes •No O Unknown as a Combined Sewer? 1 18. Will future use of this site be an agricultural property as _ defined by the NYS Agriculture and Markets Law? '.1Yes *No 19. Is this property owned by a state authority, state agency, t_�yes No federal government or local government? `1 20. Is this a remediation project being done under a Department approved work plan? (i.e. CERCLA, RCRA, Voluntary Cleanup -, Yes ONO Agreement, etc. ) 21. Has the required Erosion and Sediment Control component of the j SWPPP been developed in conformance with the current NYS • Yes C'No Standards and Specifications for Erosion and Sediment Control (aka Blue Book)? 22. Does this construction activity require the development of a SWPPP that includes the post-construction stormwater management practice component (i.e. Runoff Reduction, Water Quality and • Yes No Quantity Control practices/techniques) ? If No, skip questions 23 and 27-39. 23. Has the post-construction stormwater management practice component of the SWPPP been developed in conformance with the current NYS • Yes i-;No Stormwater Management Design Manual? LPage 5 of 14 0251089825 24. The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: •Professional Engineer (P.E.) O Soil and Water Conservation District (SWCD) D Registered Landscape Architect (R.L.A) Certified Professional in Erosion and Sediment Control (CPESC) V Owner/Operator Q Other l SWPPP Preparer L K M c L E A N A S S O C IAT E S I P C Contact Name (Last, Space, First) RAYMOND G D IB IA SIE Mailin Address 413171 S O U T H C O U N T R Y R O A D I I City B R O O K H A V E N State Zip N Y 1 1 Phone Fax Email cdwlylerC lkm a IcoIMI I I 1 1� I I 1 1 1 L I ! I li I ( iII if I ' I SWPPP Preparer Certification I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the GP-0-15-002. Furthermore, i understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. First Name MI R A Y MIOIN D I I I I I I G Last Name 1D IBI IIA S EI I I Signature Date l � Page 6 of 14 F0005089822 25. Has a construction sequence schedule for the planned management practices been prepared. 0 Yes 'D No 26. Select all of the erosion and sediment control practices that will be employed on the project site: Temporary Structural Vegetative Measures (-) Check Dams C',Brush Matting Construction Road Stabilization (:)Dune Stabilization Dust Control 4_) Grassed Waterway Earth Dike Mulching _) Level Spreader 0 Protecting Vegetation Perimeter Dike/Swale c_)Recreation Area Improvement 0 Pipe Slope Drain i Seeding _) Portable Sediment Tank )-) Sodding Rock Dam 9 Straw/Hay Bale Dike I Sediment Basin _) Streambank Protection Sediment Traps 0 Temporary Swale Silt Fence Topsoiling Stabilized Construction Entrance _Vegetating Waterways Storm Drain Inlet Protection Permanent Structural ,_, Straw/Hay Bale Dike (_, Temporary Access Waterway Crossing :Debris Basin ' (= Temporary Stormdrain Diversion .)Diversion 0 Temporary Swale '_) Grade Stabilization Structure Turbidity Curtain _•Land Grading _ Water bars .Lined Waterway (Rock) ,-, Paved Channel (Concrete) Biotechnical � ) Paved Flume (-)Brush Matting Retaining Wall C)Wattling _)Riprap Slope Protection ')Rock Outlet Protection (=) Streambank Protection Other i Page 7 of 14 i 0182089828 Post-construction Stormwater Management Practice (SMP) Requirements Important: Completion of Questions 27-39 is not required if response to Question 22 is No. 27. Identify all site planning practices that were used to prepare the final site plan/layout for the project. •Preservation of Undisturbed Areas •Preservation of Buffers •Reduction of Clearing and Grading •Locating Development in Less Sensitive Areas •Roadway Reduction Sidewalk Reduction 4ODriveway Reduction O Cul-de-sac Reduction 0 Building Footprint Reduction i Parking Reduction 27a. Indicate which of the following soil restoration criteria was used to address the requirements in Section 5.1.6("Soil Restoration") of the Design Manual (2010 version) . I •All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22) . _) Compacted areas were considered as impervious cover when calculating the WQv Required, and the compacted areas were assigned a post-construction Hydrologic Soil Group (HSG) designation that is one level less permeable than existing conditions for the hydrology analysis. 28. Provide the total Water Quality Volume (WQv) required for this project (based on final site plan/layout) . Total WQv Required �• 5 4 acre-feet 29. Identify the RR techniques (Area Reduction) , RR techniques(Volume Reduction) and Standard SMPs with RRv Capacity in Table 1 (See Page 9) that were used to reduce the Total WQv Required(»28) . Also, provide in Table 1 the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the technique/practice. Note: Redevelopment projects shall use Tables 1 and 2 to identify the SMPs used to treat and/or reduce the 'WQv required. If runoff reduction techniques will not be used to reduce the required WQv, skip to question 33a after identifying the SMPS. Page 8 of 14 J I 7738089822 Table 1 - Runoff Reduction (RR) Techniques and Standard Stormwater Management Practices (SMPs) Total Contributing Total Contributing Area (acres) Impervious Area(acres) RR Techniques (Area Reduction) Conservation of Natural Areas (RR-1) . , , 1 1 0 6 0 and/or � O SheetflowBuffers/Filters .to Riparian Buffers/Filters Strips (RR-2) , , , , , , , , , , and/or 0 Tree Planting/Tree Pit (RR-3) . . . . . . . . . . and/or . 2 8 O Disconnection of Rooftop Runoff (RR-4) and/or RR Techniques (Volume Reduction) Vegetated Swale (RR-5) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 3 ® Rain Garden (RR-6) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 3 1 O Stormwater Planter (RR-7) • • • • • • . . . . . . . • • • . • . . . . • . • . • • • • • • . • • . . O Rain Barrel/Cistern (RR-8) • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • • • • • • 9 Porous Pavement (RR-9) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 1 OGreen Roof (RR-10) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Standard SMPs with RRv Capacity O Infiltration Trench (I-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Infiltration Basin (I-2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Dry Well (I-3) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 7 O Underground Infiltration System (I-4) . . . . . . . . . . . . . . . . . . • • • • • • O Bioretention (F-5) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 Dry Swale (0-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 1 Standard SMPs O Micropool Extended Detention (P-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . OWet Pond (P-2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Wet Extended Detention (P-3) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Multiple Pond System (P-4) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • • • • • • OPocket Pond (P-5) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Surface Sand Filter (F-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 3 1 O Underground Sand Filter (F-2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Perimeter Sand Filter (F-3) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 'O Organic Filter (F-4) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Shallow Wetland (W-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Extended Detention Wetland (W-2) O Pond/Wetland System (W-3) . . . . . O Pocket Wetland (W-4) . . . . . . . . . . . O Wet Swale (0-2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . LPage 9 of 14 i 0762089822 Table 2 - Alternative SMPs (DO NOT INCLUDE PRACTICES ,BEING USED FOR PRETREATMENT ONLY) Total Contributing Alternative SMP Impervious Area(acres) OHydrodynamic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . OWet-Vault . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Media Filter . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . OOther . . . . . . . . . . . . . . . . . . Provide the name and manufacturer of the Alternative SMPs (i.e. proprietary practice(s) ) being used for WQv treatment. Name Manufacturer Note: Redevelopment projects which do not use RR techniques, shall use questions 28, 29, 33 and 33a to provide SMPs used, total WQv required and total WQv provided for the project. 1 � 30. Indicate the Total RRv provided by the RR techniques (Area/Volume Reduction) and Standard SMPs with RRv capacity identified in question 29. Total RRv provided .I acre-feet 31. Is the Total RRv provided (#30) greater than or equal to the total WQv required (428) . I Yes _ No If Yes, go to question 36. If No, go to question 32. 32. Provide the Minimum RRv required based on HSG. [Minimum RRv Required = (P) (0.95) (Ai) /12, Ai=(S) (Aic) ] Minimum RRv Required I acre-feet 32a. Is the Total RRv provided (#30) greater than or equal to the Minimum RRv Required (#32) ? O Yes 01 No If Yes, go to question 33. Note: Use the space provided in question #39 to summarize the specific site limitations and justification for not/reducing 100% of WQv required (428) . A detailed evaluation of the specific site limitations and justification for not reducing 100% of the WQv required (#28) must also be included in the SWPPP. t If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. Page 10 of 14 i 1766089827 33. Identify the Standard SMPs in Table 1 and, if applicable, the Alternative SMPs in Table 2 that were used to treat the remaining total WQv(=Total WQv Required in 28 - Total RRv Provided in 30) . Also, provide in Table 1 and 2 the total impervious area that contributes runoff to each practice selected. Note: Use Tables 1 and 2 to identify the SMPs used on Redevelopment projects. 33a. Indicate the Total WQv provided (i.e. WQv treated) by the SMPs identified in question #33 and Standard SMPs with RRv Capacity identified in question 29. WQv Provided ' acre-feet Note: For the standard SMPs with RRv capacity, the WQv provided by each practice = the WQv calculated using the contributing drainage area to the practice RRv provided by the ,practice. (See Table 3.5 in Design Manual) 34. Provide the sum of the Total RRv provided (430) and _ ! the WQv provided (#33a) 35. Is the sum of the RRv provided (430) and the WQv provided (#33a) greater than or equal to the total WQv required (#28) ? G Yes No If Yes, go to question 36. If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. 36. Provide the total Channel Protection Storage Volume (CPv) required and provided or select waiver (36a) , if applicable. CPv Required CPv Provided 0 0 0 - 80 ;acre-feet 10 0 0I• 9 0 O'lacre-feet l 36a. The need to provide channel protection has been waived because: --) Site discharges directly to tidal waters or a fifth order or larger stream. 9 Reduction of the total CPv is achieved on site through runoff reduction techniques or infiltration systems. _ 1 37. Provide the Overbank Flood (Qp) and Extreme Flood (Qf) control criteria or ,select waiver (37a) , if applicable. Total Overbank Flood' Control Criteria (Qp) Pre-Development Post-development �7 CFS F-171-FTFICFS Total Extreme Flood Control Criteria (Qf) Pre-Development Post-development . CFS CFS Page 11 of 14 i F 1310089822 37a. The need to meet the Qp and Qf criteria has been waived because: 0 Site discharges directly to tidal waters or a fifth order or larger stream. 0 Downstream analysis reveals that the Qp and Qf controls are not required 38. Has a long term Operation and Maintenance Plan for the post-construction stormwater management practice(s) been 0 Yes O No developed? If Yes, Identify the entity responsible for the long term Operation and Maintenance V ineyard V iew, LLC 39. Use this space to summarize the specific site limitations and justification for not reducing 1006 of WQv required(428) . (See question 32a) This space can also be used for other pertinent project information. LPage 12 of 14 J r , I 4285089826 40. Identify other DEC permits, existing and new, that are required for this project/facility. C)Air Pollution Control O Coastal Erosion C) Hazardous Waste (-) Long Island Wells a - O Mined Land Reclamation �_i Solid Waste O Navigable Waters Protection / Article 15 t_�Water Quality Certificate 1 C� Dam Safety AD Water Supply rFreshwater Wetlands/Article 24 C) Tidal Wetlands C, Wild, Scenic and Recreational Rivers (') Stream Bed or Bank Protection / Article 15 (_ Endangered or Threatened Species(Incidental Take Permit) (-) Individual SPDES ) SPDES Multi-Sector GP �N Y1RT J-1�� S_, Other •None 41. Does this project require a US Army Corps of Engineers 0 Yes 1 No Wetland Permit? .� If Yes, Indicate Size of Impact. 42. Is this project subject to the requirements of a regulated, traditional land use control MS4? _,Yes No (If No, skip question 43) 43. Has the "MS4 SWPPP Acceptance" form been signed by the principal executive officer or ranking elected °official and submitted along 0 Yes a No with this NOI? 44. If this NOI is being submitted for the purpose of continuing or transferring coverage under a general permit for stormwater runoff from construction activities, please indicate the former SPDES number assigned. N Y RTTTT] LPage 13 of 14 J 1 3547089826 Owner/Operator Certification I have read or been advised of the permit conditions and believe that I understand them. I also understand that, under the terms of the permit, there may be reporting requirements. Thereby certify that this document and the corresponding documents were prepared under my direction or supervision. I am aware that there are significant penalties for submitting false information, including the possibility of fine and .imprisonment for knowing violations. I further understand that coverage under the general permit will be identified in the acknowledgment that I will receive as a result of submitting this NOI and can be as long as sixty (60) business days as provided for in the general permit. I also understand that, by submitting this NOI, I am acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terms and conditions of the general permit for which this 140I is being submitted. Print First Name MI A l l e n Print Last Name Hande 1m •an Owner/Operatorp Signature ��Aff Date �— L'l¢J2¢���cc'2 1 Page 14 of 14 Laura Feitner Calarco From: Laura Feitner Calarco Sent: Wednesday, February 13, 2019 11:54 AM To: 'Porciello, Ryan J (DEC)' Cc: Chris Dwyer Subject: Vineyard View SWPPP Hi Ryan, As per your request in our conversation on 2/6/2019,the following supplemental information in regards to the SWPPP for Vineyard View is provided for your records. 