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of Saor�olG Town of Southold * * P.O. Box 1179 woe 53095 Main Rd urm�' Southold, New York 11971 CERTIFICATE OF OCCUPANCY No: 46556 Date: 10/07/2025 THIS CERTIFIES that the building ACCESSORY-NEW STRUCTURE Location of Property: 2740 E Mill Rd Mattituck, NY 11952 Sec/Block/Lot: 100.-5-1 Conforms substantially to the Application for Building Permit heretofore,filed in this office dated: 11/22/2024 Pursuant to which Building Permit No. 5 16 10 and dated: 02/05/2025 Was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: Accessory pole barn as applied for. The certificate is issued to: Luke Johnson , Rachel Johnson Of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL: ELECTRICAL CERTIFICATE: 51610 10/6/2025 PLUMBERS CERTIFICATION: i A h rize Signature Of Sao ryo TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN CLERK'S OFFICE SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 51610 Date: 02/05/2025 Permission is hereby granted to: Luke Johnson 2740 E Mill Rd Mattituck, NY 11952 To: Construct a new post frame building accessory to an existing single-family dwelling as applied for. Structure must maintain a minimum side and rear yard setback of 25 feet. Premises Located at: 2740 E Mill Rd, Mattituck, NY 11952 SCTM# 100.-5-1 Pursuant to application dated 11/22/2024 and approved by the Building Inspector. To expire on 02/05/2027. Contractors: Required Inspections: Fees: Accessory-New Structure $1,505.00 CO Accessory Structure $100.00 Total $1,605.00 Building Inspector SO!/r�,ol Town Hall Annex Telephone(631)765-1802 54375 Main Road P.O.Box 1179 G Q Southold,NY 11971-0959 �� • ao Jamesh southoldtownny.aov BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICAL COMPLIANCE SITE LOCATION Issued To: Luke & Rachel Johnson Address: 2740 East Mill Road city:Mattituck st: New York zip: 11952 Building Permit* 51610 Section: 100 Block: 5 Lot: 1 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: Sabat Electric Electrician: Mark Sabat License No: ME-4204 SITE DETAILS Office Use Only Residential X Indoor X Basement Service X Commerical Outdoor X 1st Floor Pool New X Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 1 ph X Heat Duplec Recpt 22 Ceiling Fixtures 3 Bath Exhaust Fan Service 3 ph Hot Water GFCI Recpt 5 Wall Fixtures 2 Smoke Detectors Main Panel 200a A/C Condenser Single Recpt Recessed Fixtures CO2 Detectors Sub Panel A/C Blower Range Recpt Ceiling Fan Combo Smoke/CO Transfer Switch UC Lights Dryer Recpt Emergency Strobe Heat Detectors Disconnect Switches 7 4'LED Exit Fixtures Sump Pump Other Equipment: 9 2ft led fixtures Notes: SERVICE/BARN Inspector Signature: Date: October 6, 2025 2740 a mill rd �o�a0FS0(/1,�°6 # # TOWN OF SOUTHOLD BUILDING DEPT. 631-765-1802 NSPECT[O'N [ FOUNDATION 1 ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ]. INSULATION/CAULKING [ ] FRAMING /STRAPPING [ ] FINAL [ . ] .FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] -FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: o S �- 1��I/J �-S gf- 1 " DATE �� INSPECTOR OF SO//TyO`o # TOWN OF SOUTHOLD BUILDING DEPT. cou 631-765-1802 INSPECTION [_ ] FOUNDATION 1 ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] rlN LATION/CAULKING [ 1 FRAMING /STRAPPING [ L [ ] FIREPLACE & CHIMNEY [. ] FIRE SAFETY INSPECTION [ ] FIRE-RESISTANT CONSTRUCTION [ . ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL,(ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: L -dv �� DATE INSPECTO of 5ouyo� *' I , # # TOWN OF SOUTHOLD .BUILDING DEPT. 631-765-1802 'INSPECTION [ ] FOUNDATION 1 ST/ REBAR [ . ] ROUGH-PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING/STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [SQ ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: eru Cst oufsro(,e w sAe,l t '\ e o � -o4e c-+ r ex o,rApor4 n eA br DATE Z6 INSPECTOR OF SOUIyOIo �i 6 10 c9 7410 L ' ` 1 r • -`mil. # TOWN OF S.OUTHOLD BUILDING DEPT. o 631-765-1802 INSPECTIO-N [. ] FOUNDATION 1ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATIOWCAULKING [ ]. FRAMING /STRAPPING [ ] .FINAL [ ] FIREPLACE & CHIMNEY [ "] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [X] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: 16arn. DATE INSPECTOR a} sic� io __ V� R 1 - - MELD INSPECTION REPORT DATE COMMENTS IOUNDATION (1ST) -------------------------------------- n C FOUNDATION (2ND) — — Cn ROUGH FRAMING& - -- - -- __ PLUMBING O -- N - 1 r INSULATION PER N. Y. STATE ENERGY CODE — - -- - �� _ vv FINAL - - ADDITIONAL COMMENTS -_z % -pat of 1 (e05 QIO+cv__ 3 4570 J o d TOWN OF SOUTHOLD-BUILDING DEPARTMENT y� Town Hall Annex 54375 Main Road P. O. Box 1179 Southold,NY 11971-0959 Telephone(631) 765-1802 Fax.(631) 765-9502 https://www.southoldtowM.gov f Date Received APPLICATION FOR BUILDING PERMIT For Office Use Only PERMIT NO. I O Building Inspector: N OV 2 2 2024 Applications and forms must be filled out in their entirety. Incomplete applications will not be accepted. Where the Applicant is not the owner,an; ) ul@ : s�I g=1^:z sat�e �afr Owner's Authorization form(Page 2)shall be completed. -Rvwn,C=,'`= =iyOld Date: OWNER(S)OF PROPERTY: Name: +,-Gtl�e+{QA�JGIPI'►�Sd✓1 SCTM #1000- Project Address: 7-7y o L lti,C�4- Al 11.Vtd. Phone# �1,-3�s-�flo3 Email: ramie l S�aw�- e.®r `o • C.�nn Mailing Address: '1 14 o iC&Sd- H.k% P-d .� M�-lt-4v-C c- CONTACT PERSON: Name: Mailing Address: _2-74o,E&s4- V,1' ,. Phone#: //`` 3�\ 3"I i 4®d 3 Email: DESIGN PROFESSIONAL INFORMATION:' Name: - . . .. . Mailing Address: ZZ -DgeNVtC, 2-04 S� Phone#: -(1-, Email: CONTRACTOR INFORMATION: Name: .tp 'E&bYi 6d,,3i0,n. Mailing Address: ((o V AWZ . .(fir M q 1 t93?. Phone#:(lo�i�.4PL(-�Z3o. Email: �Ghrf�a�F�_on (0j®@. look_.co,,n. DESCRIPTION OF PROPOSED CONSTRUCTION gNew Structure ❑Addition ❑Alteration ❑Repair ❑Demolition Estimated Cost of Project: ❑Other Will the lot be re-graded? ❑Yes ONO Will excess fill be removed from premises? ❑Yes VfNo 1 PROPERTY INFORMATION Existing use of property: R&; Intended use of property: t Zone or use district in which premises is situated: Are there any covenants and restrictions with respect to this property? ❑Yes eNo IF YES, PROVIDE A COPY. Check Box After Reading: The owner/contractor/design professional is responsible for all drainage and storm water issues as provided by Chapter 236 of the Town Code. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold,Suffolk,County,New York and other applicable Laws,Ordinances or Regulations,for the construction of buildings, additions,alterations or for removal or demolition as herein described.The applicant agrees to comply with all applicable laws,ordinances,building code, housing code and regulations and to admit authorized inspectors on premises and in building(s)for necessary inspections.False statements made herein are punishable as a Class A misdemeanor pursuant to Section 210.45 of the New York State Penal Law. Application Submitted By(print name):TAC,�, ori ❑Authorized Agent 530wner Signature of Applica Date: l l I2Z�L� STATE OF NEW YORK) MATTHEW SANCHEZ NOTARY PUBLIC NEW YORK SU FOLK COUNTY COUNTY OF ) I.IC.