1) Qp for the site has been calculated to be 3.63 ac-ft;Qf for the site has been calculated to be 3.66 ac-ft 2) The inspection frequency for the site will be two (2)times per week,separated by a minimum of 2 calendar days. 3) The stormwater control measures on-site have been designed in accordance with the performance criteria outlined in Chapter 6 of the SMDM,with the exception that some structures, as identified throughout this report, do not conform to the guidelines for vertical separation from the groundwater table. Please feel free to contact me should you require anything further. Thank you again for your technical support and assistance for this project. Sincerely, Laura Laura Feitner Calarco, IE I Engineer L.K. McLean Associates, P.C. 437 South Country Road Brookhaven, NY 11719 t (631) 286-8668 ext. 222 1 f(631) 286-6314 www.11<ma.com I Ifcalarco@Ikma.com This e-mail message, including any attachments, is for the sole use of the intended recipient(s) and may contain confidential and privileged information.Any unauthorized review, use, disclosure or distribution is prohibited. If you are not the intended recipient, please contact the sender by e-mail and destroy all copies of the original. l i i APPENDIX F NYSDEC GENERAL PERMIT (GP-0-15-002) VINEYARD VIER, LLC-SfVPPP i NEW YORK Department of STATE OF Environmental OPPORTUNITY Conservation NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES From MUNICIPAL SEPARATE STORM SEWER SYSTEMS (MS4s) Permit No. GP-0-15-003 I , Issued Pursuant to Article 17, Titles 7, 8 and Article 70 of the Environmental Conservation Law Effective Date: May 1, 2015 Expiration Date: April 30, 2017 Modification Dates July 15, 2015 - Correction of Table IXC and Appendix 2 to reflect GP-0-10-002 October 2011 Modification January 13, 2016 -Additional reporting for covered entities in the watersheds listed in Part IX Stu Fox Deputy Chief Permit Administrator 1.L4, � .. —X 1 / 12/ 16 Authorized Signature Date Address: NYS DEC Division of Environmental Permits 625 Broadway, 4th Floor Albany, N.Y. 12233-17 i j i SPDES General Permit for Stormwater Discharge from MS4s,GP-0-15-003 2 I PREFACE Pursuant to Section 402 of the Clean Water Act ("CWA"), operators of small municipal separate storm sewer systems ("small MS4s"), located in urbanized areas("UA") and those additionally designated by New York State are unlawful unless they are authorized by a National Pollutant Discharge Elimination System ("NPDES") permit or by a state permit program. New York's State Pollutant Discharge Elimination System ("SPDES") is an NPDES-approved program with permits issued in accordance with the Environmental Conservation Law("ECL"). Only those small MS4 operators who develop and implement a stormwater management program (SWMP) and obtain permit coverage in accordance with Part II of this SPDES general permit are authorized to discharge stormwater from their small MS4 under this SPDES general permit. A covered entity authorized under GP-0-10-002 as of the effective date of GP-0-15-003, shall be permitted to discharge in accordance with the renewed permit,GP-0-15-003, upon the submission of their Annual Report, unless otherwise notified by the Department. An operator not authorized under GP-0-15-003 may' obtain coverage under this SPDES general permit by submitting a Notice of Intent(NOI) to the address provided on the NOI form. For newly regulated MS4s, authorization under this SPDES general permit is effective upon written notification from the Department of the receipt of a complete NOI. Copies of this SPDES general permit and the NOI for New York are available by calling (518) 402-8109 or at any Department of Environmental Conservation (Department) regional office (Appendix A).They are also available on the Department's website: http://www.dec.ny.gov/permits/6045.htmi Submitting an NOI is an affirmation that an initial SWMP has been developed and will be implemented in accordance with the terms of this SPDES general permit. * Note: all italicized words within this SPDES general permit are defined in Part X.Acronyms and Definitions. ' The term"may is used to recognize that there are circumstances under which the operator is ineligible for coverage under this g SPDES general permit because of exclusionary provisions of this permit.Operators that are excluded from coverage under this SPDES general permit as provided for in Part I,for example,are not authonzed to discharge under this permit This clarification also applies to situations in which an NO[has been submitted;submission of an NOI by an entity excluded from SPDES general permit coverage does not authorize the small MS4 to discharge stormwater runoff under the authority of this SPDES general permit SPDES General Permit for Stormwater Discharge from MS4s,GP-0-15-003 3 f I . l , APPENDIX G INSPECTION REPORTS IIIA'EYARD VISI{,LLC-SIIIPPP i ATTACHMENT 1 Construction Stormwater Compliance Ins ection Report Project Name and Location Date Pace 1 of? Pcrmtt d(lf any). NYR Mumctpaht}: Count) Entry lime Exit Time On-sac Representative(s)and contact in1'onnation Weather Conditions Name and Address of SPD@S Pennntee/Tnle/Phone/Fax Numbers Contacted, Yes r, No INSPECTION CHECKLIST SPUES Authority i Yes \o N/,a Lam.rule or permit citation 1 ❑ ❑ ❑ Is a copy of the NDI posted at the tonurucpon site for public etevang" 2 ❑ ❑ ❑ Is an up-to-date copy of the started S\\'PPP retained at the colntruuion site' 3 ❑ ❑ ❑ Is a copy ofthe SPDFS General Permit retamed at the construcuon%ne" i w S\\PPP Content )o No NIA Lam.u tile or permit citation a ❑ ❑ ❑ Doc%the S\\'PPP describe and rdenttfv the erosion&udnment conliol measures to be emp!o\ed' 5 ❑ ❑ ❑ Does the S1\'PPP pro\rde a maintenance schedule lin the erosion&-sedmnenl control measute\' b ❑ ❑ ❑ Docs the SW ITP deset ubc and identiry the poM-construction SW control mcaiure\to he employ ed" 7 ❑ ❑ ❑ Doc%the SN'11111'identlf)the conttaclor(s)and strbtorllratlor(s)responsible lot each mcdSurc" 5 ❑ ❑ ❑ Do"the S\\PPP Include all the neeessan 'WN I RAC I OR L Ll:111 It A rioN statements- 9 ❑ ❑ ❑ Is the SW PPP stgned,cenrued M•the permittee' Recordl,ceping 1 es No NJA Law.u tile or permit tRation 10 ❑ ❑ ❑ Are rmpections perl'ormed as required by the permit(el cry 7 da\s and aRer ram event)' 11 O ❑ ❑ Are the site inspection,performed by a qualified pro.e.wonal' 12 O ❑ O •\re all required reports properly srgned/certrlied" I; ❑ ❑ ❑ Ih,es the S\1 PPP include copies orthe mrnnihl)!quanerh nntlen sununm res til ewnhhanu vaurt' \i\ual Observations Yes \o \/% Lint.rude Or per 11111 r iLuuon , IA ❑ ❑ ❑ Are all erosion and sediment control measures mtilallediconstructed' 15 ❑ ❑ ❑ Are all erosion and sediment control measures maintained properly 1 I b ❑ ❑ ❑ Have all disturbances or i acres.or more been approved prior to the disturbance^ 17 ❑ ❑ ❑ Are stabilization measuree initiated in inactive areas" IS ❑ ❑ ❑ Are permanent storm\vater control measures implemented' 19 ❑ ❑ ❑ Was there a dacharce into the receiving pater on the da)of inspection" 20 ❑ ❑ ❑ Are receiving waters free of there evidence of turbtdrt\.sedimentation.or oil"(1f no.complete Pape 2) 0%crall Inspection Rating: D Sausfactor\ ZI Marginal ZI Unsatisfactory Name/Agency of Signature of Lead Inspector: Lead Inspector: Name\/Agencies of Other Inspectors: ' t 12 Rei. 10-IG-OG Paec 2 of 2 ' Rater Qualih•Observations i Describe the discharge(s)]source(s).impact on receiving water(s).etc] Describe the quabtq of the receiving N%ater(s)both upstream and dowistrea m of the dtschuge Describe am,other N%,ner qualrt, standards or permit vtolawins _ 1 Addttimuil Comments I � ❑ Photographs attached 13 i APPENDIX H CONTRACTOR CERTIFICATION STATEMENT & CREDENTIALS VINE)ARD VIEW LLC-S{VPPP i al � i APPENDIX I NOTICE OF TERMINATION r VINEYARD VIEW, LLC-SfPPPP I 1300 Waft Whitman Road,Melville, New York 11747 Phone 631 300 1010 owner/developer. CONIFER REALY LLC 83 E.Main Street,Suite 600, Rochester, New York 14604 ff la 1110% APR A HI L N ar Site/Civil Consultant PUIV I I Im N U 1 0 Ir"M10% MAIN r 0 L K MdMAN ASSOCIATEEk P.C. LONG ISLAND, NY 437 SOUTH COUNTRY RD., FOR BROOKHAVEN, NEW YORK 11719 Tel: 631.286.8668 NIL VINE NI/AR- VILW VINEYARD VIEW NORTH ROAD TOWN OF SOUTHOLD, N.Y. 11939 TOWN OF SOUTHOLD SUFFOLK COUl"'NITY NEWYORK conifer-­ 19AL fLTATf DLYELO•YENT,GONiTEDGTIOR L NANAOf Yf NT seal ezi APPLICANT INFORMATION : U } . •' "!•/.R��:'/" �/ �y issued date description ' • % '�';�o,r° ,, 25��� COMPANY NAME:...... VINEYARD VIEW, LLC 12/19/2018 GENERAL REVISIONS ,- inlet ' 'on 48� lar ADDRESS:.................. 1000 UNIVERSITY AVENUE - SUITE 500 _01/18/2019 REVISED PER 1/10/19 SCDHS COMMMS 37 al L j INLET �M f CITY:........... ..... ROCHESTER POND i c :. O ........... 11 0 'C0UNTI; Qo• ♦ • ; Grp 1, } PARK �� /� STATE: NEW YORK o Parker Rock 14 ' .Q° ``• """""""""""" SHEET DESCRIPTION 0 4 } �10�• 1 � ,,,=silver 0 1 ' ��.�.� Lake COV. COVER SHEET • r ,-' ;-' St ZIP CODE:........... . 14607 o 1 4 Moores Dt'a2n ....... FM1 SANITARY NOTES LONG ISLAND SOUND FM2 OVERA.L_SANITARY SITE PLAN description .- � •�' � NORM } I issued date ti �' • '• • • ' �a' ante W 1 r--' �� a e FM3 SANITARY SITE PLAN .E 22 .\�� Campgr r atment '�eenpo�t �I N f• 3 •~ �V ��; acility �� High Sc}� ;° �4 PO FM3B THRUST BLOCK LOCATION PLAN .� t� ► -' I 0 2e • •� Jl '� -- l •I ♦��9 FM4 SANITARY FORCE MAIN PROFILES --� � �s � 14 SITE INFORMATION. .\ Green t p V� FM5 SANITARY DETAILS 1 v Blue• ��_ s229 FM6 SANITARY DETAILS 2 U °' ••' �" •� 1 lBM't ss 24 ,1 ll 'I TOWNSHIP........... SOUTHOLD FM7 SANITARY DETAILS 3 ILA FM8 SANITARY DETAILS 4 HAMLET................ GREENPORT WEST ? N't• �+- 3 •:. / � �� --�'�` C] � D� FM9 TEST PIT LOGS&SOIL BORING D • 0 9 •, , � - FIRE DISTRICT..... GREENPORT ".� ,�•' 'fA � .:• g2Z . Y- • Yz�,+ .. ���i•i� H `iso IL S.C.T.M. NO........... 1000-040.00-03.00-001 .0004 e`� rn ,� o •�� t{ Pz�e� title LL_ n �. „- n �'; ' •I / AREA OF SITE...... 748,703 S.F. (17.19 ACS FORCE MAIN PROJECT CURRENT USE..... VACANT SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES COVER LOCATION OFFICE OF WASTEWATER MANAGEMENT KEY MAP PROPOSED USE... RESIDENTIAL HOUSING DEVELOPMENT d h These documents have been reviewedanare SCALE: 1"=1500'± SHEETo found to be in compliance with Suffolk County Sanitary Code requirements based upon 3 Information submitted by the applicant. a� CFS Approved as Noted CL I 1 ❑ Approved a5 S fitted ��j�� © !0(0 o da l 'U f drawn by: APPROVAL DATE REVIEVV FNGINEER checked by: CFD CL0 ),SD�e Ab P�CPrbOO& I C0JeV(Q(4b scale: AS NOTED 0. Ma p c e ('lt V t re& �-k 6 n 'f O p t-1�t7��t- project number, 17106.000 o 0 SewesS (S�:,\d,�5 Qs a�ri a.ls c� I � CrbfiS �..� _ a�� n o s�.bd.�v(,5� OV1 sheet number THE EDUCATION LAW OF THE STATE OF NEW YORK O O PROHIBITS ANY PERSON FROM ALTERING ANYTHING N O IN THE DRAWINGS AND/OR THE ACCOMPANYING tD N O SUCH ALTERATIONS ARE MADE,LESS ITS UNDER PROFESSIONAL ON OF A LICENSED PROFESSIONAL ENGINEER, WHERE THE ENGINUL EXTENT SIGN,UST OTHEE ALTERATION ON THE EIRE -=Q0,_ DRAWING AND/OR IN THE SPECIFICATION x .� (NYS ED. LAW SECTION 7209-2) a NOTES: ABBREVIATIONS LEGEND ALIGNMENT TOPOGRAPHY (UTILITIES) TOPOGRAPHY (MISC.) FEATURE SYMBOL 1. NO CONSTRUCTION SHALL COMMENCE UNTIL THE FOLLOWING CONDITIONS ARE MET: 13. STRUCTURAL DESIGN REQUIREMENTS - ALL STRUCTURAL REQUIREMENTS SHOULD BE INCORPORATED A = DELTA ASTM = AMERICAN SOCIETY OF GLL = GRADING LIMIT UNE ON THE CONSTRUCTION PLANS. THESE DETAILS INCLUDE: REINFORCING BAR SIZES AND BL = BASELINE TESTING MATERIALS GR. = GRAVEL PROPOSED EXISTING A) THE OWNER, ENGINEER AND CONTRACTOR ATTEND A PRE-CONSTRUCTION MEETING LENGTHS, REINFORCING BAR DEVELOPMENT/SPLICE LENGTHS, CONCRETE WALL THICKNESS (MINIMUM C = CENTERLINE CAN. = CABLE TELEVISION HSE = HOUSE WITH SEWER DISTRICT REPRESENTATIVES. ) CC = CENTER OF CURVATURE E = ELECTRIC IN = INCH 15" AND CORNER DETAILS. ANY DESIGN DETAIL REQUIREMENTS, SUCH AS ABOVE, NOT D = DEGREE OF CURVE G. = GAS LF = LINEAR FEET PAVED ROAD, SH-DR., INCORPORATED IN THE DESIGN DRAWINGS WILL HAVE TO BE PROVIDED PRIOR TO CONSTRUCTION. IF DIA. = DIAMETER DWY. OR PARK LOT - DESIGN DETAILS ARE PROVIDED BY A CONTRACTOR, THEY MUST BE REVIEWED AND STAMPED BY THE G.P. = GUY POLE MAX. = MAXIMUM B) A, PERMIT TO CONSTRUCT AND DISCHARGE FOR THE WASTE DISPOSAL SYSTEM (NEW E = EAST, FASTING G.V. = GAS VALVE (MAIN UNE) MIN. MINIMUM UNPAVED ROAD, SH'DR. ------- ;y,� -�;. _�•�� '.Ff !_�` " ? �'; PROFESSIONAL DESIGN ENGINEER. ELEV.= ELEVATION MON. = MONUMENT DWY. OR PARK LOT N.A. YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION) AND AND APPROVAL H.C.L= HORIZONTAL CONTROL UNE �D' _ �D� NM = NON MOUNTABLE _ _---- TO CONSTRUCT HAS BEEN ISSUED BY THE SUFFOLK COUNTY DEPARTMENT OF L = LENGTH OF CIRCULAR CURVE L.P. = LIGHT POLE NO. = NUMBER CONCRETE SIDEWALK ''`"•'' - cvr�c sw 14. THE INTERIOR WALLS OF ALL WWTP PROCESS TANKS, THE INTERIOR WALLS OF ALL PUMPING MAG. = MAGNETIC PUBLIC WORKS (SCPDW) HAS BEEN RECEIVED. LT = LEFT N.T.S. = NOT TO SCALE ' STATIONS, THE EXTERIOR WALLS OF ALL PRECAST CONCRETE STRUCTURES INSTALLED BELOW N = NORTHING NORTH UP J = UTILITY POLE NUMBER GROUND WATER, AND ALL PIPING INSTALLED IN TANKS AND PUMPING STATIONS ARE TO BE COATED ST. = STORM SEWER NYSMUTCD - NEW YORK STATE C THE OWNER OR HIS/HER REPRESENTATIVE HAS NOTIFIED THE ENGINEER IN WRITING NE = NORTHEAST - MANUAL ON UNIFORM CURB / WITH A TWO PART EPDXY PAINT. NW = NORTHWEST N = TELEPHONE VALVE BOX TRAFFIC CONTROL DEVICES OF" HIS/HER INTENT TO COMMENCE CONSTRUCTION AND HE/SHE SHALL SUBMIT AN P.C. = POINT OF CURVATURE T = TELEPHONE N&R = NAIL AND RED1300 Walt Whitman Road,Melville, New York ACCURATE SCHEDULE OF ANTICIPATED WORK PROGRESS AT LEAST 14 DAYS 15. MULTI STORY APARTMENT AND OFFICE BUILDINGS BEING CONNECTED TO SANITARY P.I. = POINT OF INTERSECTION W. = WATER O.C. = ON CENTER FENCE x x- 11747 CALENDAR DAYS PRIOR TO THE ACTUAL COMMENCEMENT DATE. IF FOR ANY REASONPK = PARKER KALON W.M. = WATER METER SEWER WASTE FACILITIES MUST BE PROVIDED WITH INTERIOR PLUMBING SO DESIGNED AS TO P.O.B.