#01SA0012649 COMM.EXP.08/25/2027 Rac,he,l being duly sworn, deposes and says that (s)he is the applicant (Name of individual signing contract)above named, (S)he is the D1x1 r-t�v-- (Contractor,Agent, Corporate Officer, etc.) of said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this application;that all statements contained in this application are true to the best of his/her knowledge and belief;and that the work will be performed in the manner set forth in the application file therewith. SCw�o�rin before me this d"d" day of 20 y Public PROPERTY OWNER AUTHORIZATION (Where the applicant is not the owner) I, residing at do hereby authorize to apply on my behalf to the Town of Southold Building Department for approval as described herein. Owner's Signature Date Print Owner's Name 2 EtE9W 0 AY - 5 2025 1 UFFOL BUILDING DEPARTMENT-Electrica n ectr K ' TOWN OF SOUTHOLD h� y � �.�ildcn epar$��aea�t y = Town Hall Annex- 54375 Main Road - PO I outhold *► Southold, New York 11971-0959 �y� ape Telephone (631) 765-1802 - FAX (631) 765-9502 1 . 4iamesh(ab-southoldtownny.gov - seand(cD-southoldtownny.gov APPLICATION FOR ELECTRICAL INSPECTION ELECTRICIAN INFORMATION (Ail Information Required) Date: `i 1 riz,V Company Name: 51���� �lEe-�-� ►"� Electrician's Name: ey) ch r c 6 r License No.: LIDA A4 i!�_ Elec. email: S Elec. Phone No: .G ` -77 -Yy8 request an email copy of Certificate of Comp' nce Elec. Address.: G .4 lc..n4 119 JOB SITE INFORMATION (All Information Required) Name: L-Lty c.�l.Aht( 1,Tbh r+ Address: r11Lio E. ii"•l,"l\ �Ld- �Ar?c�i 11. '! igV_Z Cross Street: Phone No.: <<a3 k) 2_52-—GvLo Bldg.Permit#: 1 o email: ra.%ci @Sgo_, ►- cz!_V.L,,vm Tax Map District: 1000 Section: 100 Block:65oo Lot:oolo Oo BRIEF DESCRIPTION OF WORK, INCLUDE SQUARE FOOTAGE (Please Print Clearly): ?base Square Footage: 1,2atoo Circle All That Apply: Is job ready for inspection?: YES ZNO ❑Rough In Final Do you need a Temp Certificate?: YES ❑NO Issued On Temp Information: (All information required) / Service Size[21 Ph❑3 Ph Size: JQ O A #Meters j Old Meter# Q Fj New Service0 Fire ReconnectOFlood Reconnect Oservice Reconnect DUnderground Doverhead # Underground Laterals 1 F12 H Frame Pole Work done on Service? fY nN Additional Information: . PAYMENT DUE WITH APPLICATION .&P. 57 lot O OP recA+ I0915�1� PERMIT# Address: Switches I, Outlets t G F I s Surface Sconces H H's UC Lts Fridge HW POOL Panel Fans Mini Fr. WAD Pump Exhaust Oven Sump Heater Trnsfmr Smokes DW Generator Salt Gen. Carbon Micro GrbDis Water BondLights Heat Pucks ERV HOT TUB/SPA Inst Hot DeHum Transfer Disc Combo Cooktop Minisplit Blower AC AH Mood Blower Service Amps Have Used Sub Amps Have Used Comments o�oSUFFot,��oG BUILDING DEPARTMENT-Electrical Inspector W x TOWN OF SOUTHOLD oy • �� Town Hall Annex-54375 Main Road-PO Box 1179-Southol;d, NY 11971-0959 ��l �a0 Telephone (631)765-1802 Temporary Certificate # 18 4 Date Mdt4 S� 2025 Customer Name L i R-li—el-Til—LIVISDeN Electrician Names ce- j . Address 0 £ , KA jI d, VIA Phone lo,3 • - y 8S e-mail ac.lne.j (,t) 5S6,W%—c p e-mail c t c-(,►�c v+n �•m Phone • zS2 - le:2 2 0 License# 4 2 0 4- rv►c Size AOD A Phase / Overhead Underground #of Meters B Remarks #of Underground Laterals 1 New "H" Frame or Polel H P Fire Reconnect Was work done on Service? Y/N Flood Reconnect Old Meter# Service Reconnected Application for electrical service equipment is on file with the town of Southold.On the applicant's notification that this installation is complete,the town will conduct a premises inspection of the service equipment. This verification is valid for 90 days from the date above. Authorized by ECEHE SUfFO1,��OGy BUILDING DEPARTMENT-Electrica n ector Y - 5 2025 TOWN OF SOUTHOLD uIld apartment y = Town Hall Annex- 54375 Main Road - POyNouthold " Southold, New York 11971-0959 Telephone (631) 765-1802 - FAX (631) 765-9502 iamesh(a-)southoldtownny.Qov- seandA-southoldtownny.gov APPLICATION FOR ELECTRICAL INSPECTION ELECTRICIAN INFORMATION (Ail Information Required) Date: 1:)'02-V Company Name: Electrician's Name: r'Yl ct,r k-- rr License No.: ,6,D I5' Elec. email: ,=A 6,zt ,Q e G w i c tttc 16 Elec. Phone No: request an email copy of Certificate of Comp ' nce Elec. Address.: ma4a I JOB SITE INFORMATION (All Information Required) . Name: l.ix1(.<--+-4.Aht( qbh rt s v r, Address: �2.1 Li o E."%ft tk &2 nA&W V 1 qVL Cross Street: Re�✓t Phone No.: Cfo3 2.52--bozo Bldg.Permit#: 5%(o,o email: I(ate %cl O SSa-.n- Co! ,L Tax Map District: 1000 Section: i oo Block:dSOo Lot:oo o©o BRIEF DESCRIPTION OF WORK, INCLUDE SQUARE FOOTAGE (Please Print Clearly): VuLrnAon j �c> a-vv-.e Ct it z. +1 pot.e.f>4v-^, ®� � t-r_j1 k(a-rp ,,x f®0Q Z ?b' asF Square Footage: Circle All That Apply: Is job ready for inspection?: 0 YES NO Rough In Final Do you need a Temp Certificate?: �A/YESF-]° NO Issued On Temp Information: (All information required) Service Size Ph 03 Ph Size: .Zg O A #Meters Old Meter# C> New Service0 Fire Reconnect[]Flood ReconnectOService Reconnect OUnderground❑overhead # Underground Laterals FVf1 2 H Frame FPole Work done on Service? �fY DN Additional Information: . PAYMENT DUE WITH APPLICATION 13,yP 4- 5J to t o 63 v ecA+ l ogc192- i • SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES SINGLE FAMILY DWELLING ONLY App,(M! of Crnst,'11ded lurks s H.D. Re4. No. D /D/ I The sewp-.e ds:os,.•sun water supply ta:H:t;es at this tocation �Q V\ have o: .; bT i4.s Uepili lent anu are in CoMpilance WMI) (tIe4E ei Lu.,: pl'Ji1S O DATE E I;i:Lr OF GEINER �� L9A f101%A r00509 q5 00 S. A ` o. M \9 Ag L01 Op.Lg PDT Pse° 11 d�Qpa Ln o. to VIA n V �pJ. pl1G Ltµf y I GU1LOtt10 ll �\.•� 2 At^ t 1 C. i 1 A tt i0 lnG 9 O£`•� S COV2 ST E HTG p►,G6 " •�e %' Z 6 y L o µDJ`+ �b.„p 8 A Z i n,,,r ' BOO S, \ ppO Z D 0p Colic. 1' p Otp 4.CO y /'� 1 ►DE FLpOHPME O't71 I tL \\ gSDCKT,S to i\ ..� OVNE'tp cl .L � �a ♦NE gµ � • 3A - i Q�CL 3 r O �. 5- i i SURVEY FOR GEORGE J. FLAIG & JUDITH A. FLAIG IOCT. 8,1993 LOT N0. 1, "WOLF PIT POND ESTATES FEB. 3992 OCT. 17, 1991 AT MATTITUCK DATE! OCT, 8, 1991 TOWN OF SOUTHOLD SCALE: I"= 100, SUFFOLK COUNTY, NEW YORK NO. 91- 0854 N UPMUTNORILEO ALTERATION OR ADDITION TO MIS CERTIFIED 0' u sev[Y is A VIOLATION OF SECTION Tz09 OF THE GEORGE .FLAIG NEW YORA STATE EDUCATION LA JUDITH FLAIG N COPI L!P THIS SURVEY NOT KARMO THE LAND SUR VEVOR'S INREO SEAL ORLYBOSSED SEAL SHALL CHICAGO TITLE INSURANCE COMPANY NOT BE CONSIDERED TO K A VALID TRUE COPY NGUARANTEES INDICATED NER[ON SHALL RUN ORLY To HEALTH DEPARTMENT-DATA FOR APPROMLL TO CONSTRUCT THE PERSON FOR WHOM THE SURVEY Is PRE►ARLD AND ON HIS SAHALF TO THE TITLE COMPANY,OOVLAN- D NE►REfT WAM MIN YI RfOW[L d WATER ►RIWtL—.PUBLIC,,, NENTAL AGENCY AMC LENDING INSTITUTION LISTED _\ W f N SUFF CO.TA1f IBA!Of* 7iCTlOi1 IGLU BLOCK —EDT 1 HEREON,AND TO TH! Afft"Ks OF THE LENDING -:.YIt RTHEK ARE 00 DWELLINGS WITHIN 100 FEET OF THIS►ROPlRTY INSTITUTION, GUARANTEES ARE NOT TRANSPLRABLE OTHER THAN TIIOf[ SHOWN MINIONTO ADDITIONAL INSTITUTIONS OR SUBSEQUENT R TN[WATER SUPPLY AID GEWOM DISPOSAL SYSTEM FOR THIS RisIDEINL! DINNERS WILL CONFORM TO TNK STANDARDS OF THE SUFFOLN COUNTY DEPARTMENT R DI XIST374AING !MOWN NLMlON /BOY P110PERTI UREG OF NfALTN suvicgs. TOEMif TINS 1TR E NOTTUN T alAft FOR A SPECIFIC AIKICART PURPOSE AND ARE NOT TO■E USIOERECTION TO O YABLISN PRO/fRTY LIMES OR F011 THE !R[CTION �FENCES AOfMI[K ME TEL YOUNG a YOUN Ao,NEw YoR x NOTE: , =STAKE FOUND •=MONUMENT FOUND ALDEN W.YOUNG,PROFESStONAL ENGINEER SUBDIVISION MAP Ff LEDCOUNTY J THE OFFICE OFLE CLERK AND LAND SURVEYOR N.Y.S.UCENSENO.1284 OF SUFFOLK COUNTY ON JUNE 21,990 AS FILE NO.8963. I HOWARD W.YOUNG. LAND SURVEYOR w OTHE Low=OFw%LLgwhxmc TAwIsna ctwooLBlGP1 owwx HERRON N.Y.S.LICENSE NO.45e93 i AK"10111 READ 41111EVATOONS AND OR DATA OSTAIWO PROM OTHERS i ONANOIS A SON&INC. I I I i I i I I i i i i / Roqd APPROVED AS NOTED DATE:a-5-A5 B.P.