= POINT OF BEGINNING W.S.B. = WATER SERVICE BOX O.G. = ORIGINAL GROUND Phone 631 300 1010 CONSTRUCTION IS TEMPORARILY SUSPENDED, A WRITTEN NOTICE OF THE SAME SEPARATE THE UPPER FLOOR DISCHARGES FROM THE FIRST FLOOR UNIT SEWER OUTLETS. UNLESS PAV'T. = PAVEMENT DRAINAGE SHALL BE TRANSMITTED TO THE ENGINEER. WRITTEN NOTICE OF RECOMMENCEMENT P.O.E.= POINT OF ENDING W.V. = WATER VALVE (MAIN UNE) p = PARCEL CATCH BASIN, ETC. ' 9 OTHERWISE APPROVED BY THE ENGINEER, NO MORE THAN FOUR (4) UNITS PER CONNECTION WILL P.O.L= POINT ON UNE er.PE = PROFESSIONAL ENGINEER owner/developer OF CONSTRUCTION TOGETHER WITH A REVISED PROGRESS SCHEDULE SHALL BE BE ALLOWED. P.T. = POINT OF TANGENT p TRANSMITTED TO THE ENGINEER AT LEAST THREE (3) WORK DAYS PRIOR TO THE R = RADIUS PRF = POST & RAIL FENCE CONIFER REALY LLC ACTUAL COMMENCEMENT DATE. RT = RIGHT TOPOGRAPHY (MISC.) F'MYF = POST do WIRE FENCE DIFFUSION WELL N.A. 83 E.Main Street,Suite 600, 16. UNLESS OTHERWISE APPROVED BY THE ENGINEER, ALL CONDOMINIUM UNITS CONNECTING SEWER S = SOUTH P = PROPERTY UNE Rochester, New York 14604 DISTRICT SANITARY FACILITIES WILL REQUIRE A SEPARATE SEWER OUTLET FOR EACH UNIT. SE = SOUTHEAST = POUND RCA = RECYCLED CONCRETE SPOT ELEVATION 03.2 103.2 2. ALL WORKMANSHIP AND MATERIAL FOR SEWER CONSTRUCTION INCLUDED INTHE PROJECT STA = STATION AGGREGATE 41 + SHALL CONFORM TO THE LATEST REQUIREMENT OF THE ENGINEER'S SPECIFICATIONS FOR SW = SOUTHWEST ao.B.E.= AS ORDERED BY ENGINEER RR. = RAILROAD ASPH. = ASPHALT BENCH MARK N.A. N.A. Site/Civil Consultant T TANGENT LENGTH R.O.W. RIGHT OF WAY SEWER CONSTRUCTION INCLUSIVE OF ALL REVISIONS AND ADDENDA THERETO. UNLESS AVE. = AVENUE T.G.L.= THEORETICAL GRADE UNE R.W. = RETAINING WALL OTHERWISE_ APPROVED BY THE ENGINEER, ALL MATERIALS SHALL BE AMERICAN MADE. IN W = WEST BDY. = BOUNDARY SF = STOCKADE FENCE ALL CASES WHERE CONFLICT EXISTS BETWEEN CONTRACT DOCUMENTS AND THE LATEST BIT ASPH = BITUMINOUS ASPHALT SHLDR. = SHOULDER BASELINE POINT N.A. G� SANITARY SEWER - DETECTABLE MARKING TAPE NOTES: V.C. = VERTICAL CURVE (ROUNDING) BLDG. = BUILDING REVISIONS OF THE SPECIFICATIONS FOR SEWER CONSTRUCTION, THE INTERPRETATION AND SQ.F. = SQUARE FEET = BENCH MARKRULINGS OF THE ENGINEER SHALL BE BINDING. S.M. ST. = STREET A. SCOPE: BR. = BRIDGE STK = STAKE POINT ON UNE (POL) N.A o BOW = BACK OF WALK = 3. PRIOR TO THE INCORPORATION OF ANY MATERIALS OR EQUIPMENT INTO THE WORK, FIVE (5) THE CONTRACTOR SHALL FURNISH AND INSTALL AN UNDERGROUND DETECTABLE MARKING TOPOGRAPHY (DRAINAGE) C = CENTER �' STORY COPIES OF SHOP DRAWINGS, CATALOG CUTS CHARACTERISTIC CURVES, TEST RESULTS, TAPE ALONG ALL SEWER LINES, FORCE MAIN AND HOUSE CONNECTIONS. C.A. - CONTROLLED ACCESS S.W. = SIDEWALK NORTH ARROW (TRUE) B.O. = BOTTOM OF OPENING C.C. - CENTER TO CENTER T.L. = TREE UNE PERFORMANCE DATA, ETC. AS MAY BE REQUIRED BY THE ENGINEER SHALL BE SUBMITTED EYP. = TYPICAL BTM = BOTTOM CLF = CHAIN LINK FENCE TO THE ENGINEER DEPARTMENT OF SANITATION. NO MATERIAL OR EQUIPMENT SHALL BE B. MATERIAL: BC = BOTTOM OF CURB CLR = CLEAR U.S. = UNITED STATES BUILDINGS I INCORPORATED INTO THE WORK UNTIL ALL REQUIRED SUBMITTALS HAVE BEEN REVIEWED THE MATERIAL SHALL BE SOLID PLASTIC TAPE WITH A MINIMUM THICKNESS OF 4.5 MIL. THE CB = CATCH BASIN CONC. - CONCRETE X-CUT - CROSS CUT LK MCLEAN 0880C-10 E8r P.C. AND APPROVED, IN WRITING BY THE ENGINEER. TAPE SHALL BE RESISTANT TO ALKALIS, ACIDS AND OTHER DESTRUCTIVE ELEMENTS. THE Cl = CURB INLET TAPE SHALL BE GREEN IN COLOR, 3" MIN. WIDTH, MARKED WITH THE WORDS, "CAUTION - C.O. = CONCRETE PIPE CONT. - CONTINUED ON PROPERTY UNE N.A. LONG ISLAND, NY 4. SANITARY GRAVITY LINES SHALL BE LAID A MINIMUM DISTANCE OF 10' HORIZONTALLY AND SANITARY SEWER". THE WARNING SHALL BE REPEATED EVERY 16"-36". CPP = CORRUGATED POLYETHYLENE PIPE DIST = DISTANCE ROW UNE 437 SOUTH COUNTRY RD., DIA. - DIAMETER DWY - DRIVEWAY HIGHWAY BOUNDARY N.A. BROOKHAVEN, NEW YORK 11719 1.5' VERTICALLY BELOW ANY EXISTING OR PROPOSED WATER MAIN. D.I. = DROP INLET EA. = EACH Tei: 631.286.8658 C. INSTALLATION: ELEV.= ELEVATION 5. THE CONTRACTOR SHALL FURNISH AND INSTALL AN UNDERGROUND MARKING TAPE ALONG AFTER PARTIALLY BACKFILLING AND LEVELING THE TRENCHES TO A HEIGHT OF 18"-24" INV, = INVERT E.S. = EDGE OF SHOULDER CONTOUR - ,,._.-._._._ ALL SEWER LINES, FORCE MAINS AND HOUSE CONNECTIONS IN ACCORDANCE WITH ENGINEER ABOVE THE CROWN OF THE PIPE, THE ROLL TAPE IS MOUNTED TO A WHEEL AND SPREAD LB = LEACHING BASIN EXP - EDGE OF PAVEMENT LP = LEACHING POOL EXIST. = FENCE PHASE LINES •� ■� .� N.A. SPECIFICATIONS FOR THE SAME. ABOVE THE PREPARED SURFACE AS STRAIGHT AS POSSIBLE. THE TAPE IS HELD IN POSITION MH = MANHOLE F.P. = FENCE POST BY ADDING BACKFILL MATERIAL WITH HAND SHOVELS BEFORE USING MECHANICAL EQUIPMENT FND. - FOUNDATION O.C. = OUTER DIAMETER F.L. - FENCE UNE STATE REGULATED 6. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION AND ELEVATION OF EXISTING TO FINISH BACKFILLING. WHEN A ROLL IS FINISHED, A SECOND ROLL MAY BE ATTACHED TO R.C.P: REINFORCED CONCRETE PIPE -'- - - - �- FT = �� FRESHWATER WETLANDS UTILITIES (INCLUDING EXISTING SEWERS) BY FIELD INVESTIGATION. THE CONTRACTOR IS AN OLD ROLL WITH THE USE OF MANUFACTURER SUPPLIED CLIPS TO ALLOW ELECTRICAL RIM = STRUCTURE RIM ELEVATION GAR. = GARAGE VINEYARD VIEW RESPONSIBLE TO DETERMINE THE ADEQUACY OF ALL EXISTING TO ACCEPT CONNECTION OF CONTINUITY. TC = TOP OF CURB CHAINLINK FENCING -x x - THE PROPOSED WORK. THE ENGINEER SHALL BE NOTIFIED OF ANY CONFLICTS BETWEEN THE IF THE SEWER LINE OR HOUSE CONNECTION DOES NOT END INTO A MANHOLE, THE TAPE WETLAND NORTH ROAD EXISTING UTILITIES AND THE PROPOSED WORK, AS WELL AS, ANY INADEQUACIES OF THE N.A. Wcz EXISTING SEWER LINES TO PROPERLY ACCEPT THE PROPOSED CONNECTIONS AND FLOWS. MUST BE EXTENDED THREE(3) FEET BEYOND THE PLUGGED END OF THE LINE. CHECKZONE TOWN OF SOUTHOLD, N.Y. 11939 �Y�`r''►� <'""'"�yy00D 7. IT IS THE RESPONSIBILITY OF THE OWNER/CONTRACTOR TO RESTORE ALL AREAS DISTURBED TREE UNE BY THIS WORK, TO THE CONDITION AS BEFORE THE WORK COMMENCED. SHRUBS0 N.A. 8. DURING CONSTRUCTION, A REPRESENTATIVE OF THE ENGINEER MUST BE PRESENT TO OBSERVE AND EXAMINE THE WORKMANSHIP AND MATERIALS BEING INCORPORATED INTO THE SANITARY NOTES: TREES, DECIDUOUS PROJECT. THE DEPARTMENT SHALL BE THE SOLE JUDGE AS TO WETHER THE CONSTRUCTION W PROVIDED IS IN COMPLIANCE WITH THE DEPARTMENTAL REQUIREMENTS. AT ANY TIME DURING TREES CONIFEROUS 1. LKMA SHALL NOT BE RESPONSIBLE FOR THE CONSTRUCTION MEANS, � ij� �r� •„ ,� * ,p THE COURSE OF THE CONSTRUCTION THAT THE WORK IS DEEMED UNACCEPTABLE, A STOP METHODS AND TECHNIQUES, OR PROCEDURES UTILIZED BY THE CONTRACTOR, NOR FOR THE WORK ORDER WILL BE ISSUED AND ANY WORK AFTER THE ISSUANCE OF SUCH ORDER SAFETY OF THE PUBLIC OR THE CONTRACTORS EMPLOYEES, OR FOR THE FAILURE OF THE SIGNS, •r Q N SHALL NOT BE APPROVED BY THE ENGINEER. UNAPPROVED WORK AND/OR MATERIALUTILITY CONTACTS: GROUND MTD CONTRACTOR TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. SHALL BE REMOVED AND REPLACED TO THE SATISFACTION OF THE ENGINEER BEFORE SANITARY FORCE MAIN -� N.A. APPROVAL TO RECOMMENCE WILL BE GRANTED. 2. ALL EXISTING STRUCTURES WHICH ARE TO BE REMOVED SHALL BE BACKFILLED WITH SELECT SANITARY: VILLAGE OF EENPORT OFFICES 236 3RD STREET GRANULAR FILL WHICH HAS BEEN COMPACTED TO A 95% MAXIMUM DENSITY AT THE GREENPORT, NEW YORK 11944 SANFTARY LATERAL IXEM A N.A. OPTIMUM MOISTURE CONTENT AS DETERMINED BY THE MODIFIED PROCTOR TEST. 9. THE OWNER AND HIS CONTRACTOR(S) SHALL BE RESPONSIBLE FOR MAINTAINING THE SUFFOLK COUNTY DEPARTMENT OF HEALTH SANITARY N.A. coniferr CONSTRUCTION SITE IN A NON-HAZARDOUS CONDITION ALL IN ACCORDANCE WITH THE 3. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION AND ELEVATION OF ALL EXISTING 360 YAPHANK AVENUE, SUITE 2C HOUSE CONNECTION REQUIREMENTS OF THE NEW YORK STATE DEPARTMENT OF LABOR, OSHA AND ALL OTHER AGENCIES UTILITIES BY PERFORMING A FIELD INSPECTION. THE ENGINEER SHALL BE NOTIFIED OF ANY YAPHANK, NEIN YORK 11980 SANITARY MANHOLE ;i; N.A. HAVING JURISDICTION. UNLESS OTHERWISE APPROVED IN WRITING BY THE ENGINEER, THE CONFLICTS BETWEEN EXISTING UTILITIES AND THE PROPOSED WORK, PRIOR TO THE START WATER: SUFFOLK COUNTY WATER AUTHORITYYEAS ESTATE OEYELOPMENi.CONSTRUCTION!MANAGEMENT CONTRACTOR SHALL ERECT AND MAINTAIN ADEQUATE FENCING AROUND ALL OPEN EXCAVATIONS. OF CONSTRUCTION. 260 MOTOR PARKWAY UNDERGROUND E _ _ E HAUPPAUGUE, NEW YORK 11787 ELECRTIC 10. FINAL APPROVAL SHALL NOT BE GRANTED UNTIL ALL THE FOLLOWING REQUIREMENTS ARE FULFILLED 4. ALL OTHER WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE TOWN OF SOUTHOLD, UNDERGROUND T T TO THE SATISFACTION OF THE ENGINEER. SUFFOLK COUNTY OR A SPECIFIED HEREIN, LATEST EDITIONS. GAS: NATIONAL GRID TELEPHONE 1393 VETERANS MEMORIAL HIGHWAY seal A. THE SYSTEM SHALL BE SUBJECTED TO TESTING TO ESTABLISH THE ADEQUACY OF INDIVIDUAL 5. NEW YORK 11788 GAS MAIN/SERVICE 5. INSTALLATION OF THE ELECTRIC SERVICE IS THE RESPONSIBILITY OF THE CONTRACTOR BY WHICH ALL WORK SHALL CONFORM AS A MINIMUM TO THE REQUIREMENTS OF PSEG U. COMPONENTS AND OF THE OVERALL SYSTEM'S ABILITY TO MEET THE REQUIREMENTS OF THE � ELECTRIC: LONG ISLAND POWER AUTHORITY SCWA WATER MAIN � -----;•.� C,?n APPROVED CONTRACT DOCUMENTS. ALL ACCEPTANCE TESTING SHALL BE PERFORMED AT NO COST TO 1650 ISLIP AVENUE EXTENSION V- THE DEPARTMENT AND NO ACCEPTANCE TESTING SHALL BE PERFORMED UNLESS WITNESSED BY A 6. INSTALLATION OF THE TELEPHONE SERVICE IS THE RESPONSIBILITY OF THE CONTRACTOR, BY BRENTWOOD, NEW YORK 11717 C DULY AUTHORIZED REPRESENTATIVE OF THE ENGINEER. THE DEPARTMENT SHALL BE THE SOLE JUDGE WHICH ALL WORK SHALL CONFORM, AS A MINIMUM TO THE REQUIREMENTS OF VERIZON. DRAINAGE PIPE AS TO THE ADEQUACY OF THE ITEMS TESTED AND DEFECTS SHALL BE CORRECTED TO THE PSEG L.I. SATISFACTION OF THE ENGINEER. 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS NECESSARY FOR 460 E MAIN STREET DRAINAGE STRUCTURE r �, c;! � THE INSTALLATION OF ALL UTILITIES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PATCHOGUE, NEW YORK 11772 B. REPRODUCIBLE "AS-BUILT' RECORD DRAWINGS OF THE COMPLETED SEWAGE COLLECTION SYSTEM MEETING ALL FOR PRE-CONSTRUCTION OF ANY SANITARY SYSTEM FROM ALL GOVERNING UTILITY LIL #47 AGENCIES. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF ALL THE UTILITIES OR POLL N.A. NYT#47 p SHALL BE SUBMITTED TO THE ENGINEER. "AS-GUILTS" MUST BE SIGNED AND SEALED BY A DULY TELEPHONE: VERIZON Z LICENSED NEIN YORK STATE LAND SURVEYOR AND MUST SUPPLY A SUITABLE PERMANENT MUNICIPAL AGENCIES HAVING JURISDICTION. THE CONTRACTOR SHALL COORDINATE THE RECORD OF THE EXACT LOCATION AND ELEVATION OF SEWER LINES, STRUCTURES, STUBS, HOUSE REQUIRED UTILITY AND MUNICIPAL INSPECTIONS. 501 N. OCEAN AVENUE TRAFFIC SIGNAL HEAD N.A. <-_- � r +=y r• t�\ C CONNECTIONS., WYES AND APPURTENANCES. "AS-BUILTS" SHALL BE PREPARED IN ACCORDANCE WITH PATCHOGUE, NEW YORK 11772 N ENGINEER STANDARDS FOR "AS-BUILTS" DRAWINGS FOR SEWER CONSTRUCTION AND MUST BE INK ON 8. DEBRIS SHALL NOT BE BURIED ON THE SUBJECT SITE. ALL UNSUITABLE MATERIAL AND SIGNAL POLE N.A. issued date description M MYLAR OR EQUAL DRAFTING MEDIA, MICROFICHE AND/OR DIGITAL, AS REQUIRED BY THE ENGINEER. DEBRIS SHALL BE DISPOSED OF IN ACCORDANCE WITH ALL LOCAL TOWN, COUNTY, STATE ROADS: SUFFOLK COUNTY DEPARTMENT OF PUBLIC WORKS SIGNAL CONTROLLER N.A. 12/19/2018 GENERAL REVISIONS Lk- AND FEDERAL LAW AND APPLICABLE CODES. 335 YAPHANK AVENUE LL-II C. REPRODUCIBLE "AS-BUILT" RECORD DRAWINGS OF THE COMPLETED SEWAGE WORKS SHALL BE g ELEVATIONS REFER TO NAVD88 DATUM. YAPHANK, NEW YORK 11980 TRAFFIC PULLBOX N.A. 01/18/2019 REVISED PER 1/10/19 SCDHS U SUBMITTED TO THE ENGINEER. "AS-BUILTS" MUST INCLUDE, BUT NOT BE LIMITED TO SITE PLAN, COMM ER7_ OPERATION AND MAINTENANCE MANUALS SCHEMATICS AND ELEMENTARY DRAWINGS OF ELECTRICAL, LJ MECHANICAL AND PROCESS SYSTEMS. DRAWINGS MUST BE SIGNED AND SEALED BY NEW YORK STATE 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ANY AND ALL PERMITS PUSHBUTTON N.A. I U_ LICENSED PROFESSIONAL ENGINEER, AND MUST BE INK ON MYLAR OR EQUAL DRAFTING MEDIA, NECESSARY TO REMOVE ANY EXCAVATED OR DEMOLISHED MATERIAL. PUSHBUTTON POST N.A. I-O AND/OR DIGR•AL., AS REQUIRED BY THE ENGINEER. p 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ANY AND ALL PERMITS TO ALLOW FIRE HYDRANT d p D. A "CERTIFICATE OF COMPLIANCE" FOR ALL MATERIAL., WORK AND EQUIPMENT INCORPORATED FOR CLEARING AND GRUBBING OF THE SITE. (p INTO THE PROJECT MUST BE SUBMITTED TO THE ENGINEER BY THE PROJECT ENGINEER. THE GAS VENT N.A. G�NT O CERTIFICATE MUST BE ATTESTED TO AND SIGNED BY A DULY COMMISSIONED NOTARY PUBLIC. 12. THE CONTRACTOR SHOULD PROVIDE DEWATERING IN ALL INSTANCES OF HIGH GROUND WATER. THE CONTRACTOR WILL PROVIDE DEWATERING SUFFICIENT TO LOWER THE TABLE UTILITY POLE/LIGHT N.A. BELOW THE TRENCHES IN ORDER TO INSTALL STRUCTURES AND PIPING. THE CONTRACTOR issued date description 11. ALL MATERIALS AND METHODS OF CONSTRUCTION MUST COMPLY WITH THE TECHNICAL p n / SHALL INCLUDE THE COST OF DEWATERING IN THEIR PRICE BID. SIGNAL POLE W/ N.A. rn SPECIFICATIONS FOR THE CONSTRUCTION OF BUILDING SEWER CONNECTIONS. CONTROLLER . 13. FOR GRAVITY SEWER LINES PLACED IN GROUND WATER, THE SEWER PIPING SHALL BE TRAFFIC CONTROL BOX N.A. v 12. TESTING OF FORCE MAIN - METHOD I OR METHOD II MAY BE IMPLEMENTED. CONSTRUCTED OF PRESSURE RATED PIPING (SDR 18) AND TESTED TO ENSURE TIGHTNESS o PRIOR TO OPERATION. THE MAXIMUM LEAK RATE IS 1/4 IN 8 HOURS. UTILITY POLE/GUY WIRE N.A. METHOD I WV 0 14. ALL PUMP STATION CONTROLS SHALL BE LOCATED WITHIN NEMA 4X ENCLOSURE THAT IS WATER VALVE N.A. (A) FORCE MAINS SHALL BE SUBJECTED TO A PRESSURE TEST OF TWO HUNDRED (200) PSI FORA.61 PLACED WITHIN ANOTHER NEMA 3R BOX. o PERIOD OF THIRTY (30) MINUTES, MEASURED AT THE LOWER END OF THE SECTION. PUMPS, PIPE MANHOLE N.A. t�1j M,H. () CONNECTIONS, GAUGES AND ALL NECESSARY APPARATUS WILL BE FURNISHED BY THE CONTRACTOR, GV AND ALL DEFECTIVE PIPE, COUPLINGS AND FITTINGS WILL BE REPLACED BY THE CONTRACTOR AT UTILJTY VALVE N.A. N v HIS EXPENSE. SITE LIGHTING Go. on N.A. (B) THEN THE FORCE MAIN SHALL BE TESTED FOR LEAKAGE AT SEVENTY-FIVE (75) PSI FOR A DIRECTION OF FLOW SANITARY LATERALS N.A. v� PERIOD OF SIX (6) HOURS, MEASURED AT THE LOWER END OF THE SECTION. AT SUCH � PRESSURE THE LEAKAGE SHALL NOT EXCEED FORTY-SIX (46) GALLONS PER INCH D DIAMETER PER MILE PER TWENTY-FOUR (24) HOURS. ALL NECESSARY PUMPS, GAUGES AND N OTHER APPARATUS WILL BE FURNISHED BY THE CONTRACTOR. IN THE EVENT THAT THE title a� FORCE MAIN FAILS TO MEET THE LEAKAGE TEST, THE CONTRACTOR, AT HIS OWN EXPENSE WILL U_ LOCATE AND REPAIR THE DEFECTIVE PIPE OR JOINTS UNTIL THE LEAKAGE IS WITHIN THE 41, ALLOWABLE LIMIT. SANITARY > METHOD II .