# 5 1 W D FEE 0!5.OD BY COMPLY WITH ALL CODES OF NEW YORK STATE&TOWN CODES NOTIFY BUILDING DEPARTMENT AT REQUIRED AND CONDITIONS OF 631-765-1802 8AM TO 4PM FOR THE SOUL UTOWNS FOLLOWING INSPECTIONS: FOUNDATION-TWO REQUIRED FOR POURED CONCRETE 1MTS ROUGH-FRAMING&PLUMBING I'I.YS.DM INSULATION SIDIJPC FINAL-CONSTRUCTION MUST BE COMPLETE FOR C.O. ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE CODES OF NEW YORK STATE. NOT RESPONSIBLE FOR DESIGN OR CONSTRUCTION ERRORS TRUSS PLACARDING REQUIRED All exterior lighting Installed,replaced or repaired shall conform to Chapter 172 of the Town Code RETAIN STORM WATER RUNOFF PURSUANT TO CHAPTER 236 OF THE TOWN CODE i Structural Specifications and Notes a a Wood This plan is intended to reflect only the structural design of this building. The a I _ d 1. General Requirements ♦ ' 5 ' �6 " contractor shall review all applicable local, state, and federal building codes I A.Structural wood members and connections shall be of sufficient size or capacity to carry all design loads 4E) prior to the start of construction to ensure building conformance. Timber Tech m 3e 2n 3r 3r 0-le 3 2e 3 g e allowable design values specified in "The National Design specification for Wood without exceeding(n th Engineering, Inc. is not responsible for information pertaining to this project if . P P 9 P J •--I--•- -•• --I--�� -�- �-I- - -- - T - - - -z- - Construction" (NDS), and its"Supplement"by the American Wood Council (AWC). not shown on drawings or listed below. Revisions to the plans shall be I I I I A I \ O r (- B.Wood members used for load supporting purposes shall have the grade mark of a lumber grading agency 41 approved by engineer of record.All standards indicated in these notes shall \ ,� certified by the American Lumber Standards Committee. adhere to the referenced standards chapter of the governing code listed below. I I I I `� ) 2. Heavy Timbers / I A.Structural solid sawn timbers shall be designed, fabricated and installed in accordance with the NDS by r l� Building For : Design Requirements AWC. 2 Governing Code: 2020 Building Code of NY State (Structural Provisions Only) I I I I I \ a l-� ( B.Structural glued laminated soft wood timbers shall conform with the"American National Standard or 2. Risk Category: II I 5 I I I I f Structural Glued Laminated Timber"(ANSI 117 2306.1). 3. Dead Loads: 2e 1 2r 2r 1 2e 2e 1 2r 2r 1 2e C.Structural decking shall conform to the NDS. A.Roof 10 psf I I OI O IOOI O ID ( O 1 O i D.Glued laminated columns for post frame applications shall be manufactured with laminating combinations B.Floor 0 psf OI a *� P PP Luke 4. Live Loads: I 4 0 4 I I I I i / a ., ( that will provide a minimum design value of 2,150 psi for compressive stress(Fc), and 1,900 psi for bending stress (Fb).Do not cut, alter or remove truss or frame members without the written approval of the Johnson A.Roof 25 psf O i / B.Floor 0 psf a structural Engineer. I I I I I E.Handle frames and trusses with straps or slings so as not to mark wood surface. S.Truss Loads: I ( I ( I °� F.Do not cut, alter or remove truss or frame members without the written approval of the structural Engineer. A.Top Chord Live 25 psf I I / 1O\ e ( G.Provide accommodations for deflection, shrinkage and swelling of timbers where in contact with brittle 27d4O B.Top Chord Dead 5 psf 5 5 ! - - - _ - East Ro C.Bottom Chord Live 0 psf O� -I- - -I-"` -I- `� -I- -- materials. D.Bottom Chord Dead 5 psf 3e 2n 3r 3r 2n 3e 3 2e 3 3. Dimension Lumber 6. Snow Loads: a a A.All lumber species graded visually or mechanically, shall comply with the NDS by AWC, and the"American Softwood Lumber Standard"(PS 20) by the U.S. Department of Commerce. A.Design Roof Snow Load 25 psf B.Unless specified otherwise, the minimum girade and species for posts shall be#1 Southern Pine; the C.Flat Roof Snow(Pf) 25 psf Mattituck B.Ground Snow Load (P9) 30 psf C&C Wall Zones for C&C Roof Zones for C&C Roof Zones for minimum grade and species for beams, headers and other primary structural members shall be#1 NY 11952 Southern Pine. ' D.Snow Exposure Factor(Ce) 1.0 Enclosed, Partially Enclosed, Partially Open, or Enclosed, Partially Open, or C.Lumber used for secondary framing shall be#1/#2 Spruce-Pine-Fir(SPF)or better. F.Slope Factor (Css)) 1.0 E.Thermal Factor 1.2 Open, or Partially Partially Enclosed Buildings Partially Enclosed Buildings D.Post frame headers shall be two-span continuous beams with all multiple ply headers overlapping so that G.Snow Load Risk Factor(1) 1.0 Enclosed Buildings Gable Roofs, 6 > 70 Hip Roofs, 9 > 7' the butt joints for each ply do not occur at the same post. H.Drift Surcharge Load (Pd) n/a E.Mechanically laminated columns shall confiorm with ASABE EP 559.1. I. Drift Surcharge Width (w) n/a 8 = roof angle 6 = roof angle 4. Engineered Wood J. Unbalanced Snow Loads have been considered. A.Wood Atructural ll panels, anels 7. Wind Load (ASCE 7-16): including plywood, oriented strand board (OSB), and composite panels, shall meet the Ciesign Engineer : A.Basic Wind Speed (V) 127 mph requirements of voluntary product sttandard PS 1, and shall be identified with the appropriate B.ASD Wind Speed (Vasa=V-10.6) 98.4 mph trademark of APA-the Engineered Wood Association (APA-EWS). C.Wind Exposure Category C Cast-In-Place Concrete Metal Connectors, Bolts, and Anchors ii. Plywood, OSB and composite panells may be used interchangeably, unless specified on plan. 1. Concrete work shall conform to the following specifications by The American Concrete 1. Connections shall be designed and constructed according to AISC, and shall conform to the iii.All panels shall have the correct span rating for the application (i.e. roofing, flooring, siding). D.Building Enclosure Classification Enclosed Building Institutte (ACI). following: iv.Install panels with Ion dimension oir strength axis perpendicular to supports,E.Internal Pressure Coefficient(GC .) +0.18, -0.18 ( ) P 9 9 P P pports, and continuous across TTE DRAWING NUMBER: E414-24 P1 A."Buiilding Code Requirements for Structural Concrete" (ACI 318). A.Bolted connections shall be snug-tightened bearing type connections using Y4'diameter two or more spans unless specified otherwise on plans. F. Component&Cladding (C&C)Wind Load B."Holt Weather Concreting" (ACI 318, Sect. 26.5.5 &ACI 305R). ASTM A307 hex bolts, and ASTM A563C hex nuts, unless noted otherwise. v. Provide one eighth inch spacing at all panel ends and edges for expansion. i. Roof Zone 1 +23,-69 psf vi.Nailin schedule: i _�I2s •• C."Colld Weather Concreting"(ACI 318, Sect. 26.5.4&ACI 306R). B.Welded connections shall be in strict accordance with the stand��rds of the American g -_NEVI ii. Roof Zone 2e +23,-69 psf a.Wall and roof panels having s ' " I " /�oFi^r y 2. Materiials used shall adhere to the following: Welding Society(AWS), and the AISC. Use E-70 series electrodes for all welds. Welds P 9 /a", /,s , and /Z thickness shall be fastened w/8d 0.131"x2.5" nails; � a iii. Roof Zone 2r +23,-100 psf ( ) /SPY R9Y,p �'s iv. Roof Zone 