-. FORCE MAINS SHALL BE SUBJECTED TO A PRESSURE TEST OF TWO HUNDRED (200) PSI FOR A NOTES -0 PERIOD OF TWO (2) HOURS MEASURED AT THE LOWER END OF THE SECTION. AT SUCH PRESSURE THERE SHALL. BE NO LEAKAGE LOSS. ALL NECESSARY PUMPS, GAUGES AND OTHER APPARATUS WILL BE FURNISHED BY THE CONTRACTOR. IN THE EVENT THAT THE FORCE MAIN FAILS TO v MEET THE LEAKAGE TEST, THE CONTRACTOR AT HIS OWN EXPENSE WILL LOCATE AND REPAIR THE DEFECTIVE PIPE ON JOINTS UNTIL THERE IS NO LEAKAGE LOSS. a� v v CL drawn by: checked by: CFD CL scale: AS NOTED E a M rn p project number. 17106.000 N a O a� a� C7 sheet number rn " THE EDUCATION LAW OF THE STATE OF NEW YORK 00 PROHIBITS ANY PERSON FROM ALTERING ANYTHING N O IN THE DRAWINGS AND/OR THE ACCOMPANYING N 0 UNLESS ITS UNDER THE DIRECTION OFEA FlLICENSED PROFESSIONAL ENGINEER. WHERE N SUCH ENGINEER MUST SIGTIONS N SEAL, DATEEPROFESSIONAL FM1 AND DESCRIBE .^- THE FULL EXTENT OF THE ALTERATION ON THE LE_/ DRAWING AND/OR IN THE SPECIFICATION d (NYS ED. LAW SECTION 7209-2) SITE DATA: CONNECT TO ' - •- •avU= � LTM 2"0 DR-11 HDPE inlet •• ••I •� •� *•• a EXISTING SANITARY PROPOSED 2 �po4� Iwn TOWNSHIP: SOUTHOLD 40- r 5 SYSTEM SANITARY FORCE MAIN "nn ee f 37 ,, - O la al� HAMLET: GREENPORT WEST 4`' I • 6 L Q M - INLET l' +' POND i o :• + Gr ill e AREA r-'-- FIRE DISTRICT: GREENPORT PROPOSED SERVICE COUNTY, gyp• • PARK ++ S.C.T.M. NO.: 1000-040.00-03.00-001.000 tZ CONNECTIONS (TYP.) Parker Rock 14 +t•o. , C La _,.. ,.. ` IF N 8 Dra2n sT 2 OF SITE: 748,703 S.F. (17.19 AC) gy F• core SITE ZONING: HD (HAMLET DENSITY) NORTHIr ° � �� � I �� Dao.Lm�:a r r r `�'- �• ' � lo-;% Q W t ' ��- aste pr--� a e INTENDED USE OF PROPERTY: RESIDENTIAL RENTAL UNITS O I r•} 4� 22 M• Campgr ; Tr tment 9/ 2B •± t '� acility / �Greenp5oc'ig ^; i H I• DATUM: NAVD88 & NAD83 - PO' 1300 Walt Whitman Road,Melville, New York GROUNDWATER MANAGEMENT ZONE: N11747 ` ••' Green t Phone 631 300 1010 Bl ue• DEPTH TO GROUNDWATER: 8't owner/developer er. 53 I p -► Q1. , moi, { r-r � � 3 24 � �1 _�,�1 iBM 4 ~y�� T5 DD� LA 0 CONIFER REALY LLC ,- AMU - rr�po�• �. - , t 83 E.Main Street,Suite 600, O 1 j Rochester, New York 14604 3 ' �� 25 SANITARY CALCULATIONS: 3 �• _ (� -` r I" ✓ !"�w°'ti�1 \4--° •• Q Site/C• 9 .. ' Consultant ` ' - �• `��r \ / :• X22 `•4 r- evil w_ _ n� / DESIGN FLOW: O O '" r oe`�o, ' '� - :� "- - j` Asa 36 TWO-BEDROOM UNITS AT = ,� o 225 GPD/UNIT 8,100 GPD �7 ,� / ' - - ' ' /� - n '` i 14 THREE-BEDROOM UNITS AT 300 GPD UNIT = 3 � �� 1� �_'', � j•�.°, ' , �,4 � -�•- -..- ... .L ,• ., -��. : 3 / 4,200 GPD U " ., . \ O� �l - ` KEY MAP PROJECT 2,466 NON-MEDICAL OFFICE SPACE AT 0.06 GPD/SF = 148 GPD 3<. SCALE: 1 =1500'+ LOCATION TOTAL SANITARY FLOW 12 448 GPD L K MCLEAN ASSOCIATES, P.C. �\ , LONG ISL/1ND, NY m 437 SOUTH COUNTRY RD., 3 = � ° DESIGN SANITARY FLOW (ROUNDED) = 12,500 GPD a `zz 4 B l: 631.286.KHAVEN, NEW YORK 11719 � Tel: 631.286.8668 = 8.68 GPM s r POPULATION: 17 z 12,500 GPD _ 75 GPD CAPITA = 167 CAPITA O �� P = 167 CAPITA _ 1,000 = 0.17 VINEYARD VIEW SANITARY NORTH ROAD ----`' \\ PEAK FLOW RATE: / MANHOLE N0. 1 'I WA Two (2) FIXTURE LIGHT POLE WITH 8"0 PVC DR-18 (SMH 1) TOWN OF SOUTHOLD, N.Y. 11939 $ e TWO (2) 150 WATT LAMPS BY SITE 0.ITY LATERAL o E A TOP EL 22.80 PEAK FLOW RATE FACTOR (PF) = 1+[14-- (4+P 0.5)] = 4.18 CONTRaCTOR (TYP.) GPD R32�9 4.18 X 12,500 = 52,250 GPD INV. EL - b 11.82 = 37 GPM ' NOTES: 1. ALL HOUSING UNITS TO BE RENTAL APARTMENTS. 8"0 PVC DR-18 INV. b,N, 72 GRAVITY LATERAL A a N 221 w NATURAL GAS ® 0.5� SLOPE SERVICE TO ----------- -- -- -_ - *� s GENERATOR 4, ti conifef � PROPOSED SANITARYVIAL[4TAt(OLY[LOPM[NT,COWSTROCTItlN k NANA6[M[NT PROPOSED 8"0 DR-18 SEE DETAIL PUMP STATION x x x x x -z__--._, _ x x x x x x x x x x x x z x x PVC SANITARY SEWER ON THIS SHEET -1---+----x----;-----�---- -x-x•---x-e-e --;-s -c-{-t-s-:---c-; -� LATERALS (TYP.) LEGEND: x seal INV. EL OVERALL SITE PLAN WITH METES AND BOUNDS 11.67 EXPLOSION PROOF INTAKE Q; PROPERTY UNE PUMP CONTROLS •. "�; SCALE: 1 =100' VENTILATION FAN 111.0" SP rn MIN. ® 540 CFM MIN., J HP �� �` � fit. `•� �"� nl PROPOSED SANITARY FORCE MAIN UAREA NE x � '°°°0°° `t 10 208V 1,725 RPM 3 2-2-2- PROPOSED SANITARY GRAVITY LINE - l_S Cs ° 0 ° ° • � • n. ... ��- o°o°n ° °°°°°°, WITH WEATHER ENCLOSURE ,., 1!/ Iti Ili N! Md N! 1!! N! OU N! R! M! iL �.,I x °J° PLASTEC 20 AS RED BY �Jq1 O s o rs a EXISTING BUILDING °o o °° ° 4L s INV. EL 4 SCH 80 \fv�y ti,' > PROPOSED BUILDING x 17.00 O 2*0 HDPE DR-11 PVC VENT ` .1 C FORCE MAIN 0 -0.06% SLOPE issued date description TABLE OF PROPOSED SANITARY STRUCTURES • • �, �`� PROPOSED x GENERATOR 12/19/2018 GENERAL REVISIONS PROPOSED SANITARY PUMP j STRUCTURE 14' WIDE STATION WITH INTEGRAL • ELECTRIC AREA 01/18/2019 REVISED PER 1/10/19 SCDHS p NUMBER DESCRIPTION STATION TOP INVERT DOUBLE / VALVE VAULT BOLLARD GATES (m'-) in YARD DISTRIBUTION AREA x COMMENTS V TOP EL 22.76 • • 0 - WET WELL 0+00 LAT A; FM 0+00 23.76 NE 11.67; NW 17.00 + (SEE SHEET SA6 FOR DETAILS) HYDRANT STAINLESS U_ SMH 1 MANHOLE 0+16 LAT A 22.80 SW 11.72; NW 11.82 Q STEEL PORTABLE x I SMH 2 MANHOLE 0+71 LAT A 22.63 SE 12.07; NE 12.17 PUMP HOIST o SMH 3 MANHOLE 1+25 LAT A; 0+00 LAT 3 22.75 NW 14.42; SW 12.42; NE 12.52 c p -c-;-c-c --c-; ---c-:-s-s- -- - c- -s-s--c--c--c-c--c-s=r co SMH 4 MANHOLE 2+26 LAT A 22.76 NE 15.00; SW 13.00; NW 13.10 x x cc- 0 C SMH 5 MANHOLE 4+10 LAT A 22.36 SE 14.09; SW 14.09 ENTIRE PUMP STATION r- SITE TO BE PAVED 6 HIGH CHAIN SMH 6 MANHOLE 4+64 LAT A 23.14 NW 14.45; NE 14.35 LINK FENCE issued date description SMH 7 MANHOLE 6+62 LAT A 27.40 N 15.52; SE 15.42 x SMH 8 MANHOLE 7+16 LAT A 27.55 S 15.77; NE 15.87 .v SMH 9 MANHOLE 9+25 LAT A 23.14 SW 16.90; SE 17.00 PRIMARY ELECTRIC FEED x 1 RPZ DEVICE 0 SMH 10 MANHOLE 9+64 LAT A; 0+00 LAT 10 22.42 NW 17.14; NE 17.24 TO TRANSFORMER E! SMH 3-1 MANHOLE 0+71 LAT 3 24.99 SE 19.99 x x x x x x x x x x x x x x x x x x x x x .� BUILDING DATA TABLE SMH 10-1 MANHOLE 0+59 LAT 10 22.51 SW 17.51 V BUILDING FINISH FLOOR # OF GROSS # OF SMH 3B MANHOLE 1+83 LAT 3; 0+00 LAT 3B 23.15 NE 12.84; SE 12.74; SW 14.75 PROPOSED 111"0 WATER SERVICE _*1ELEVATION STORIES FLOOR AREA UNITS SMH 3B-1 MANHOLE 0+40 LAT 3B 23.22 NW 18.22 TA, 1 23.25 2 6,022 SF 6 2 23.25 2 6,161 SF 6 TABLE OF PROPOSED FORCE MAIN STRUCTURES / �'��� SANITARY PUMPING STATION rn 3 23.25 2 6,161 SF 6 STRUCTURE PROPOSED SITE PLAN 0 4 23.25 2 3,123 SF 3 NUMBER DESCRIPTION STATION TOP INVERT SCALE: 1"=5' 10 5 25.15 2 3,123 SF 3 - WET WELL FM 0+00; 0+00 LAT A 22.76 NE 11.67; NW 17.00 title 0 6 23.25 2 3,657 SF 4 CO 1 FM CLEAN OUT FM 0+54 22.61 SE 16.97; N 16.97 7 23.25 2 3,657 SF4 OVERALL CO 2 FM CLEAN OUT FM 0+61 22.77 S 16.97; NE 16.97 o C.C. 29.00 1 2,649 SF - CO 3 FM CLEAN OUT FM 2+23 22.71 SW 16.86; NW 16.86 CO 4 FM CLEAN OUT FM 3+99 22.31 SE 16.75; SW 16.75 TABLE OF PROPOSED GRAVITY SEWER/STORM DRAIN PIPE CROSSINGS SITE PLAN rn TABLE OF SANITARY HOUSE CONNECTIONS CO 5 FM CLEAN OUT FM 4+45 23.10 NE 16.72; NW 16.72 CROSSING CROSSING LOCATION SANITARY PIPE STORM DRAIN PIPE CLEARANCE BETWEEN CO 6 - (REMOVED) - - NUMBER STATION OFFSET/SIDE INVERT DESC. INVERT DESC. OUTSIDE OF PIPE o CONNECTION INVERT INVERT AT BUILDING UNITS DMH-1 FM CLEAN OUT FM 4+74 22.82 SE 16.70; NW 16.70 2 0+93 LAT A 0' 12.26 8" DR-18 19.23 18" HDPE 6.13' ' No. STATION AT BLDG. SANITARY LATERAL SERVED SERVED 3 1 3+4.7.62, LATA 18.75 13.69 4 CO 7 FM CLEAN OUT FM 6+46 27.39 SE 21.91; N 21.99 5 8+74 LATA 0' 16.62 8" DR-181 19.39 18" HDPE 1.93' 2 3+48.10, LATA 18.75 13.69 4 - AIR RELEASE MH FM 6+78 28.26 S 22.89; N 22.89 CO 8 FM CLEAN OUT FM 6+96 27.54 S 22.35; NE 22.24 a 3 5+01.26, LATA 18.75 14.61 3 TABLE OF PROPOSED SANITARY FORCE MAIN/STORM DRAIN PIPE CROSSINGS CO 9 FM CLEAN OUT FM 7+99 23.75 SW 18.30; NE 18.19 4 5+02.26, LAT A 18.75 14.62 3 CROSSING CROSSING LOCATION SANITARY PIPE STORM DRAIN PIPE CLEARANCE BETWEEN drawn by: CO 10 FM CLEAN OUT FM 8+14 23.32 SW 17.69; NE 17.58 5 7+05.18, LAT A 24.50 15.71 C.C. NUMBER STATION OFFSET/SIDE INVERT DESC. INVERT DESC. OUTSIDE OF PIPE checked b - DRAIN MH FM 8+39 23.15 SW 16.74; NE 16.74 Y: CFD CL 6 7+06.95, LAT A 24.50 15.72 C.C. 6 0+96 FM 0' 16.94 2" HDPE 19.20 18" HDPE 1.92' o CO 11 FM CLEAN OUT FM 8+92 23.22 SW 18.15; N 18.22 E 2 7 8+912.70, LAT A 18.75 16.72 2 7 8+56 FM 0' 17.17 2" HDPE 19.37 18" HDPE 1.86' scale: AS NOTED 8 CO 12 FM CLEAN OUT FM 9+21 24.75 S 19.72; NW 19.88 10- 8+93.70, LATA 18.75 16.72 2 9 0+62.24, LAT 3 20.65 19.43 5 CO 13 FM CLEAN OUT FM 10+01 29.75 SE 24.35; NW 24.52 project number. 17106.000 r n. TABLE OF PROPOSED WATER/DRAINAGE CROSSINGS O C 10 0+62.68, LAT 3 20.65 19.46 5 TABLE OF PROPOSED SANITARY/WATER CROSSINGS CROSSING WATER PIPE DRAINAGE PIPE CLEARANCE BETWEEN 1 11 0+34.53, LAT 3B 18.75 17.92 7 CROSSING LOCATION rn v 12 0+34.71, LAT 3B 18.75 17.94 6 CROSSING CROSSING LOCATION SANITARY PIPE WATER PIPE CLEARANCE BETWEEN NUMBER INVERT DESC. INVERT DESC. OUTSIDE OF PIPE sheet number 0 0 NUMBER STATION OFFSET SIDE INVERT DESC. INVERT DESC. OUTSIDE OF PIPE 9 BETWEEN BLDG'S 4 & 5 (SEE SHEET SA3) 16.78 4" SERV. 18.71 12" HDPE 1.50' N 13 0+.x5.86, LAT 3B 18.75 18.05 7 / 10 W. SIDE OF SAW. PUMP STATION (SEE SHEET SA3) 16.40 4" SERV. 19.60 12" HDPE 2.77' 14 0+36(go .12, LAT 3B 18.75 18.08 6 1 7+04.70 LAT A 20.89' L 21.21 6" SPUR 22.07 12" MAIN 5.52' N O 15 0+4.3.36, LAT 10 18.75 17.45 1 1B 7+06.47 LAT A 20.91' L 21.22 6" SPUR 22.04 12" MAIN 5.48' 11 S. OF BLDG. 5 (SEE SHEET SA3) 19.26 4" SERV. 21.26 18 HDPE 1.50' FM2 N 16 0+4.6.21, LAT 10 18.75 17.46 1 1 C FM 9+38.83 0.00 18.76 2" HDPE 20.43 12" MAIN 1.50' 11 B NE. CF BLDG 3 SEE SHEET SA3 17.39 4" SERV. 19.53 12" HDPE 1.71' ,°% SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES a LATERAL 10 CO 11 LATERAL A STA. FM 8+92 34'-5" 8"0 DR18 ® 0.5% SMH 5 RIM 23.22 DR18 @0.5% STA 0+00 LAT 5 SW INV 18.15 STA. 4+10 LAT A N INV 18.22 SMH 10-1 SMH 10 RIM 22.36 SMH 9 STA 0+59 LAT 10 STA. 0+00 LAT 10 SE INV 14.09 FORCE MAIN STA. 9+25 LAT A RIM 22.51 STA. 9+64 LAT A SW INV 14.09 4 ST 28'-10" 2"0 RIM 23.14 SW INV 17.51 RIM 22.42 NE INV 13.99 SRIM 22.31 SW . 3+99 SW INV 16.90 NW INV 17.14 31 HDPE SE INV 16.75 CO 12 SE INV 17.00 NE INV 17.24 SW INV 16.75 STA. FM 9+21 �, j `,�-� -..., .{ SE INV 17.24 _,,�-` RIM 24.75 ( N 1Q O '�� / _" /' 6, LATERAL A S INV 18.44 o z = , Br SWALE% � ~ ti ` 16 `- �` 4 : / NW INV 18.46 '� WATER RETry n. `- Y / \ .�/ \ 18'0'-2" 8"0 1300 Walt Whitman Rood,Melville, New York I ,' f ► , AREA s -�- - 11747 I w4 - - DR @ 0.5% Phone 631 300 1010 FORCE MAIN 4 ` owner/developer HDPE _ �+� i < < `���,, ? 22 `� f �-- CONIFER REALY LLC . N) , .� /' ` ' � •► ? ,""L i MAIN 83 E.Mai ( FORCE " " n Street,Suite 600, CO 13 �' Ice I ( _. �- _ / • y,. 176'-2" 2"0 Rochester, New York 14604 3 W I a' I ` 1 s zz - HDPE STA. FM 9+56 � q > � I I la I i �.�� ._/ ) �_��� � -_ ! .S`y RIM 27.08 Q I I I I�, _ G�DN Site/Civil Consultant SE INV 18.71 �i q h Z I I I I WA / N BLDG.1 PEC - ., ``� _ cn ORM -' Ire • �� `, ` ♦ .. NW INV 18.71 v M I ¢ W ` J I I RETENTION q FIN.FLR.E -23.25' > ` � ! I AREA GROSS AREA 5415 SF 7 `-' / - SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES FORCE MAIN W Q N �- ILL, I 2-s ?� `` 85'-2" 2"0 q o, 2 `< ; HDPEh tK --_-. ..... t., TIE INTO EXISTING �` �__ -r :.. _ _ sz• _ ;� �a ,t %, . "� - - � / � �� ``,� THRUST BLOCK LEGEND L K Ma.EAr� A y / (SEE DETAILS) SANITARY MANHOLE oo `'� ? - s �. `,..1 • I t \ �' ♦ , STA. FM 10+41 / I - Y; I t t �' t .,� ♦ `� p LONG ISLAND, NY \ ( / "�. TP " ` / / / ° , SMH 4 vp - _ 437 SOUTH COUNTRY RD., (EXISTING) RIIVI 34.07 ( .- .� / %.� _ �� �` ti FLAGGED WETLANDS BROOKHAVEN, NEW YORK 11719 0 SE INV 31 .00 = BA `i `•_% r'N ° 1 / (DROP M.H.) ` � Tel: 631.286.8668 (PROP) U IN •_. I I / '� t STA. 2+26 LAT A (OF OCTOBER 17, 2017) I 1 11 PROW" ti€i°tea ro I co FORCE MAIN ¢ N 'o ` ��, <:M; •) ��_ _ N . RIM 22.76 PROPERTY 52"-11 2"0 =O I I N --� 6, _ -18- 1 6. SW INV 13.00 RTY LINE HDPE J `- N n _ 1 ♦ ?, NW INV 13.10 �2 �• - ��` '. ry� / ��` ♦ -••- PROPOSED WATER MAIN EASEMENT VINEYARD VIEW DRAIN MH (DMH--2) _ �e�� �, - -.._.. �. , ! . �►" ` o , CO 3 STA. FM 8 I-39 __ _ Y �` '�, ' � ' \ STA. FM 2+23 NORTH ROAD RIM 23.15 i \ ° ` �' s - ; `� ` " RIM 22 10 PROPOSED CONTOUR TOWN OF SOUTHOLD N.Y. 11939 SW INV 16.74 3 �� \ � a �... �---�-,- ,- � w �- �' _ i"" -�. `�i ' ` � SW INV 116.86 NE INV 16.74 FORCE MAIN �, °' �" / _ 2a ' `� 0 NW INV 16.86 - -11 .0 - - EXISTING CONTOUR EE " t` BLDG.2 fTYPE B) HDPE _ _ 1 FIN.FLR�EL.=23.25' ti 5 N. / � 4 `� LATERAL A PROPOSED CONCRETE CURB - I ` . GROSS AREA=5.537 SF(2 8'-8" 8"1 � CO 10 STA. FM 8+ 14 �� / J �•-,`,,,, _ _- ?�` ,` DR18 C� 0.4% -•-�-�- PROPOSED CHAIN LINK FENCE RIM 23.32a` ;,� SMH 3B SW INV 17.69 ' _ - - - ro - �T'- -a ,,F ;R�ro , �� -� PROPOSED C - I, / -. -' / '�� - �► .i-- � FrF �'�'q H (DROP M.H.) CONCRETE SLAB . T NE INV 17.58 ( ,..Mx,,• ' r �'� - �T�oN $R \ �` STA. 1+83 LAT A FORCE MAIN s `* N ? ,�' r;�_1 ��_; RIM 23.15 PROPOSED TREE LINE " M ►� , 24 __, }, ,! SW INV a 12.75 159-5"H PE � -Z-� N� � 24 �,, ,---- \ .; -,�o ° ,d`��� r _.��-----�� . � _ �f 4 - 22 -- '_ .--- �� ,. . �_ � `� ' �o ,\ NE INV 12.85• SOIL BORING/TEST PIT_ SE INV 1475 *TP-8 ifer, CO 9 a o` o ' L• LOCATION - ' � 22 , , J \ REAL CREATE bE YELOl YENi,CbN57la CEiON k YANAGFYENi STA. FM 7+99 3' '� "� `- ' -' ° •_ r -. _ �-' ' _ \ aD LATERAL A RIM 23.75 = Q ( a - i iti. ` .w,,, • i.,. ro ( �' °i ` I •tee 7 " " 53'-10 8 0 PROPOSED SANITARY MANHOLE SW INV 18.30 U -� ,� ' "" _ BLDG. DR C� 0.4% STRUCTURE SEE PLAN , " 6 •. BLDG.3{TYPE B) `. ( ) NE INV 18.19 N �_ - �.. ® , FIN.FL . ; N i J • . �, ��Fliq:FLR-" , t ` N \ seal r I$ Q B-1 s • '� ._.' •; EL. 23'- ` �, B G.6 P f ! \� �� I. LATERAL 3B I c' �'. ` 23.25' ti Geo sAR =2a7 F � f FIN.F , PROPOSED SANITARY FORCE �� ;`=• r' 3 LATERAL A Q = I-' l G)ICSSAREA= ;. ,...: a 2- TY ; `� ` = r IRAINGq 40'-0" 8"0 o ,_ - I {STOR MAIN CLEAN OUT 1 Q 5537 SF 2 s / 3.25' DR 18 0 8.7% v 205 1 8 � � I Q � J s � \ ( Tin I ., ~� � f I J � � � � r �-� E -' OSS AR DR 18 ® 0.5% I. ® I - » '/ ?A as \ z • s-� ` I: _ :5, 318 sF N sw1r2 o ® % 32�, a , r. - r» - t ,; `, / , ._s PROPOSED SANITARY LINE a. FORCE: MAIN I �' �' \ n' ,, SMH-3B-1 _� " 2"0J ( �``` '" \ `'� 4 o �' - STA. 0+40 LAT 3B (GRAVITY) 0 102' .a 00 • a ` » 21 `� HDPE _ co ,� ;® ,� a.