3e +23,-100 psf A.Portland Cement: ASTM C150, type 1. for all fabricated components and brackets to be welded all around with fillet welds havingall thicker panels shall be fastened w/ 10d (0.148"x3") nails unless specified otherwise on plans. spacing panel edges- r v. Roof Zone 3r +23,-119 psf B.Fly jAsh: ACI 318, Sect. 26.4.1.1. a minimum size conforming to AISC Table J2.4 b. Nails p g at p shall be no more than 6 inches on centers unless specified otherwise E4 4-2 vi. Roof Zone 3(hip roof only) n/a psf C.Aggregates: ASTM C33, maximum aggregate size is one inch. C.Anchor bolts shall meet ASTM F1554 or A36/A 36M. Use 4"di,.ameter bolts with a 3" on plans. vii. Wall Zone 4 +36,-39 psf D.Fiberglass reinforcement: PC[ MNL 128 Standard. hook and 12" minimum embedment into concrete(unless othewise indicated). c. Nail spacing at intermediate supports: 073 �~ viii. Wall Zone 5 +36,48 psf E.Air-entraining admixture: ACI 318, Sect. 26.4.1.4. D.Expansion Bolts(interior applications): Use expansion anchors of the diameter and length %"and%s"wall panels w/studs/girts at 24"on center: 6 inches on center nail spacing unless F.Chemical admixtures: ASTM C494,water reducing. All concrete, except footings, shall indicated on the drawings as manufactured by Simpson Strong Tie or approved equal. specified otherwise on plans fi v,N " ix. Dimension a 4.6 ft. •All other conditions: 12"on center nails spacing unless specified _ conitain a water reducing admixture. No admixtures containing calcium chloride are Use Strong-Bolt Wedge Anchors in concrete and use sleeve anchors in brick and CMU. p g p cified otherwise on plans. it 8. Earthquake Design Data: 3 b Revision ai permitted. All other additives shall not be used without prior approval of the structural Fill CMU cells at all bolt locations. d. Start nailing at/"from panel edge. A. Equivalent Lateral Force Procedure englineer. E.Screw Anchors(interior applications): Use screw anchors of the diameter and length vii.Blocking around panel edges. B. Light Framed Wall with Shear Panels a. On walls, all panel edges shall be blocked with 2" nominal or wider framing.Timothy R.Royer P.E. NY Cert#73963 C. Mapped and Design Spectral Response Acceleration G.Vapnor retarder: Clear 8-mil thick polyethylene. indicated on the drawings as manufactured by Simpson Strong Tie or approved equal. p g 9� Expiration Roy Date: 03-31-2026 i. SS 0.175 3. Propoirtion normal-weight(145 pcf)concrete mixes to provide the following properties: Use Titen HD Screw Anchors in concrete and in CMU. Fill CMU cells at all bolt locations. b. On roof, blocking around panel edges is not required unless specifically specified on plans. A.Compressive strength: 4,000 psi at 28 days(unless noted otherwise). F.Screw Anchors(exterior applications): Use screw anchors of the diameter and length B.Structural Composite Lumber(SCL) IMPORTANT NOTE: , 0.10500 B.Slump limit: 3"-6"at point of placement without superplasticizer. Superplasticizers indicated on the drawings as manufactured by Red Head or approved equal. Use LDT i. All SCL members including laminated veneer lumber(LVL), parallel strand lumber(PSL)and ii. S This plan is approved for structural ii. Sol 0. 87 (ASTM C494, Type F or G) may be added to concrete that has a 2 to 4 inch slump Stainless Steel bolts, or LDT bolts with EnvireX coating in concrete and CMU. Fill CMU laminated strand lumber(LSL)shall conform to ASTM D5456. 