`�� ` \ / a. j � ;, `' `,j N W INV 23.22 cn e ;} / - _ TP' mss; ,= _.. �; 1 _, ...� ,3, / d, PROPOSED FORCE MAIN LINE - 01) _� � �M v;tSi' Z `-1CJ (v CO 8 ii ' , N ry \ .. "-, '�, r- �� Issued date description STA. FM 6+96 = ! �*, - �' I -- • --' . - - ; , FORCE MAIN ( PROPOSED SANITARY LATERAL --3 - w t� 7 rN rM �-nc rry 2 -d, `L�` ooqi 162 -4 2 S� t 12/19/2018 GENERAL REVISIONS L- RIM 27.54 • • _ ( , 1 TO PROPOSED BUILDING 1 ! o� tea+ s_s = `L T T € / '' HDPE 01/18/2019 REVISED PER 1/10/19 SCDHS LJ S INV 22.35 7 k N �� \ - _ `� 2¢ " .f - SANITARY SERVICE CONNECTION U J FIN. EL.= 9.4' `y, J. 26- ;�� i i ---� s NE INV 22.24 „) !. ,�. 2 _ ,LEF --� COMMENTS I . _ s LATERAL A OSS BLDG. ~ 50' 6" 8"S� ® �, ® /"�� PROPOSED DRAINAGE LL- FIRE PUMP STATION = �..�, 2sassF 2R __. -.z � I ... «. I i `._1 (SEE UTILITY PLAN) ( f'3 �� 1s J'd 2 � �,`• '- �� 22 TP3 FIN.FLR. DR18 ® 0.5% STRUCTURES O I y / 6 r EL._ a �,. 6 N A �`-'' BTOSWAtEtsT ATER R,EIENT10T1A svll - - J t IN G'4RbEN� GRoss AREA= �o LATERAL A » co ,�� jay ti0 RDEN/ ~�-=__-----_"' _. 26 rs� TORMyygTER( _, L � 3318 SF 2-S ► � / ' 50'-10" 8"� �, PROPOSED 18 0 DRAINAGE PIPE o SMH 8 R� MwgrER Z6 -�= rENTIO A - ( 1 f,. N , STA. 7+16 LATA , - 6 �� /ti`° sw"A -- > s SW7 R N ! DR 18 ® 0.5% - 3 .►" '- - -28 `` ,i , l; 1�. 1. issued date description RIM 27.55 I a I / PROPOSED 12 0 DRAINAGE PIPE S INV 15.77 `' ` >� �ti. `._; �` J M C M ` "\ `J 26 i ", �.. - �8,�` I BLDG.5 PE q / - / STA. 0+16 LAT A 3 NE INTI 15.87 _ M ' \ ,\ . , FIN,FL L. 5.15' "''" ; ( FIN.FLR EL. PROPOSED BUILDING RIM 22.80 N M14� GR sA A= .• :f. • ' SW INV 11.72 FINISHED FLOOR ELEVATION FORCE MAIN ;. ,�c, � y �` ` s.2e 1sF -STY _JI ,� �/ - q 180-1" 2 = M _ e :� 4, NW INV 11.82 a �� `` �, T �`" i - -E PROPOSED ELECTRIC LINE D HDPE -., ;�; ' t� _.. „Id ' r°:;` N` �. I , o i' �'" coN / �*`� ' ;.Y,. .'< f . LATERAL A AIR RELEASE MH co � �� /� �� ;�? ' RAIN �� ,- N `� se go_3" g"� -Y-- PROPOSED WATER LINE STA. FM 6+78 �` "'� / t'� ~� N ��`� sroM°ENt,` ,r,:� - /�[� DR18 ® 0.59' �` / R r`' _ ` srEN wArER \4 -� ` PROPOSED HYDRANT RIM 28.26 / f \ [� 26 T'ONgR \! - J( 4`� - `� S INV 22.89 z �- / I U� ti `-- swaN1 11 N INV 22.89 3 / /,. , 2� ;. --= a ,\ -� -e- PROPOSED GAS LINE LATERAL A a PROPOSED TELEPHONE LINE title 1z $t4, 9 8o °I . /, ? / / ~ r PROPOSED FIRE SERVICE LINE SAN v DR18 CSD 0.5% ( / �. �N GARDE /r LATERAL A FORCE MAIN SMH 3 SITE FORCE MAIN SMH 7 -l" " F_ " " CO 5 DROP MH FORCE MAIN -W- 91EXISTING WATER LINE 32'-5'" 2 � CO 7 201#-l" 8"0 171 '-9" 2"0 STA. FM 4+45 ( ) PROPOSED SANITARY PLAN STA. 6+62 LAT A HDPE FORCE MAIN STA. 0+00 LAT 3 47'-0" 2"0 PUMP STATION WITH � HDPE STA. FM 6+46 RIM 27.40 DR18 CSD 0.5% 29'-5" 2"0 RIM 23.10 STA 1 +25 LAT A HDPE INTEGRAL VALVE VAULT � EXISTING GAS LINE RIM 27.39 N INV 15.52 HDPE NE INV 16.72 RIM 22.75 STA. 0+00 LAT A SE INV 21 .91 SE INV 15.42 NW INV 16.72 NW INV 14.42 STA. FM 0+00 N INV 21 .99 CO 1 s EXISTING SANITARY LINE v SMH 3-1 SW INV 12.42 RIM 22.76 DRAIN MH (DMH-1) LATERAL A STA. FM 0+54 49'-6" 8"� STA. .67 STA. FM 4+74 NW INV 17.00 RIM 4+74 DR18 ® 0,5% RIM 24.99 RIM 22.61 PROPOSED SITE LIGHTING drawn by: SE INV 19.99 SMH 2 SE INV 16.97 checked by: CFD SE INV 16.70STA. 0+71 LAT A FORCE MAIN N INV 16.97 PROPOSED TRANSFORMER o NW INV 16.70 FORCE MAIN RIM 22.63 6'-8" 2"� scale: AS NOTED NE a 45'-6" 2"0 LATERAL 3 SE INV 12.07 HDPE SANITARY WATER CROSSING proectnumber. t7t o HDPE ® -0.06% 67'-3" 8"0 NE INV 12.17 / i 06000 DR18 0 8.3% ® SANITARY/STORM DRAIN CROSSING SMH 6 CO 2 WATER/DRAINAGE CROSSING I STA. 4+64 LAT A STA. FM 0+61 sheet number rn v RIM 23.14 RIM 22.77 EW YORK T-o NE INV 14.35 S INV 16.97 PROHIBITS MY PERSON FROM ALTERING THE EDUCOkTION LAW OF THE STATE OF NANYTHING tV 0IN THE DRAWINGS AND/OR THE ACCOMPANYING NW INV 14.45 NE INV 16.97 40 0 40 80 SPECIFICATIONS, UNLESS ITS UNDER THE DIRECTION ENGINEER MUST SIGN, SEAL, DATE AND DESCRIBE eq(6 OF A LICENSED PROFESSIONAL ENGINEER, WHERE N 0 SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL FM3 SCALE I N FEET THE FULL EXTENT OF THE ALTERATION ON THE DRAWING AND/OR IN THE SPECIFICATION LL NYS ED. LAW SECTION 7209-2) TB-F7 TB-F8 TB-F9 SMH 10-1 TB-F12 TB-W6 TB-W7 TB-W8 CO 11 { TB-F10 TB-W11 TB-F6 "" 3 TB-W9 TB-W12 TB-W5 TB-F11 TB-F5 SMH 9 TB-F13 :p,. T TB-W1 0 TB-W4 1300 Walt Whitman Road,Melville, New York y o \ 11747 r \, Phone 631 300 1010 CO 12 � i t , WV1 I WV owner/developer. o CONIFER REALY LLC / � 83 E.Main Street,Suite 600, TB-F4 ti / �e Rochester, New York 14604 TB W3 ' Q Site/Civil Consultant BLDG.1(TYPE C) �� ` FIN.FLR.EL.=23.25' CO 13 SMH 10 TB-W13 SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES WV5 WV wv3 — - TB-F14 TB-FM3 LEGEND L K MCLEAN "TES, P.C. ( I LONG ISLAND. NY WV4 ■ TB-W2 437 SOUTH COUNTRY RD.. TB-W15 SMH 4 BROOKHMVEN, NEW YORK 11719 TB-W1 4 ■ Tel: 631.286.8668 �PIAR NKED) N CO 3 DOMESTIC WATER THRUST TB-F3 TB-F16 TB-W22� N TB-F15 I I I o_N TB-W24 TB-W 2 BLOCK/# F" VINEYARD VIEW • TB-W16 RAIN MH DMH--2 ( ) -� -- _ TB-F23 TB-F24 TB F25 NORTH ROAD I TOWN OF SOUTHOLD, N.Y. 11939 TB-F17 FIRE SERVICE THRUST TB-W23 ` TB_W25 TB_F 2 BLOCK/# BLDG.2 9MY B I FIN.FLR,EL. 3.25' % o TB—W19 c m mat !J t I TB-F26 CO 10 ` :_ TB-F21_ ,7 TB-F20 -yam ` �• " rr `sLL�_.- TB-W20 W \4 -"' . — — `•wv33 FORCE MAIN THRUST , CO 9 - — r r' s ``� - W�-�.��f' TB-FM 2 CK/# I, . PROPOSED . WV9 WV34 FIRE HYDRANT -_ r- -- wv1� ( - `�, 1-� �� ` PROPOSED WATER VALVE N l `J I 19 /# aconifer" I t TB W26 WV2 AWWA C-509 (SEE NOTE 2) FAL rITkTt DF Yf LOFMN ET,CONftl BCTION k MAMA6[YEN[ I I Wi11 TB-W21 20 �, ` SMH 5 BLPG.4(TYPEA) '� SMH 3B C _ BLDG.3(TYPE B) seal _ CO 8 FIN.FLR. FIN. TB-F22 DG.8 PED C " TB-W17 23.25' CO 4 23,25' FIN.FLR. \ i ° EL. -1-- r SMH 8 c.� tee\ ��•�> \ I _� 23.25' e S, .. f J TB-FM 1 TB-W36 I rs p_ WV12 -- " \ SMH-3B-1 cn v WV15 + f WV13 " issued date description ~ �y 16 �'�' • I 01/18/2019 REVISED PER 1/10/19 SCDHS TB-W35 ( V \. Fm rN FW rM rM rN rM TB-FM2 ANK o 1 ` � COMMENTS , 1 \, • —z—z—s—s—s—f—z J KINd LJI + iryV24 J I — 02/12/2019 ADDENDUM #1 U TB-F36 FIN.FLR.EL.=29 a J."_ A'—NA,—� �I w T-_. - ■ TB F28 Q BLDG.7(TYPE D) ■ WV25 n FIN.FLR TB-W27 p EL.= WV27 0 TB—F2 , � �' t_. � WV26 23.25' I issued date description TB_W1 \ SMH 1 C 1% \ BLDG.5 E 1 •3 CO 5 FIN.FLR.EL.=2 15 " SMH 7 E_ ■ U TB-F1 TB-F34 t s 7 0 TB-W33 j DRAIN MH (DMH-1) WV29 ---- �, PROPOSED �� ;Wv1 \ SMH 2 SMH 6 ----- _ — J —• — • - -N 4 TB-F35 FIRE HYDRANT WV32 i TB-F33 TB-W34 ___ � ) _ N �_ _.,..,� F title TB-W32 `ry 0 : TB-W28 THRUST BLOCK NOTES: SMH 3-1 TB-F32 TB-W29 TB-F29 LOCATION PLAN 1 . FOR THRUST BLOCK DETAIL SEE SHEET 1 OF SANITARY DETAILS. v 3 2. GATE VALVES AND VALVE BOXES: VALVES SHALL BE PROVIDED IN ACCORDANCE WITH AWWA TB-W31 TB-W30 TB-F30 STANDARD C-509 FOR GATE VALVES FOR ORDINARY WATER SERVICE. VALVES SHALL OPEN TO THE LEFT (COUNTERCLOCKWISE) AND SHALL BE PROVIDED WITH MECHANICAL JOINT ENDS. CO 1 GATE VALVES SHALL BE NON-RISING STEM, RESILIENT WEDGE (REQUIRED WITH 16" VALVES TB-F31 drawn by: AND SMALLER) OR DOUBLE DISC, IRON BODIED, BRONZE MOUNTED OF THE RUBBER checked by: CFD CL ENCAPSULATED GATE TYPE. STEMS AND STEM NUTS, GATE AND BODY RINGS, WEDGING SMH 3 2 DEVICES, THRUST BEARINGS AND PACKING GLANDS SHALL BE MADE OF BRONZE OR BUSHED Ea- OR FACED WITH BRONZE. GATE-VALVES SHALL BE THE PRODUCTS OF THE MUELLER CO. scale: AS NOTED N p MODEL A-2370, KENNEDY VALVE MANUFACTURING CO. MODEL CR5-80 RS OR APPROVED project number 17106.000 CO 2 EQUAL. 13. ALL GATE VALVES SHALL BE EQUIPPED WITH CAST IRON ADJUSTABLE ROADWAY TYPE VALVE BOXES WITH 5-1/4 INCH SHAFT WITH SCREW TYPE EXTENSION PIECES AND EITHER A sheet number 0 o ROUND OR OVAL DETACHABLE BASE. BOXES SHALL BE SUFFICIENT LENGTH TO PROVIDE A THE EDUCATION LAW OF THE STATE OF NEW YORK PROHIBITS Y PERSON FROM ALTERING ANYTHING N o ANMINIMUM OF 4 FEET OF COVER OVER THE PIPE. THE MINIMUM THICKNESS OF THE METAL OF IN THE DRAWINGS AND/OR THE ACCOMPANYING N o THE BOX AT ANY POINT SHALL BE 3/16 INCH. LIDS SHALL HAVE "WATER- CAST ON THE 40 o 40 $o SPECIFICATIOF A LICENSED S. PROFESSIONAL EITS E°-NGIGIN�.DIRECTION 1rH E FM3-B N � SUCH ALTERATIONS ARE MADE. THE PROFESSIONAL TOP SURFACE. BOXES SHALL BE COMPLETELY COATED WITH BLACK ASPHALTUM PAINT. ENGINEER MUST SIGN. SM DATE AND DESCRIBE SCALE I N FEET THE FULL EXTENT OF THE ALTERATION ON THE i DRAWING AND/OR IN THE SPECIFICATIONL d (NYS ED. LAW SECTION 7209-2) 17) 3") - , � N M •�F � h m Qui � r � r N .. - .. 7 - pp S S S S S S S ff S � ES 3.1 S Nf S E= ? M p0 � Ghih IO,� h� S2 000000 �z hn Naz nh 8 nh a0k �W y'�N Q.r,x k7i0 f0 rn hn a°Do,z Fx z nh 0 0 O 0 0 O TG f0' 0` .- 8 �� O�kCf F8 �0.- N h rn n h� x � h 40 P4 .O Ok �Yf[[f d' �=Nt0N V. �lfadaS hh If}kCT[d .- �0d NIIf 0dO ad OTA }} NN .} �,�fj N N y. M �y + h + 000 y.yN. !~N N + + M).-.-. yy + 251 ZXN� . O N O Nig N N r Nt ["� t Z N� N4 ka N Z 7C 1 N� ~ °0`Z Z °O OV A N Tz ^' i''`�w — —w �w '� w 1i 10 -- 1 — 1 i1300 Walt Whitman Road,Melville, New York z#z &Nz Wa,z Iii ��n'tFr 1riirz�i 1'ir ��s''i zS�t`iz !isafrnz �isZfu►i �iiZSi�isz �viz G� �iiz (ir � iz f�tnz� 1'ii �t}'iz�` Kiri 3611747 Phone 631 300 1010 34 owner/developer. CONIFER REALY LLC 83 E.Main Street,Suite 600, 32 / Rochester, New York 14604 30 Site/Civil Consultant 28 P 26 31, PROPOSED G E � �� 24 i IzoPos h �� L K Md.EAN ASSOCIATE8k P.C. oil PROPOS ED LONG ISLAND, NY 22 Pa HDPE 4�° ' 437 SOUTH COUNTRY RD., PROPOSED SING PROP ED P OSED g BROOKHAVEN, NEW YORK 11719 s ELECTRIC f. �, Tel: 631.288.8668 20 C/ F —PROPOSED EXISTIN GRADE PROPOSED '/ µO F FpR ,•A/ 'toi, 8' DPE juK -IN 18 u E MAIN 2"0 HD = FORCE SIN H RE N; 12'WATER AWN IPE 0 . DPE FORC MAIN FORCE PeSED 4AIN F0 - - - - ---- �� cE 17r. VINEYARD VIEW FORCE MAIN FLOW FORCE MAIN FLO F RCE MAIN "LOW R!` qA! � NORTH ROAD 16 GW 14 TOWN OF SOUTHOLD, N.Y. 11939 G IN 10 n GW 6 C 4 In 00 Cn CID O r- U1 CA s1• CD O W W0 OW r- 0 r- G00Mr � W LMfO r- O CO 1i CO O co M O 7 r- CO O N CO CO 00 0CO CO to O O O O O O O O T 00 00 N t coni r"'. CO M a0O 0; t\ CQ 00 ai CA 00 ^ N M W W W WN N N N N NN N N N M �M M N N N N N N N N REAL[STATE C[Y[IOkY[Nt,GONkfki CTiON i Y0.N14 6 [Y[NT W W W W W W W W W W W W WWWW W W W W WW W W NnCfl N Cy N N N N W -14-00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 seal lil� V0 0 SEWER FORCE MAIN PROFILE Ni STA. 0+00 FM TO 10+43 FM Issued date description 12/19/2018 GENERAL REVISIONS U_ SCALE: HORIZONTAL 1"=50' UJI VERTICAL 1"=4' 01/18/2019 REVISED PER 1/10/19 SCDHS 0 COMMENTS WI W O I 0 O O ui 0 t` issued date description rn vk c_ •3 v O U v .a✓ C O U N O 1z C O CQ o IF777.77777"E" 111"1711 co title o FORCE MAIN PROFILE 4-1v a� 3 a� v v CL drawn by: ami checked by: CFD CL E N1 scale: AS NOTED CL M It 0 project number. 17106.000 Ma- O C O I C� LEGEND: sheet number Cv 9— 0GW THE EDUCATION LAW OF THE STATE OF NEW YORK O O — = APPROX. GROUND WATER ELEVATION PROHISTTS ANY PERSON FROM ALTERING ANYTHING N 0 — IN THE DRAWINGS AND/OR THE ACCOMPANYING SPECIFICATIONS,LICENSED UNLESS ITS UNDER THE DIRECTION FM4 N 0 OF A LICENSED PROFESSIONAL ENGINEER, WHERE N r— SUCH ENGINEERT MUST SIGTIONS N SEAL,MADDATEEANDODESCNONAL RIBE 0 THE FULL EXTENT OF THE ALTERATION ON THE W DRAWING AND/OR IN THE SPECIFICATION (NYS ED. LAW SECTION 7209-2) 30"x48" 30"x36" 300 LBS ALUM. 300 LBS ALUM. SUBMERSIBLE PUMPS OR � 11HATCH � WITH SAFETY GRATE HATCH GRINDERS 9 —O OS H2O OPTIONAL (H2O OPTIONAL) WALL PIPE 4'-6" 4'-0" ( } SAFETY GRATE OPTIONAL} _ , • ,. , ( 11 -6 IN, 2 DISCH. € PVC M-18 FORCE Bum RUBBER FEDERAL SPEC. POSITION #1 MAIN SS-S 00210 & AASHM M-Ise 10'-2"— N ' (PAINT BOTH SURFACES WITH I N LET LOCATION I ASSEMBLY) ER PRIMER BEFORE AS REQUIRED MODULAR ' 00000000000000 ° „ W/ STAINLESS °°°°°°°°o°° ° �° • O BOLTS PRECAST CONCRETE WALLS 11747 000000000 0000000 2 DISCH. STEEL NUTS AND ° ° ° ° ° ° ° 1300 Walt Whitman Road,Melville, New York ° ° ° ° ° ° ° (STANDARD) O ° °°°°°°°°°°°°°°° WATER sroP TYPICAL PRECAST Phone 631 300 1010 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000,0'r-1.1 0 0 0 0 0pp 0 0 0 0 0 0 0 0 °°°°°°°°°o°°°°po °°°O°°°°°°°o°o° o I POSITION #2 ifl N ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° CONCRETE JOINT owner/developer. o 0 0 0 0 0 0 0 o I 0 0 0 0 0 0 0 0- ° ° ° ° ° ° ° ° ° ° ° ° ° CONIFERREALYLLC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1441{x: ° ° ° ° ° ° ° ° ° ° ° ° ° 83 E.Main Street,Suite 600, 0 0 0 0 0 0 0 0 0 0 0 0 0 o a t2f 000000000000°0 o I o000o00000°0000 . 1. MODULAR SEAL STRIP SHALL BE PLACED SO THAT DETAIL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0°0°0°0°0°0°0°0 ° moo SCALE: NTS 0 0 0 0 0 0 0 0 �� � � ��� NORMAL OPERATION. ° ° Rochester, New York 14604 — s TYPICAL WALL ' • • ° Site/Civil Consultant PENETRATION DETAIL 2'-0" RAD. SCALE: NTS PUMP HOIST LOCATION 2" DISCH. PLAN VIEW POSITION #3 SECTION A—A SECTION B—B PROWDE PRIVACY SCREENING IF REWIRED BY OWNER L K M d-EAN ASSOCIATES, P.C. EXPLOSION PROOF INTAKE VENTILATION FAN LONG ISLAND, NY 1.0" SP MIN. O 540 CFM MIN., 1/3 HP, 111, 437 SOUTH COUNTRY RD" 208V O 1.725 RPM, WITH WEATHER BROOKHAVEN. NEW YORK 11719 ENCLOSURE AS MANUFACTURED BY Tel: 631.286.8668 PLASTEC 20 VINEYARD VIEV 777 4" scH so PVC vENTSEVAGE OPTION LIST: PUMPING NO TRESPASSING EMERY IPHEIGHT TELEP{IOHE • • OVERALL STRUCTURE HEIGHT FROM 10'-1 D" "�"�'�"—"'°"` VINEYARD VIEW o X-PROOF TO 22'-10" (USING STANDARD HEIGHT NORTH ROAD I J—BOXES 7 WALLS COMPONENTS} TOWN OF SOUTHOLD, N.Y. 11939 • , TOP OF SLAB ELEV. 122,76' DISCHARGE POSITION 2� � (STD) OR3� V. GRADE ELEV. 22.26' 1,_0„ • H20 LOAD RATING ON HATCHES II��/,�� 12' MIN. • 2 BYPASS OUTLET/INLET „ A OPTIONAL IK •K : io 2 24x36'ALUMINUM SIGN ', • DISCHARGE PRESSURE GAUGES xo�s: CONCRETE MACK LETTERS � � 4 SCH 80 " 1.LINE POSTS: 2 O.D. , 2.72 Lr , HOT-DIPPED GALVANIZED ��: r BACKGROUND 2 BYPASS 2 0 DR-11 ZINC �V„N,� STEEL. CORE WIRES ,y �f � REQUIRED BY PVC VENT HDPE FORCE MAIN • ' O.D. 2.72 . HOT-DIPPED GALVANIZED ;8 GAGE (2- MESH) AS PER ASTM ,,w► A U TO M A TI C ALARM DIALER 21UMER POSTS: 2LT 3.GATE POSTS: 3' O.D. 5.79T . NOT-DIPPED GALVANIZED Fees, CLASS 28 • X Y P E X CONCRETE MIX ADDITIVE 4.FENCE POSTS, RAILS, do FABRIC TO BE PVC COATED. �A CORROSION P R 0 TE C TO N 5=LOR TO BE BROWN UNLESS OTHERWISE DIRECTED BY A DISCH. ELEV. 17.92 OWNER. • 2 PIPING FOR GRINDER APPLICATION B.PROVIDE HEAVY DUTY BRASS COMBINATION LOCK AND FENCE DETAIL C01&RRw*-1iferg 77 • TRASH BASKET HASP.In SCALE:- N.T.S. ° 1 f PORTABLE HOIST 7 PROVIDE FENCE STOP FOR EACH GATE LEAF, 8 DIA. DR18 SEAL ESTATE DEVELOPMENT,CONSTRUCTION k MANAGEMENT INLET - LOCATION ° ,s° 6" J INTAKE FAN AS REQUIRED ° Y4' 318 STAINLESS STEEL PLASTIC COATED LIFTING CABLE MN. LENGTH 30' seal VALVE VAULT 2"0 S.S. SCH. 80 WET NOZZLE TO BE "�� 4�- � 4'- FLOOR DRAIN WELL DISCHARGE PIPING 1• MIP 9'0 STAINLESS �STEEL ' 10 STEEL CHAIN (MN. LENGTH 30� (ADJUSTABLE) ��Q ``.� INLET INVERT 11.67' 1 e FLOAT SWITCH/MULTIRODE N o SENSOR ELEVATIONS LNNSON (SEE SHEET FM8) WINCH VOLUME DEPTH13F BURY AMEMBLY 0 41.56 CF/FT --STATIC L.UXP 0 rr issued date C�escii�tlon. � SST GUIDE = 311 GAL. ao# FELT �� �,� �' `—ss TUBE DAVTr12/19/2018 GENERAL REVISIONS RAILS T'.�., .> V TYPE K COPPER 9f IN sANCHOR BOL—� LJ V UNION WATER LINE LIFTING HEIGHT NUTS do WASHERS 01/18/2019 REVISED PER 1/10/19 SCDHS 0 �1 CY OF 3/4' AS REQUIRED (TY'-4) L) CRUSHED ROCK TD REMOVE PLAN MEW COMMENTS �I r $" STANLESS � PUMPS Li L) YARD HYDRANT SHALL BE TOTAL ECLIPSE #1 YARD HYDRANTS AS SSTTEEL TUBE ST p ° } STRUCT. FLOOR ELEV. MANUFACTURED BY JOHN C. KUPFERLE FOUNDRY CO., ST. LOUIS, MD. ' r 8.P 3' 2J YARD HYDRANT SHALL BE SELF-DRAINING, NON-FREEZING, STEEL Er SrAINLESS o B.O.S. ELEV. 4 76 COMPRESSION TYPE. INLET CONNECTION SHALL BE V IP, (SEE DETAIL) WEEP TALE o OUTLET SHALL BEV IP. SANITARY PU MPBASE PLATE _ 3.) YARD HYDRANT SHALL HAVE A STEEL PIPE RISER WITH A CAST IRON STATION/MH • AB FLYGT MIX—FLUSH VALVE CASING GUARD. PRINCIPAL INTERIOR OPERATING PARTS SHALL BE BRASS ANIS REMOVABLE FROM YARD HYDRANT FOR SERVICING issued date description WITHOUT EXCAVATION. HOIST AS MANUFACTURED BY wu1JDAY .'W.f .�y'`% y.• •.41 i Y`11yyy Y,I TI'S N PRODUCTS SERIES DB, MODEL NO. D3B38E �" r• .f'•ti' `t•`•S;.'i.•�•' ,1'f�• r.A +l�' C 4J TORALLOWRANT R PROPER D AINAGE.SHALL BE SET IN 1 RECCOMME DAT113NSBIC YARD OF SOHED ROCK a` OF THE AWWA •3 INTERIOR ELEVATION VIEW SHOULD BE FOLLOWED WHEN DISTALLING THE YARD HYDRANT. 1•FLOOR MOUNTED STAINLESS STEEL SOCKET SHALL vBE TED USINGHILT(4)BO%-0 X 3 A- STAINLESS ELINATION VFW SANITARY PUMP STATION,/MH DETAIL sJ PROVIDE 2s FEET OF HEAVY DUTY RUBBERRUBBI=R HOSE. 2��M M COAT TO BASE OF SOdCET BEFORE p SCALE: N.T.S. 3.MINfMUM H013T CAPACITY 1,330 LBS, •� YARD HYDRANT DETAIL 316 STAINLESS STEEL HOIST DETAIL VCSCALE: N.T.S. SCALE N.T.S. N 1z C NEMA 4X, 318 STAINLESS STEEL. SPLICE .� BOX, MN SIZE I" x 12'W x 8'D p T NEMA 4X — 50 AMP PUMP DISCONNECT SWITCHES S'_ 4 ! 12' E.V. title 318 STAINLESS STEEL KIJDORF CTYPJ PSI CONCRETE V- SUPPORT FASTENED TO WET WELL �- PVC CONDUIT SEAL ON ALL CONDUITS EXITING SPLICE BOX • , ° SAN DETI MIN :O '0 0 .O• 0" „0�• O, C •) O F, �� ANSIDN JOINT MATERIAL 3 WET WELL REQUIRED PER . MANUFACTURER 0 CL PVC CONDUIT TO CONTROL BLDG GENERATOR PAD DETAIL SCALE N.T.S. drawn by: CORE BORE AND S174l.ALL CONDUIT ENTRANCES INTO WET WELL checked by: CFD CL 2 1. ALL NELECTRICAL CONDUITS AND CIRCUITS TO EWT WET WELL SHALL BE CONNECTED TO scale: AS NOTED E 0-a SPLICE BOX AND SEPARATE CONDUIT RUNS (SEALED) ROUTED TO CONTROL. BUILDING. 0 2. AL PUMP POWER CABLES TO BE PROVIDED WITH 18. OF SLACK IN SPLICE Box. project number. 17106.000 CL o SPLICE BOX DETAIL I SCALE N.T.S. sheet number ED v THE EDUCATION LAW OF THE STATE OF NEW YORK N O NPROHIBITS ITHE DRAWINGS AN DRAWINGS /OR ANYTHING THE ACCOMPANYING SPECIFICATIONS, UNLESS ITSUNDER THE DIRECTION ci� A OF A LICENSED PROFESSIONAL AL ENGINEER, WHERESUCH FM5 N ARE MADE, THE P ENGINTMAUST SIGN. SEAL. DATE ANND DESCIRIBE lid � RATION DRAWING ANDTHE FULL /OR NFTHE SPETHE CIFICATION N THE D (NYS ED. LAW SECTION 7209-2) t E 3 # 3 RODS 9' INTO CONCRETE l 1 <2 REQUIRED)SUFFOLK TYPE ' ' TYP ••a• ADJUS ABLEUNTY CASTING TOF FGRADE obis r 1 A FINISHED GRADE "C.;. ; ` ] ;. C A CLASS rAr TMP. ` / CONCRETE FILL ADJUST GRADE WITH N.J. SHALE 4000 PSI RED BRICK L MORTAR (MINIMUM OF ? TYPE II CEMENT TWO COURSES AND MAXIMUM OF 15') OP CAST INTO � i:rm I I wvraM' �f", � TOP OF FRAME Trp.RE j ...24' DIA. p : . �� a 7�r SQ. � �' DIA. SELF 00©000000® o _r ..... ....,._._.._ W... ._.._..... / \ •+ OPENING • �.. ` SEALING BUTYL GASKET 002000 ` CHC r •. \ .00o00000 0 -' 1300 Walt Whitman Road,Melville, New York 0 ======a K3 ' Y, a00o00a00�00a 11747 ' SHUT OFF GATE VALVE BACKFLUSH HOSE ATTACHMENT BRONZE LOCKING DEVICE OOo0Oo00o00000 2 PENETRATING PICK ' •I CRISPIN SL20B •• V BLOWOFF GATE VALVE W1H KEY WRENCH SUPPLIED SC SAN SEWE HOLES 180" APART • �' Phone 631 300 1010 AIR RELEASE VALVE OR APPROVED EQUAL 3,_D, 2' GALV. NIPPLE S.C.D,P.W. STD. M.H. STEPS 2' GATE VALVE A owner/developer (S.S, OR STEEL REINFORCED IN. 1-1/2" LETTER PLAN CONIFER REALM LLC PLAN COPOLYMER POLYPROPYLENE) PIPE SADDLE MANUFACTURED BY 83 E.Main Street,Suite 600, MUELLER OR APPROVED EQUAL NOTE: 2' DIA. FORCE MAIN , A #2 STEEL HOOP AROUND HALF INVERTED THRUST BLOCK TO BEAR ON Rochester, New York 14604 OPENING CTYPJ COVER PLAN UNDISTURBED SOIL STANDARD M.H. FRAME L COVER, FINISH GRADE TYPE 'F' ADJUSTABLE CASTING Site/Civil Consultant #4 BARS E 8' � DI. MANUFACTURER AND DATE CAST IN O.C. B BOTTOM CONVERSION COUPLING UNDERSIDE OF COVER 12' O.C. IF REQUIRED CTYPJ (TYP.) 5' 'KOR-N-SEAL' FLEXIBLE '• ':' • 'r ADJUST TO GRADE WITH N.J. SHALE z ° MANHOLE COVER PLAN 12' RED BRICK L MORTAR (MIN. OF TWO yZ SLEEVE OR APPROVED EQUAL N.TS THRUST BLOCK 8' COURSES L MAX. 13F 15') "•' 4'-0' �, CLASS 'A' COVER �2 S.C.D.P.W. STD. M.H. STEPS ; PENETRATING PICK HOLE 3/4 4000PSI MANUF. I AST I CA ALL CS.S. OR STEEL REINFORCED CAST IN WALL � CIRCUMFERENTIAL REINFORCEMENT Im COPOLYMER POLYPROPYLENE) TYPE II CEMENT CIRCUMFERENTIAL REINFORCEMENT arANANa 0.12 SQ. IN./FT. OF HEIGHT _t� 12, O.C. 012 SQ. INJFT. OF HEIGHT STEEL OR SOLID CONCRETE _ •= (TYP.) w SQ. OR N 0 SELF i BLOCK PIPE SUPPORTL K MlcLEAN 1 ! SEALING BUTYL RUBBER a, _ :r AS�OCiATE8T P.C. FILL WITH GRAVEL EXTENSION RING # 3 RODS NOTES: LONG ISLAND. NY 1. ALL MANHOLES SECTIONS SHALL CONFORM -I 437 SOUTH COUNTRY RD., 1 'a TO A.S.T.M. C-478, LATEST REVISION STANDARD 4'-10' BROOKHAVEN, NEW YORK 11719 SPECIFICATIONS FOR PRECAST REINFORCED Tel: 631.286.8668 CONCRETE M.H. SECTIONS. UNDISTURBED a MANHOLE RISER SECTION TO BE FURNISHED NOTES: EARTH IN 1,2,3, OR 4' HEIGHTS AS REQUIRED. • 3'-3' MAX. 3. MANUF. TO CERTIFY THAT MANHOLES DELIVERED L ALL MANHOLES SECTIONS SHALL CONFORM NWEPSECTION (TYP,) 4 MEET ALL REQUIREMENTS OF S.C.D.P.W. SPECS. TO S.C.D.P.W. 4' DIA. SANITARY SEWER M.H. sie i 4. LOADING TO CONFORM T AASHTO H-20 LOADING REQUIREMENTS L A.S.T.M. C-478, LATEST m s/e n BEND 5 5 REBAR TO CONFORM TO ASTM A-615-60 REVISION STANDARD SPECIFICATIONS FOR 6 WELDED OPSI WIRE MESH TO CONFORM TO A.S.T.M. PRECAST REINFORCED CONCRETE M.H. SECTIONS. 24• 22�• �-p• 2._�. VINEYARD VIEW A185 Fs=65,000PSI 2. MANHOLE RISER SECTION TO BE FURNISHED i 8 4' 3 IL 7. CONCRETE TO BE 4000PSI @ 28 DAYS IN 1,2,3, OR 4' HEIGHTS AS REQUIRED. 45• 2•-0' 2'—V NORTH ROAD 8. FLAT SLAB BOTTOM STEEL. S (NO JOINT) MUST HAVE TOP L 3. MANLIF. MEET ALLORE RTIFY THAT OF MANHOLES LIVERED 90' 3'-0' 2•-6' TOWN OF SOUTHOLD, N.Y. 11939 BASE MANHOLE COVER SECTION A-A :SECTION PVC JOINTS A #2 STEEL HOOP AROUND OPENING (TYP.) 4. LOADING TO CONFORM T AASHTO H-20 LOADING Lls: 2'CTYP> 3/40 FLEXIBLE JOINT (TYP.) 5. REBAR TO CONFORM TO ASTM A-615-60 MATERIAL GRAY CAST IRON PER ASTM A-48 (LATEST REVISION CLASS 30 VALVES 2'-6' r-a Fs=60A00PSI 'KM-N-SEAL' FLEXIBLE SLEEVE 6. WELDED WIRE MESH TO CONFORM TO A.S.T.M. CAMBELL FOUNDRY CO. HARRISON, N.J. 07029 (OR EQUAL) MAX TEST PRESSURE 200 PSI ••" : ! .: • OR APPROVED EQUAL CTYPJ A185 Fs=65,000PSI PATTERN N0. 17341010 ,„. 8• (SEE DETAIL) 7. CONCRETE TO BE 4000PSI e 28 DAYS • MONOLITHIC BASE SLAB B. FLAT SLAB TAPS (NO JOINT) MUST HAVE TOP L THRUST BLOCK DETAIL r' REINFORCEMENT #4 BARS BOTTOM STEEL. 8. O C E.W, TOP9. BOTTOM SLAB MANUFACTURED WITH 12' OPENING N'T S' SEE SCORING DETAIL OR CORE IN FIELD SUFFOLK COUNTY TYPE "F” SECTION A-A ADJUSTABLE MANHOLE CASTING ' 4' DIAMETER SANITARY SEWER MANHOLE TYPICAL AIR RELEASE VALVE MANHOLE DETAIL N.T.S. N.T•S• N.T.S. ,• con if le r . IIAL WITAff 01Y9L00M6NT,CON/TI/CTION A MANAOIMINT NUTS: MINIMUM DEPTH AT CURB LINE seal 6'-0"EXCEPT AS ORDERED BY ENGINEER HANG TABS A B C D *'� c 16' GA. S.S. BAFFLE "i•. 4 { 5' M.H, 6' 6'-0' #4 BARS Q 8. OCEW BOTTOM SHAPE TO FIT 3 PIPE OPENING 4' M.H. 15114-1011#4 BARS 2 8' OCEW BOTTOM f f N STANDARD M.H. FRAME L COVER, •p TOP SLAB FINISH GRADE TYPE 'F' ADJUSTABLE CASTING I o #4 BARS a S' o I I 16' GA. S.S. CURB LINE issued date description acEw. BOTTOM BAFFLE IN PLACE B A B C PROPERTY LINE 12/19/2018 GENERAL REVISIONS LL ADJUST TO GRADE WITH N.J. SHALE 2' 13' ` RED BRICK L MORTAR (MIN. OF TWO a • L1 HOLE TO BE l0' lyy 2, COURSES L MAX. OF 15') ll 45 BEND 01/18/2019 REVISED PER 1/10/19 SCDHS CORED aeMwc:arra ;, '• ' ANUF. IDl7JTD"CATION S.C.D.P.W. STD, M.H. STEPS D= COMMENTS REMOVABLE BAFFLE (S.S. OR STEEL. REINFORCED 10 MAX. , LLi (SEE INTERIOR DROP DETAILS) CAST DV WAL COPOLYMER POLYPROPYLENE? .'.• PVC STOPPER CTYPJ) U- 0 O KOR-N-SEAL' FLEXIBLE SLEEVE 12' O.C. CIRCUMFERENTIAL REINFORCEMENT CTYP,) 0.15 SQ. IN./FT. OF HEIGHT "' SEE PIPE � OR APPROVED EQUAL CTYPJ :s oIL CONNECTION DETAIL 6' PVC O PROPOSED II ! D+ Ax . (SHAPE TO FIT> 4.. .� 24'� SDR-18 E 2% O SANITARY SEWER 1r Thr SQ. lIR �'d SELF ° O r .- 2' WIDE S.S. mr, SEALING BUTYL RUBBER `�T r- STRAPS FASTENED — NOTES: :� issued date description TO WALL WITH 1. ALL MANHOLES SECTIONS SHALL CONFORM INSERTS. (SEE 6,L- V) TO A.S.T.M. C-478, LATEST REVISION STANDARD INTERNAL +' T INTERIOR DROP DETAILS) 3Tr ' SPECIFICATIONS FOR PRECAST REINFORCED DROP C NOTE: S.S. STRAPS CONCRETE M.H. SECTIONS. 2:'•'" MANHOLE RISER SECTION TO BE FURNISHED +. • •� TO BE MAX. 2' O.C. IN 1,2,3, OR 4' HEIGHTS AS REQUIRED. D • PVC INTERNAL 3. MANLIF. TO CERTIFY THAT MANHOLES DELIVERED W BARS/ 2' OVERLAP ANGLE O ROP LIFT HOLES 180• APART WERLAP MEET ALL REQUIREMENTS OF S.C.D.P.W. SPECS. ++ EACH SECTION 4. LOADING TO CONFORM T AASHH-20 LOADING TO V PVC ELBOW­-- MATCH 5. REBAR TO CONFORM TO ASTM A-615-60 PLAN E! CLASS 'A' ROWN ' Fs=60,000PSI C 38CT�CONCRETE FILL 6. WELDED WIRE MESH TO CONFORM TO A.S.T.M. TYPE II000 PSICEMENT- , y' '. ',+: A185 F5=65AOOPSI U 0 • "• , .. ;r•':• .: 7. CONCRETE TO BE 4000PSI 8 28 DAYS STAINLESS STEEL SEWER- 8• FLAT SLAB TOPS (NO JOINT) MUST HAVE TOP L PROVIDE S.S. STRAP 2'XJ' 90 BOTTOM STEEL. (16 GA.) TO FIT S .ND IE TO #2 STEEL HOOP AROUND OPENING (TYPJ OR CCA LUMBER P a• •° . 60 FTLBS. IN FIELD C MONOLITHIC BASE SLAB 2' 4 2'v p� REINFORCEMENT #4 BARS •� 8' O.C.E.W. TDP ° A,�'l�' 6' PVC SDR-18 a 2% Q SECTION SEE SCEIRDVG DETAIL ° / MANHOLE WALL 8'X6' WYE c• ' '' 'KOR-N-SEAFLEXIBLE � L' title m NOTES:i) AN INTERNAL DROP ASSEMBLY SHALL BE ` SLEEVE OR APPROVED EQUAL ANGLE VARIABLE (TMP. SIZE) USED AT ALL LOCATIONS WHERE THE INVERT ELEVATIONS STAINLESS STEEL SECTION B-B MAX = 30• DIFFER BY MORE THAN 2 FEET. ANCHOR BOLT SCORING DETAIL PIPE CONNECTION DETAIL 3/4' GRAVEL UNDER 'WYE' 2) A 5' DIAMETER MANHOLE SHALL BE USED WHERE Q INTERNAL DROP MANHOLES ARE REQUIRED. �— �T� � SAN DET 2 SECTION Y DIAMETER INTERNAL DROP MANHOLE DETAIL o N.T.S. 3 INTERNAL DROP MANHOLE DETAILS 5'0 & 4'0 MANHOLE BASE SECTION & TOP SLAB BUILDING CONNECTION DETAIL o N.T.S. N.T.s. CL drawn by: ami checked by: CFD a E a scale: AS NOTED a 0 If project number 17106.000 M p M a- O C sheet number to v O THE EDUCATION LAW OF THE STATE OF NEW YORK O O PROHIBITS ANY PERSON FROM ALTERING ANYTHING (V O IN THE DRAWINGS AND/OR THE ACCOMPANYING SPECIFICATIONS, UNLESS ITS L ENGINEER, THE DIRECTION nj O OF A LICENSED PROFESSIONAL ENGINEER, WHERE CV r- ENGINEER SUCH ALTERATIONS UST SIGN, SEA!„ DATEE MADE, THEAND DESCRIBE FM6 .n PROFESONAL V_ THE FULL EXTENT OF THE ALTERATION ON THE _ DRAWING AND/OR IN THE SPECIFICATION U tl NYS ED, LAW SECTION 7209-2) ^^�^1 RIP : MATERIALS & JOINTS EQUIVALENT TO WATER MAIN STANDARDS OF C❑NSTRUCTI❑N il AND PRESSURE TESTED TO ASSURE WATER TIGHTNESS PRI❑R TO BACKFILLING 101-01 -101-01 D 2' DIA. BALL VALVE ''y ',. , { C,. 'I ' •«. W/2' DIA. GALV. NIPPLE SUFFOLK COUNTY TYPE 'F' FINISHED TAPPED BLIND ADJUSTABLE CASTING TO GRADE SUFFOLK COUNTY TYPE 'F' GRADE FLANGE ADJUSTABLE CASTING TO GRADEId — 18' MIN, FINISHED GRADE ;, _ ADJUST TO GRAD WITH N.J. SHALE ADJUST TO GRADE WITH N.J. SHALE n• • 1300 Walt Whitman Road,Melville, New York RED BRICK 6 MORTAR (MINIMUM OF • RED BRICK & MORTAR MIN OF TWO TWO COURSES AND MAXIMUM OF 15') CONCRETE CHUTE I E•: �• COURSES & MAX. D 15') WATER MAIN ❑R 11747 MORTAR LINED '�'j' `�`°'` WATER SERVICE SEWER MAIN OR Phone 631 300 1010 24' DI& ' ' BUILDING C❑NNECTI❑N i• OPENING - •„ - �i ��' SQ. OR DIA. SELF a. • : . ` • . '• ' • r'` CLASS A' SEALING BUTYL GASKET 2 MAXIMUM AND •, 2 t ` �•- g, owner/developer AS DIRECTED BY f •• _ 4000PSI CONIFER REALY LLC S C:.D.P.W. STD. M.H STEPS • '.'• t. TYPE 11 CEMENT 4-o THE ENGINEER 18 MIN, CSS. OR STEEL REINFORCED -'-- •' ��• � 83 E.Main Street,Suite 600, COPOLYMER POLYPROPYLENE) t Y"' Rochester, New York 14604 6WX6W/6X6 WVF a 12. D.C. _ :•;'■ r4• <5:nr'» r<'rr� Tom' 4 BOTTOM M.H. STEPS 4' FEMALE ALUMINUM QUICK CONNECT MANUFACTURED INVERT , ,; :t: .;.�: CLASS 'A' 6' LAYER OF STONE BY DIXON :'�':•.•� '• :• :;:._ •- •• ` 4000 PSI Site/Civil Consultant (SIZE AS REQUIRED i r. ,.,• %!•' d• ' FOR EACH) VALVE ADAPTER IF REGMED «. a:, • TYPE II CEMENT B (TYPa • MAINTAIN MIN. 6' SEPARATION r.GALVINIZED NIPPLE D.I. FLANGEED .• a', •, �" 4 �` ,• a • a BETWEEN BRICKWORK AND STRUCTURE TEE •. • • • • A 10'_0r 10i_0r CONVERSION COUPLING 2' DLA, FORCE MAIN IF REQUIRED CTYPJ MORTAR LINED SEE . 4' DIA, D.I.P. PROFILES • 4' DIA. 45' BEND NOTE: WITH PLAIN END lie D,I, SLEEVE FLEXIBLE D AND MECHANICAL HORIZONTAL SEPARATION BETWEEN SEWER SLEEVE OR APPROVED EQUAL • • • • JOINT FITTING tD.I.PJ I Ir 18' S MANHOLE TO BE BENCHED 4 o AND WATER LINES MUST BE 10' MINIMUM L K MCI�AN A OCIATERi P.C. OR COVERED TO FACILITATE ' PUMP OUT #4 B EACH CORNER CTYPJ LONG ISLAND, NY -� •'• STEEL OR SOLID CONCRETE 437 SOUTH COUNTRY RD„ a • BLOCK PIPE SUPPORT "► BROOKHAVEN NEW YORK 11719 �1, I " • i * :. '• 4'X4'X4' WYE BRANCH ^I WATER/SEWER CROSSING DETAIL Tel: 83,.286.8668 WITH MECHANICAL .JOINT NOTES: 4'-l0• FILL WITH GRAVEL ° FITTINGS (RIP.) N.T.S. L ALL MANHOLES SECTIONS SHALL CONFORM ,e• ` xy ' CAST IN PLACE .'- TO S.C.D.P.W. 4' DIA. SANITARY SEWER M.H. CIRCULAR MANHOLE REQUIREMENTS & A.S.T.M. C-478, LATEST p :' FLOW r, MNL 2' DIA. MNI, 2' DIA. FLOW W REVISION STANDARD SPECIFICATIONS FOR ` '4, � DR-11 DR-11 VINEYARD VIEW PRECAST REINFORCED CONCRETE M,H SECTIONS. n , I• I.D. • NORTH ROAD 2. MANHOLE RISER SECTION TO BE FURNISHED •• . ' . , IN 1,2,3, OR 4' HEIGHTS AS REQUIRED. . `' 3. MANUF. TO CERTIFY THAT MANHOLES DELIVERED ' ' ' '.a ':! ;7 z;7:4i: :.' :. �. _ MEET ALL REQUIREMENTS OF S•C.D.P.W. SPECS. ! •:��':.:': ::•"'•� •'•r. CLASS 'A• TOWN OF SOUTHOLD, N.Y. 11939 4. LOADING TO CONFORM T AASHTO H-20 LOADING •:';;::� * •4• , a'�;:y!, »+,•;: ;y,. 4000 PSI DIP. SPOOL PIECE #4 2 EACH SIDE 5. REBAR TO CONFORM TO ASTM A-615-60 .; �' TYPE II CEMENT FS=60,000PSI d • ' 6. WELDED WIRE MESH TO CONFORM TO A.S,T.M. •. TYPICAL FORCE MAIN CLEAN-OUT DETAIL A185 I "- 5,000PSI -N.. !'. • ' . • n 7. CONCRETE TO BE 4000PSi E 28 DAYS B. FLAT SLAB TOPS (NO JOINT) MUST HAVE TOP >1< MORTAR LINED N.T.S '* � N BOTTOM STEEL. 4 ,; 9. BOTTOM SLAB MANUFACTURED WITH 12' OPENING 7d , OR CORE IN FIELD , ,• SECTION D-D 6Wx6W/6X6 WWF DRAIN MANHOLE TOP & BOTTOM 2, rA- N.T.S. MANHOLE CHUTE OPENING a. - ■ N.T.S. '•.' A con ' e 1 PRECAST CLASS 'A' SEAL ESTATE DEVELO.YERT.CORSTIGCTIOR■MANAGEMENT 4000PSI TYPE II CEMENT .r PS-2 B GRADE 60 STEEL MANHOLE STEP REINFORCEMENT seal _- M.A. INDUSTRIES INC. KELLY k DIVIDEND DR. , .... .. PEACHTREE CITY, GA. �' : (OR APPROVED EQUAL) £' 3 SECTION A-A S.S. OR STEEL REINFORCED v COPOLYMER POLYPROPYLENE ` � c �I NOTES: '0 1. CONTRACTOR SHALL PROVIDE UV PROTECTION NOTES: STRUCTURAL MANHOLE STEP DETAIL issued date description +' JACKET FOR EXPOSED PORTION OF CABLE. SUFFOLK COUNTY TYPE 'F' 2. CONTRACTOR SHALL LOCATE STAINLESS STEEL 1. CONTRACTOR SHALL PROVIDE UV PROTECTION FINIGRADESHED CAPPED OR PLUGGED ADJUSTABLE CASTING TO GRADE EYEBOLT AND STRAIN RELIEF NEAR ACCESS JACKET FOR EXPOSED PORTION OF CABLE. N.T.S. 12/19/2018 GENERAL REVISIONS LLL_ HATCHWAY. 2. CONTRACTOR SHALL LOCATE STAINLESS STEEL _— EYEBOLT AND STRAIN RELIEF NEAR ACCESS ADJUST TO GRADE WITH NJ SHALE 01/18/2019 REVISED PER 1/10/19 SCDHS 0 3. LOCATE MINIMUM OF 3 FEET FROM ANY TANK HATCHWAY. - RED BRICK & MORTAR MIN OF TWO V VENT. 3. CONTRACTOR SHALL PROVIDE STAINLESS .III I ,,,.<. COURSES L MAX. OF 157 COMMENTS STEEL RETRIEVAL GUY WIRE BACK TO ACCESS J•; e''i;'� U- 4. PROVIDE PB SERIES TERMINAL BLOCK FOR HATCH FOR CABLE RETIEVAL •, t LL CONNECTION OF POWER AND CONTROL o CONDUCTORS IN JUNCTION BOX. 4. LOCATE MINIMUM OF 3 FEET FROM ANY TANK a ' • •t CLASS .• ,•,• T•, !••-+ PRECAST DISCONNECT SWITCH VENT •; . 2 j. •• A '•':, r. • 4000PSI A O (POWER CABLES ONLY) 5. PROVIDE PB SERIES TERMINAL BLOCK FOR O CONNECTION OF POWER AND CONTROL • ?,• TYPE II CEMENT O CONDUCTORS IN JUNCTION BOX. Cp .' y` � Gy 6WX6W/6X6 WWF O r r 4 TOP t BOTTOM NEMA 4X SS DISCONNECT , + t` PERFORATED S.S. OR PVC (POWER ONLY) PROVIDE 5' SLACK ► : 6' LAYER OF STONE CAPPED OR PLUGGED SUFFOLK COUNTY TYPE 'F' j COATED S.S. CHANNEL OF PUMP POWER AND 8' (TYP) FINISHED ADJUSTABLE CASTING TO GRADE issued date description CONTROL CORD IN 4 MAINTAIN MIN. 6' SEPARATION GRADE c <TYP•) JUNCTION Box BETWEEN BRICKWORK AND STRUCTURE _ POWER CONDUCTORS IN CONDUIT _ ADJUST TO GRADE WITH N.J. SHALE E! (CONDUIT SIZES PER NEC) SEE (MIN. CLASS 150 PIPE) RED BRICK & MORTAR (MIN, OF TWO EXPLOSION PROOF FITTINGS (TYP,) POWER CONDUCTORS IN CONDUIT PROFILES P1. : COURSES L MAX. OF 151) U CONDUIT SIZE AS PER NEC.) 45. BEND —I I I r ;•� „` I I 1 v WITH PLAIN END � NEMA 4X SS JUNCTION BOX, AND MECHANICAL ° „� ' PROVIDE 5' SLACK OF PUMP CORD CABLE COMPRESSION JOINT FITTING (RIP.) ;�I +:+f,•rf��``, 6' LAYER OF STONE V IN JUNCTION BOX. (TYPI SEAL (W/O CEMENT) CONTROL CONDUCTO2S IN CONDUIT '4 b � N POWER/CONTROL (CONDUIT SIZE AS PER NEC.) N4 a EACH CANER (TYP.> CABLE, NOTE i EXPLOSION PROOF MAINTAIN MIN. 6' SEPARATION Imo_ COATED S.S. CHANNEL CABLE COMPRESSION SEAL FITTING (TYP,) :, WYE BRANCH BETWEEN BRICKWORK AND STRUCTURE CONNECTED T❑ TOP SLAB (W/O CEMENT) PROVIDE FERNCO CAP WITH 18'MIN, •' WITH MECHANICAL JOINT p� DRILLED HOLE TO MATCH FITTINGS CAIPJ �� CONTROL CONDUCTORS IN CONDUIT CONDUIT AROLMD CABLE •• SEE (MIN. CLASS 150 PIPE) PUMP STATION CABLE DIAMETER TO SEAL v' o M.H. (CONDUIT SIZE PER NEC) SECURE WITH STAINLESS ••_ PROFILES 45' BEND title / STEEL BAND. WITH PLAIN END PROVIDE FERNCO CAP W/ DRILLED HOLE TO _`'' • : FLOW 8' MIN. DIA. 8' MIN. DIA. FLOW • ' MATCH CABLE DIAMETER TO SEAL CONDUIT 6' --"` —~ AND MECHANICAL + , AROUND CABLE, SECURE W/ STAINLESS STEEL BAND SLEEVE T❑ EXTEND •�;. ,�: ; '�•_.' :,:%,'' ^� �• `;.+ PUMP STATION •' ► : JOINT FITTING (D.I.P.) SAN DET M.H. ... j TO HATCH OPENING. • 3' STAINLESS STEEL SLEEVE (10S) � 1' "' ` (SEE NOTE 2) STAINLESS STEEL rn UNDERGROUND CONDUITS SHALL BE RETRIEVAL REGUY �!+'' RI.P, SPOOL PIECE #4 E EACH SIDE 3 STAINLESS STEEL :. PVC COATED GALVANIZED STEEL Y% 3' STAINLESS STEEL WYE BRANCH c SUPPORT AS NEEDED •+ CONDUIT A MINIMUM OF 3 FEET FROM PRE-EQ SLEEVE LES) WITH MECHANICAL JOINT WET WELL.CORE DRILLED OPENING ,,' BO PVC CONDUIT NCE TO BE SCHEDULE TO CONTROL BUILDING, STAINLESSEYEBOLT, NOTE TANK \ ;f TYPICAL GRAVITY HOUSE CONNECTION FITTINGS CD,LPJ 3 FOR EACH SLEEVE \ +, STAINLESS STEEL ''�' IN ROADWAY CLEAN-OUT DETAIL STRAIN RELIEF, NOTE 2 PROVIDE LINK IN! POWER/CONTROL , SEAL FOR EACH FLAW 8' MIN. DIA. 8' MIN, DIA. FLOW O CABLE WITH 15' SLACK 4 N.T.S. DR-18 DR-18 drawn by: � .. . checked by: CFD PUMP STATION PUMP 4, ' 6Wx6W/6X6 WWF TYPICAL GRAVITY HOUSE CONNECTION scale: AS NOTED E DISCONNECT SWITCHES EQUIPMENT WITH ATTACHED 2, TOP & BOTTOM M a N.T.S. POWER / CONTROL CABLES OPENING Y NON-PAVED AREA CLEAN-OUT DETAIL project number. 17106.000 INSTALLATION DETAIL 4 ` ` ",• PRECAST N.T.S. I • ;. rn`� N.T.S. ° -:A. _ • '• CLASS 'a' sheet number 4000PSI THE EDUCATION LAW OF THE STATE OF NEW YORK 00 TYPE II CEMENT PROHIBITS ANY PERSON FROM ALTERING ANYTHING N O IN THE SPECIFICATIONS UNLEWINGS SS ITS UNDER THE OR THE DIRECTION NG N0 OF A LICENSED PROFESSIONAL ENGINEER, WHERE FM7 N SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL ENGINEER MUST SIGN, SEAL, DATE AND DESCRIBE n •- THE FULL EXTENT OF THE ALTERATION ON THE LL./ DRAWING AND/OR IN THE SPECIFICATION CL (NYS ED. LAW SECTION 7209-2) i i i 4 f1 AWG RHW-2 + TEST COCKS (TYP. OF 4) NEMA 4X 1 GROUND IN 2" EMT CDT. 4 1 AWG RHW-2 U.S.E.-2 NEMA CIRCUIT IN 2"0 SCHEDULE 80 PVC CDT. BREAKER FEBCO MODEL LF825Y - 1" RPZ TRANSFER SWITCH EMERGENCY DEVICE OR APPROVED EQUAL STAND-BY \'N\ 30" MIN. "DISCONNECTNO E G GENERATOR NT SIDE OF THE CLEAR WHEN ENCLOSURE PRIMARY FEED /- 10 NEMA 4X 1 0%208 0.&*2 Ov ACCESS PANEL OPEN '', FROM PSEG U00 METER 100A, 30, 28OV .n 1300 Walt Whitman Road,Melville, New York NEMA 4X PHASE CONTROL RELAY LCOMMUNICATIONS N 11747 TRANSFORMER SSAC SERIES WVM, START SIGNAL WIRE .n " Phone 631 300 1010 OR APPROVED EQUAL 2 f 14'S IN 1" EMT OR AS RECOMENDED 3 0 MIN. DRAIN (TO BE TIED INTO DIALER) BY EQUIPMENT MANUFACTURER Ct PORT WITH SCREEN owner/developer. PLR SURGE SUPPRESSOR n MEM (TYP. EACH END) CONIFER REALY LLC 4 #1 AWG RHW-2 + MODEL 202XT BY MCG RDW 83E.Mtner,Street, New York 14 004 1 GROUND IN 2"0 EMT OR EQUAL , REMOVABLE ACCESS PANEL y:•;,•.':- . HOT BOX ENCLOSURE Site/Civil Consultant � 4 LENGTH 26" 1 2 3 5 6 7 8 CONCRETE PAD LENGTH M' 4 #4'S IN 1 #" EAST TELEPHONE UNE CONTROL WIRE PLAN VIEW PUMP CONTROL PANEL NEMA 4X 3/8" THREADED ROD ATTACHED TO PANEL HEATED HOT BOX ENCLOSURE MODEL ENClOSt1RE LENGTH 26 AND 3/8ECOP IT RING ANGE RS S OR L K McI�AN ASSOCIATES, P.C. PLAT LB1T OR APPROVED EQUAL NY APPROVED EQUAL 437 SOUTH COUNTRY RD.. CONDUIT SEALc� w w w w w w FEBCO MODEL LF825Y - 1" RPZ OF FLA91C� BROOKHAVEN, NEW YORK 11719 FITTING (TYP.) LIMIT o z W O v C % % DEVICE OR APPROVED EQUAL i Tei: 631.286.8668 10 #12'S IN SWITCH o S N 'a" W In TEST COCK #1 - w 1 �' CONDUIT 1" PVC FOR p W m w _ COMMUNICATIONS G' z z o w MIN. w 13 PER EQUIPMENT v9 TERMINAL BOX #1 x TERMINAL BOX f2 MANUAL v a L : Cn NEMA 4X SS NEMA 4X SS x `= m 0. 3 F WITH SCREEN VINEYARD VIEW v� v 0 MIN. DRAIN PORT 7 J12-S IN .� zz z� GALVANIZED ANCA (TYP. EACH END) NORTH ROAD AS PER 14" CONDUIT F _ o ( 2ADE , .. wwuFACruI�Rs S' PEcs. (TYP.) , , � TOWN OF SOUTHOLD, N.Y. 11939 w_sw �nD a ,4 z o Z z o _ = I p o w o= NOTE: ALL VALVES, BENDS o a z= 3 12'S IN 3/4' PVC CDT. 12" 0 WATER MAIN THE LATEST AWWABAND PER " a v v gE 0 J PROP ON-SITEAND FITTINGS TO Z SINGLE LINE DIAGRAM STANDARDS. FODTwG 3 (POM CONCIRM LINEnTO PUMP STATION. C WATER NOTES: N.T.S. y FROM ON-SRE SUPPL ► DIRECTION OF FLOW b Y 1. BLOWER AND LIGHT TO BE OPERATED BY OMIT SWITCH 1" WATER SERVILE ON PUMP STATION HATCH. PLUMBING CONTRACTOR END TYPE "K" COPPER PIPE 2. WARNING TAPE TO BE PROVIDED 12" ABOVE BURIED CONDUIT. SHALL INSTAR THE AND CONWATER WATER UNE FROM SCWA PIPING WITH US C900O--CLASS 150 3. ALL ELECTRICAL WORK TO MEET N.E.C. NQIE.. TO SITE. PLASTIC PIPE - TONE WIRE 4. ALARM TELEMETER PANEL WILL TRANSMIT THE FOLLOWING ALARMS: AND WARNING TAPE SHALL BE A) HIGH WATER DIAPHRAGM ON FEBCO MODELS MUST CONTINUOUS ALONG ENTIRE B) LOW WATER ELEVATION VIEW SIDE BE INST DENST THE ENC SURE." CLEARANCE LENGTH OF MAIN ON THE C) PUMP FAILURE conifere -- . D POWER FAILURE kfAL fS1Aff Df Vf LO►"f N1,CONSi DDC110N k NANA6f Yffff 5. PR VIDE A TIME DELAY RELAY AS PART OF THE PUMP CONTROL PANEL FEBCO MODEL LF825Y 1 " REDUCED PRESSURE TO PREVENT BOTH PUMPS STARTING AT THE SAME TIME. 6. PUMP STATION FEEDER CABLE SHALL BE A MIN. BURIAL DEPTH OF 18". ASSEMBLY 7. CONTRACTOR TO PROVIDE ALARM WIRING FOR PUMP CONTROL PANEL seal TO CENTRAL ALARM DIALER. N.T.S. " r�'� °`y� 8. USE EXPLOSION PROOF LIMIT SWITCH TO ACTIVATE LIGHT AND FAN. 9. ALL CONDUIT SHALL BE SCHEDULE 80. MUST BE RIGID GALVANIZED PVC �'\� COATED AT CONCRETE PENETRATIONS. (REFER TO SECTION 16111 OF a 1 THE SPECIFICATION BOOK FOR MORE INFORMATION AND REQUIREMENTS FOR ELECTRICAL CONDUITS.) i r 1-- ;f I €'; 10. ALL EQUIPMENT TO BE INSTALLED IN NEMA 4X ENCLOSURES. � C� - � , 'R RPZ NOTES: 1. THIS DEVICE MUST BE PROTECTED FROM FREEZING. `� �r: r;En o•�/% 2. TESTCOCKS MUST HAVE 30" MIN. CLEARANCE ONCE ENCLOSURE IS REMOVED TO FACILITATE TESTING. 0 4 3. DRAINS CANNOT BE SUBJECT TO FLOODING AND MUST BE SCREENED. issued date description ` . •` 4. ENCLOSURE MUST HAVE AN ADEQUATELY SIZED DRAIN PAN AND 2" SCREENED DRAIN TO ATMOSPHERE. 12/19/2018 GENERAL REVISIONS L` 5. PROPER MAINTENANCE MUST BE PERFORMED. 01/18/2019 REVISED PER 1/10/19 SCDHS I ` ' 0 6. DEVICE MUST BE FROM NYS APPROVED LIST. COMMENTS ` U 7. RESIUENT WEDGE OR BALL VALVES TO BE USED. 02/22/2019 REVISED PER 2/19/19 SCDHS d:w � PROVIDE RoU00 .+.� 8. A SEPARATE SHUT OFF VALVE MUST BE INSTALLED. COMMENTS TOP 9. DEVICE MAY NOT BE INSTALLED MORE THAN 5'-6" ABOVE THE FLOOR. r j HIGH WATER ALARM 1/4" S.S. 10. DIAPHRAGM MUST BE ON 30" SIDE OF BOX. o EL 10.17 ANCHOR BOLT 11. 8" MINIMUM CLEARANCE FROM THE BACK OF THE DEVICE TO THE ENCLOSURE WALLS MUST BE MAINTAINED. (6 r oom:Rm sum 0 STM PM PAINTTO LAG PUMP ON BACKUP HIGH 12. BACK FLOW PREVENTION DEVICE SHALL BE FURNISHED WITH ADEQUATE SUPPORTS. w,a,Aa. BUILOlNfi EL. 9.67 ALARM/PUMPS ON 13. GRAVITY DRAINS SHAD_ BE DESIGNED FOR THE GREATEST DISCHARGE POSSIBLE. DRAINS SHALL NOT BE SUBJECT TO EL 10.67 issued date description j FLOODING AND SHALL BE SCREENED AT BOTH ENDS. p LEAD PUMP ON " " " 14. THE DISCHARGE ENDS OF GRAVITY DRAINS SHALL BE VISIBLE SUCH THAT THEY CAN BE CHECKED DAILY. c ' EL 9.17 S.SXBRACKET 15. CLEARANCES SHALL BE AS SHOWN OR INDICATE IN THE NOTES. .v 16. IN NO CASE SHALL THE INSTALLATION OF BACK FLOW PREVENTION DEVICES INCLUDE UNPROTECTED BYPASS PIPING. CLOSED oVALVES ON THE BYPASS PIPING DO NOT CONSTITUTE PROTECTION. KW SrATIN LOW WATER 17. ALL VALVES SHALL OPEN COUNTER-CLOCKWISE. PAM EL 7.50 a 18. EXCLUDING THE WATER METER, ALL PIPING SHALL BE UNBRANCHED AND UNRESTRICTED FROM THE WATER MAIN TO THE BACK -� FLOW PREVENTION DEVICE. 0 19. THE INSTALLATION SHALL BE PERFORMED BY A UCENSED PLUMBER. 11'0 PUMPS OFF Paw,oEµRETi11R t•-o' 20. NO LEAD SOLDER SHALL BE USED FOR THE INSTALLATION. • •. - 4: r 4 I ��BUrroT EL. 8.50 21. THE WATER DISTRICT SHALL HAVE UNRESTRICTED ACCESS TO ALL WATER METERS AND BACK FLOW PREVENTION DEVICES. I I I - OF PIS LOW LEVEL ALARM 22. BACK FLOW PREVENTION DEVICES MUST BE TESTED ANNUALLY BY A NEW YORK STATE CERTIFIED TESTER. °' - III EL. 8.00 23. TEST REPORTS MUST BE SUBMITTED TO BOTH THE WATER DISTRICT AND THE APPROPRIATE COUNTY DEPARTMENT OF HEALTH. 0 _ ` ' - - CAST IRON WEIGHT 24. ALl INSTALLATIONS SHALL CONFORM TO BOTH THE WATER DISTRICT'S RULES AND REGULATIONS, PLUMBING CODES, AND NEW _ YORK STATE HEALTH DEPARTMENT REGULATIONS. '(01 - I (-III III 25. LAYOUTS SHOWN ARE APPROXIMATE. ADJUSTMENTS MAY BE REQUIRED TO SATISFY FIELD CONDITIONS. ALL ADJUSTMENTS title SHALL BE SUBJECT TO THE APPROVAL OF THE WATER DISTRICT. L` 26. THE INSTALLER SHALL SUBMIT A CATALOG OF SPARE PARTS TO THE OWNER. 27. UNLESS SPECIFICALLY SHOWN, VALVES SHALL BE BALL VALVES OR RESIDENT WEDGE GATE VALVES. ALL VALVES SHALL HAVE SANITARY a BOLLARD DETAIL NON-RISING STEMS. N.T.S. M U LTI R 0 D E PROBE DETAIL BACKUP HIGH LEVEL FLOAT 28. BACK FLOW PREVENTION DEVICES SHOWN OR SPECIFIED ARE PRESENTED AS A GUIDE. EQUIPMENT MAY BE FURNISHED FROM DETAILS 4 ANY MANUFACTURER DEEMED ACCEPTABLE BY THE WATER DISTRICT. N.T.S. MOUNTING DETAIL 29. UNLESS OTHERWISE NOTED, WATER UNES SHALL BE INSTALLED WITH A MINIMUM COVER OF 5'- 00 . c N.T.S. 30. TO AVOID DIRECT CONTACT WITH CONCRETE, THE PROPOSED PIPING SHALL BE WRAPPED WITH MINIMUM 1" THICK FOAM INSULATION PRIOR TO CONCRETE POUR - TYPICAL 3 31. INSTALLATION OF BACKFLOW PREVENTION DEVICES TO CONFORM WITH SUFFOLK COUNTY WATER AUTHORITY AND SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES AND NEW YORK STATE DEPARTMENT OF HEALTH STANDARDS. v v CL drawn by: ami checked by: CFD sZ. a`. scale: AS NOTED E a- 0 0 If project number. 17106.000 r;i 0- 6 m a� I C� sheet number rn v THE EDUCATION LAW OF THE STATE OF NEW YORK O O PROHIBITS ANY PERSON FROM ALTERING ANYTHING (V O IN THE DRAWINGS AND/OR THE ACCOMPANYING SPECIFICATIONS, UNLESS ITS UNDER THE DIRECTION FM8 OOF A LICENSED PROFESSIONN AL ENGINEER, WHERE N 0 SUCH ENGIN ALTERATIONS MUST SIGN SEAL, DATEAND DESCEIONAL RIBE 4THE FULL DRAWING AND/OR IN NFTHE THE SPECIFICATION ATION N THE U_ 0_ (NYS ED. LAW SECTION 7209-2) Foundation Foundation F-"­­�Foundation �7:�........ Foundation Foundation Desig n,P.C. Design,P.C. Design,P.C. Design,P.C. Deign,P.C. SaL-VMROCK-GROUNDWAMP Test Pit Log EAST. GRADE: 16.87 93L-EMROCK-GROUNDWEP Test Pit Log EAST. GRADE: 26.72 SCIL-BEDROCK-GRO(tJDWATER Test Pit Log EXIST. GRADE: 20.11 SOL-EEERM-GZOIJhUWAJIE�k Test Pit Log EXIST. GRADE. 20.86 WAL-FOROCK-GRXXM%V,_TER Test Pit Log EXIST. GRADE: 20.44 Project No. 4402.0 Page 1 of I Test Pit No. TP18-1 Project No. 4402.0 Page 1 Of I Test Pit No. TP18-2 Project No. 4402.0 Page I of I Test Pit No. 618-3 Project NM 4402M Page I Of I Test Pit No. 818-4 ProctNo. 4402.13 Page I of I Test Pit No. 018-5 Project Name Vineyard View,North Roack;CmM Lite 48,Southold:New York Project Name -Vineyard View,North Road/Cow"route 48,;;uftId;New York Project Name Vineyard View,North Road,County rout-48,Southold,Npw York ProjectName Vineyard View,North PoMroute 48,Southold,New York Prod Name Vineyard View,North Roaj,_'_Cmx*y route 49,Southolcl,New York Client Confer Realty LLC,1000 University Avenue,Rochester,New York 14607 Client Con ter Realty LLC,1000 Uniyersky Avenue,Rochester,New York 14607 Client Con da Reaky LLC,1000 University Avenue,Rochester,New York 14607 Client Conten Realty LLC,1000 University Avenue,Rochester,New York 14607 Client -Center Realty LLC,10DO University Avenue,Rochester,New York 14607 Elevation Weather Cloudy I 30s Technician T.Beyer Elevation Weather CloWy/30s Technician T.Bever Elevation Weather Cloudy I 30s Technician T.Beyer Elevation Weather Cloudy!30s Technician T.Beyer Elevation Weather Cloudy I 30s Technician T.Beyer Date Started 1-21-18 Completed 1-2+18 Operator Jay Date Started 1-24-18 Completed -1-24-18 Operator Say Date Started 1-24-18 Completed 1-24-18 Operator Jay Date Started 1-24-18 _ Completed 1-24-18 Operator Jay Dat(Started 1-24-18 _ Completed 1-24-18 Operator Jay Badchoe Subcontractor Terry Contracting&Materials Equipment CAT 3250 Excavator Terry Contracting&Materials Equipment CAT 325D Excavator Backhoe Subcontractor Terry Contracting a Materials Backhoe Subcontractor Terry ContradirV Materials Equipment CAT 325D Excavator Backhoe Subcontractor Equipment CAT 325D Excavator Badhoe Subcontractor Terry Contracting&Materials Equipment CAT 325D ExcarratDr Depth Depth Soil and Rock Classifications Depth Depth Soil and Rock Classifications Depth Depth Soil and Rock Classifications Depth Depth Soil and Rock Classifications Delith Depth Soil and Rock Classifications Below Sample of Below Sample Of Below Sample Of Below Sample of Beow sample Of Surface Number Sample Remarks Surface Number Sample Remarks Surface Number Sample Remarks Surface Number Sample Remarks Suface Number Sample Remarks TOPSOIL 06" TOPSOIL TOPSOIL 010" TOPSOIL 0'6" TOPSOIL Firm tan-light brown moist SAND,little rrrf gravel,trace silt Firm tan damp SAND,trace m4 gravel,trace sit Loose tan-orange-brown Moist SAND,trace m-f gravel,trace silt Loose tan-light brown mDist SAND,trace c-m4 gravel,trace silt Loose tan-light brown moist SAND,brace c-m4 gravel,trace silt 1300 Walt Whitman Road,Melville, New York 2 2 2 2 11747 Phone 631300 1010 3101, 26" owner/developer. 4 4`0" 4 5-1 24 4D" 4 410" 4 S-1 2'4! Firm tan-birwin moist SAND,little c-m-f gravel,trace sift Firm tan-brown-orange moist to wet SAND,little c-m-f gravel,trace silt CONIFER REALY LLC 4 1 83 E.Main Street,Suite 600, Firm fightgnay mist SILT,little m-f sand,ham day Compact tan moist SAND,little m-f gravel,trace silt Firm tan-brown mist SAND,little m-f gravel,trace silt Rochester, New York 14604 6 1 6 6 1 6 1 6 Site/Civil Consultant Him orange-tan saturated SAND,little silt,little gravel,trace clay 106" 1oro" 10'0" olp" 1010" Test pit terminated at 1015" Test pit terminated at 1010" Test pit terminated at 1010" Test pit terminated at 1010" lTest pit terminated at 100" 10 1 10 10 10 10 L K MdUEAN A830CIATE8r P.C. Notes: Notes: Notes: Notes: Notes: LONG ISLAND, NY 1. Sides collapsing upon completion 1. Sides collapsing upon completion 1. Sides collapsing upon completion 1. Sides collapsing upon completion 1. Sides collapsing upon completion 437 SOUTH COUNTRY RD., 2. Water at 80". 2. Test pit dry upon completion. 2. Dry on completion. 2. Dry on completion. 2. Water at 96". BROOKHAVEN, NEW YORK 11719 1 12 1 3. Staked locations and elevations provided by L.K.McLean. J 1 12 1 3. Staked locations and elevations provided by L.K. McLean. 1 12 1 3. Staked locations and elevations provided by L.K.McLean. 12 1 3. Staked locations and elevations provided by L.K.McLean. _J 3. Staked locations and elevations provided by L.K.McLean. Tel 631.288.8668 VINEYARD VIEW Foundation Foundation ~ Foundation dation NORTH ROAD Design,P.C. Design,P.C. Design,P.C. foundaton `—' Foundaton SUL-HITROCK-6ROLVDW)9TTR Design,P.C. Desig n,P,C. TOWN OF SOUTHOLD, N.Y. 11939 SOIL-BEDROCK-GROLMWAIER Test Pit Log EXIST. GRADE: 20.27 SUL-BEDROCK-(AOUMWATB� Test Pit Log EXIST. GRADE- 20.62 Test Pit Log EXIST. GRADE: 21.62 Test Pit Log EXIST. GRADE. 22.70 SOIL-RPROCK-GR0JWW41M Test Pit Log EXIST. GRADE: 22.67 Project No. 4402.0 Page I of 1 Test Pit No. B18_6 Project No. 44021) Page I of I Test Pit No. 818-7 Project No. 4402.0 Page 1 Of 1 Test Pit No. 61" Project No. 4402.0 Page I Of I Test Pit No. B18-9 Project No. 4402.0 Page I of I Test Pit No. . 018-10 Project Name Vi: yad View,North Poad,'_Caunty route 48,Southold,New York Project Name Vineyard-View,North Roix!!County route 48,-Southold,New York Project Name Vineyard View,North Road/County route 48,Southold,New York Project Name Vineyard View,North RoackCounty route 48,Soutfiold,New York Project Name Vineyard View,North Road/County routr 48,Southall,New York Client Coriffer Realty LLC,1000 University Avenue,Rochester,New York 14607 Client Confer Realty LLC,1DOO University Avenue,Rochester,New York 14607 Client Confer Realty LLC,1000 University Avenue,Rochester,New York 14607 Client Conifer Realty LLC,1000 University Avenue,Rochester,New York 14607 Client Confer Realty LLC,1000 University Avenue,Rochester,WN York 14607 Elevation Weather Cloudy/30s Technician T.Beyer Elevation Weather Cloudy 1 30s Technician T.Beyer Elevation Weather Cloudy/30s Technician T.Beyer Elevation Weather Cloudy/30s Technician T.Beyer Elevation Weather Cloudy/30s Technician T.Beyer Date Started 144-18 Completed 1-24-18 Operator Jay Date Started 1-24-18 Completed 1-2+18 Operator Jay Date Started 1-24-18 Completed 1-24-18 Operator 12FY Date Started 1-24-18 Completed 1-24-18 Operator Jay Date Started 1-24-18 Completed 1-24-18 Operator Jay Te Contracting&Materials Backhoe Subcontractor Equipment CAT 325D Excavator Backhoe Subcontractor Terry Contracting&Materials Equipment CAT 325DExcavator Backhoe Subcontractor Terry Contracting&Materials Equipment CAT 325D Excavator Backhoe Subcontractor Terry Contracting&Materials Equipment CAT325DExcavator Backhoe Subcontractor Terry Contracting&Materials Equipment CAT 325DExcavator Depth Depth Soil and Rock Classifications Depth Depth Soil and Rock Classifications Depth Depth Soil and Rock Classifications Depth Depth Soil and Rock Classifications Depth Depth Soil and Rock Classifications Below Sample Of Below Sample Of Below Sample of Wow Sample Of Below Sample Of Surface Number Sample Remarks Surface Number Sample Remarks Surface Number Sample Remarks Surface Number Sample Remarks Sutfaoe Number Sample Remarks TOPSOIL 013, TOPSOIL lip TOPSOIL IT)", TOPSOIL TOP901L 0'6"' Loose tan-orainge-brown moist SAND,little Siltr trace c-m-f gravel Firm to compact grey damp SILT,some clay,trace course sand,trace Firm tan-orange moist SAND,little sift,trace m4 gravel Firm tan-orange moist SAND,little c-m4 gravel,trace sift. Firm tan-orange moist SAND,little c-m-f gravel,trace silt fine gravel 2 2 2 2 2 con f le WEAL 91TAT9 DIVELOPUtNt.COKStSUCTION&MANAdCUENT 4 S-1 2-4' Firm tan-brown moist m-f SAND,little c-rrt-f gravel,trace silt. 3101, 4 1 4 4 4 seal t E,� 6 6 S-1 4-6' 6 66 GO Nr Qr A' C; BID" 3 Firm light brown-grey wet SAND,little c-fn-f gravel,little silt Firm light brown-tan saturated SAND,little c-m-f gravel,trace silt Compact light brown wet to saturated SAND,little c-m-f gravel,trace silt al c 100" 10101 lov 100" 1010" 0 Test pit terminated at 1010' Test pit terminated at 1010" Test pit terminated at 10T)" Test pit terminated at 1010" Test pit terminated at 10W M 10 10 10 S-1 61401 10 8�401 10 issued date description Notes: 12/19/2018 GENERAL REVISIONS Notes: 1. Sides stable upon completion Notes: Notes: Notes: LL_1 1. Sides collapsing upon completion 2. Dry upon completion, 1. Sides collapsing upon completion 1. Sides collapsing upon completion 1. Sides collapsing upon completion 01/18/2019 REVISED PER 1/10/19 SCDHS LL 0 1 2. Waterat51%". 3. Staked locations and elevations provided by L.K.McLean. 2. Wateral:8'0". 2. WateratSID". 2. Water at 8'0'. COMMENT7 0 1 12 3. Staked locations and elevations provided by L,K.McLean. J 12 4. Standing water was observed adjacent to the test pit. 12 3. Staked locations and elevations provided by L.K.McLean. J 1 12 3. Staked locations and elevations provided by L,K McLean. _J 1 12 1 13. Staked locations and elevations provided by L.K.Mclean. L.L.I LL_ 0 0 0 Foundation (6 Desi g n,P.C. 0 Foundation Foundation , Foundation issued date description Design,P.C. CONTINUED Design,P.C. CONTINUEDrF Design,P.C. CONTINUED Boring Log EXIST. GRADE: 32.09 Project No. 4402.0 Page I of 4 Test Boring No. B18-1 Project No. 4402.0 Page 2 of 4 Test Boring No. B18-1 Project No. 4402.0 Page 3 of 4 Test Boring No. B18-1 Project No. 4402.0 Page 4 of 4 Test Boring No. B18-1 Project Name Vineyard View North Road/County Route 48,Southold,New York Project Name Vineyard View,North Road Count Route 48,Southold,New York Project Name Vineyard View,North Road/County Route 48,Southold,New York Project Name Vineyard View,North Rodd/County Route 46,Southold,New York Client Conifer Realty,1000 University Avenue,Rochester,New York 14607 Client Conifer Realty, 1000 University Avenue,Rochester,New York 14607 Client Conifer Realty,1000 University Avenue,Rochester,New York 14607 client Conifer Rea1000 University Avemlie,Rochester,New York 14607 Elevation Weather Cloudy/3(Ys Engineer T.Beyer Cloudy/30's Cloudy/30's Elevation Weather Cloudy/3(Ys Engineer T. Beyer Elevation Weather Engineer T.Beyer Elevation Weather Engineer T.Bever 0 Date Started 1-24-18 Completed 1-25-18 Driller J. Loomis Date Started 1-24-18 Completed 1-25-18 Driller J.Loomis Date Started 1-24-18 - Completed 1-25-18 Driller J.Loomis Date Started 1-24-18 Completed 1-25-18 Driller J.Loomis 4J Drng ompany: argerngCo. Groundwater:60" DilliEqipt CME-75 Truck RiDril InComny: Target Drillinoundwater:6'0" DrillinEquipment CME-75 Truck RiD rng umen - rucg g pag Co,, g g J rilling ompany: Tar g I(I C: illiCTt DilliCGdCet Drilling Co. Groundwater:60" Drilling Equipment CME-75 Truck Rig Drilling Company: Target Drilling Co. Groundwater:60" DrillinEquipment CME-75 Truck R 0 Blows Per Six Inches Visual Soil and Rock Classifications Blows Per Six Inches Visual Soil and Rock Classifications Blows Per Six Inches Visual Soil and Rock Classifications Blows Per Six Inches Visual Soil and Rock Classifications IN ;ample Depth IN ;ample Depth IN ample Depth IN 5ample Depth Ft. 0"/6" 6-/12- 12-/18- 18-/24- Value No. Remarks Ft. 07/6-r6-/12- 12-/18- 18"/24" Value No. Remarks Ft. 77779 76-712- 12-/18- 18"/24" Value No. Remarks Ft. 0"/6" 6"/12" 12"/18" 18"/24"Value No. Remarks WH 3 Topsoil 110. 9 10 Stiff grey moist CLAY,little sift,trace m-f gravel Very dense light brown saturated m-f SAND,little sift can 2 4 5 1 0'-2, Loose brown wet c-m-f SAND, little sift, trace m-f 11 15 21 10 30'-32' gravel 1 2 4 3 2 2'-4' 4'0' 64'0" 5 15 18 Compact brown saturated c-rn--f SAND,trace sift ' 35 65 Very dense light brown saturated 74 SAND,little sift 95 fitle 66 1 1 LZ 18 25 36 3 4'-6' Very dense brown moist c-m-f SAND and SILT, little 13 is 17 24 32 11 35'm37' S-11 Hard 28 50/6 50/6 17 65'-66' 23 24 m-f gravel 15 1 40 69 1 4 1 6'-8' SOIL BORING > 13 1 50 50 5 814 10 40 1 70 100 LOGS 23 28 8 11 38 5013 50/3 18 70'-70'9' 28 39 18 15 46 6 ff-12' S-6 Dense 12 16 1 23 12 40'-42' S-12 Stiff 40 44 79 21 nod-102 102'0° 13'6' - Boring terminated at 102f0" Firm brown saturated c-m--f SAND,little silt,little - m-f gravel 45 1 751 1 1 105 6 7 10 12 7 12 S-13 6 12 13 7 15'-17' Hard S-19 Compact7' 1 15 19 27 13 45'147' 25 so 37 19 75'-77' drawn by: BRC checked by: CFD Q. :20 so 80 111.0 10 6 8 11 scale: AS NOTED ECL 6 6 12 8 20'-22' 13 20 24 14 50'-52' S-14 Stiff 0 project number. 17106.000 25'0' 'Its Very dense brown Saturated m-f SAND, little silt, 55 Compact brown saturated c-rrrf SAND,trace f gravel, 85 1 1 115 28 27 trace m-f gravel it 13 trace silt 38 42 UJ 0 31 29 58 9 25.27' 9 a 21 25 34 15 55'-57' 50/4 92 20 as'-86'4" S-20 Very dense sheet number T- c) 286" Notes: Notes: Notes: THE EDUCATION LAW OF THE STATE OF NEW YORK 0 0 1 1 Notes: PROHIBITS ANY PERSON FROM ALTERING ANYTHING 04 6 1.Water at 6'0". IN THE DRAWINGS AND/OR THE ACCOMPANYING 1.Water at 6'0" 1 1.Water at 67. 1.Dry upon completion. SPECIFrATIONS, UNLESS ITS UNDER THE DIRECTION c'!(0 2.Bore hole backfilled using auger spoils, 60 2. Bore hole backfilled using auger spoils. 90 2.Bore hole backfilled us"auger spoils. 2.Bore hole baMiled vising auger spoils. OF A LICENSED PROFESSIONAL ENGINEER, WHERE 0 1 1 1 SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL C14 N:=No.of blows to Drive_L Spoon Ir with 140 lb.Wt.3W Ea. Blow N=No.of blows to DriveZ Spoon JZ with JM lb,M.J(r Ea.Blow N=No.of blows to Drive Spoon 1401b.Wt.30"Ea.Blow N=No.of blows to Drive FM9 -2: _L Spoon JZ with JAQ lb.Wt.M Ea,Blow ENGINEER MUST SIGN, SEAL, DATE AND DESCRIBE .0 THE FULL DMNT OF THE ALTERATION ON THE LL_ 0) DRAWING AND/OR IN THE SPECIFICATION (NYS ED. LAW SECTION 7209-2) a. I