9 g D. Occupancy Risk Factor, le 1.0 before the addition, and that is not warmer than 95 degrees Fahrenheit.The slum shall cells at all bolt locations. ii. Install as shown on this plan and according to the manufacturer's recommendations. ENGINEERING design or this building. g P g not exceed 7Yz"with the addition of the su er lasticizers. G.Connections exposed to weather or high relative humidity shal'be hot-di 5. Prefabricated Components P P P 9 Y p galvanized per P E. Site Class D P A.Metal Plate Connected Wood Trusses F. Seismic Design Category B C.Wafter-cement ratio: 0.45 maximum at point of placement. ASTM A153/A153M. G. Response Modification Factor(R) 2.5 D.Air content: 5 to 7 percent for concrete exposed to freezing and thawing, 2 to 4 percent H.Proprietary connectors and fasteners shall be installed per manufacturer's specifications i. Engineer, fabricate, and erect metal plate connected wood trusses for the design, loading (including 22 Denver Road , Suite B Denver PA 17517 elsewhere. to achieve the published load value, unless otherwise noted. Connectors and fasteners loading under truss loading, snow loading, wind loading sections, knee brace reactions- if an & > > H. Deflection Amplification Factor(Cd) 2.5 P other loading required b the IBC), spacing, and geometry shown on this Ian. Comply with TPI 1 4.Reinforcing steel shall be fabricated, detailed and placed in accordance with the ACI 318, by other manufacturers than those specified shall be equivalent or better load value. g q Y ) g rY P P Y Phone: 717-335-2750 Fax. 717-335-2753 I. Seismic Response Coefficient(Cs) 0.07 and shall conform to the following: "National Design Standard for Metal Plate Connected Wood Truss Construction" by the Truss Plate J. Design Seismic Base Shear(V) 1,950 lb Metal Cladding A.Deformed reinforcingbars: ASTM A615/A615M with a minimum yield strength of Institute (TPI). 9. Roof Rain Load: y g 1. Steel siding and roofing panels shall be fabricated from 26, 28, or29 gauge, grade E (80 (.) 60,000 psi (grade 60). ii. Submit shop drawings and structural) analysis data, signed and sealed by a qualified professional A. Rain Intensityr 6.53 in/hour ksi)structural quality steel, as specified in the drawing,with hot dipped galvanized coating B.Wellded wire fabric(WWF): ASTM A1064 flat sheets, not rolls. engineer engaged by the fabricator who is registered in the state where this project is located. 10. Lateral Soil Loads: conforming to ASTM A653/A653M or with an aluminum-zinc alloy coating conforming to C.Ties/Stirrups: ASTM A615/A615M, grade 40. ASTM A792/A792M lain products only). Wood truss design shall comply with the NDS by AWC. Equivalent Fluid Pressure (EFP) n/a psf/ft (p p y)• 5.ConcrEetework shall be executed according to the following: 2.Aluminum siding iii.Engage a fabricator who participates in a recognized quality-assurance program that involves 406 South Main Street P O Box 509 Ko uts I N L 6347 11. Lateral Stored Material Loads: g and roofing panels shall be fabricated from nomir.$1 0.018 inches thick, A.Corncrete shall be placed in the forms within 1Y2 hours after the introduction of cement to 3104 alto ,H38 temper, high inspection by an independent inspecting and testing agency acceptable to authorities having A. Equivalent Fluid Pressure (EFP) n/a psf/ft y p g strength aluminum conforming to AS ih�c B209. Aluminum the ag;regate unless otherwise approved by the engineer. ,,•x jurisdiction. Abide by guidelines set forth in"The Standard Responsibilities in the Design Process Phone: 219-766-2499 Fax: 219-766-2394 siding/roofing panels may not substitute steel panels if steel pane re specified in the Earthwork B.Curling compound shall be applied in a uniform layer over all cast-in-place surfaces at a drawing. Involving Metal Plate Connected Wo�od.Trusses" 1. Requirements I rates of not less than one gallon per 150 square feet of surface. Curing compound shall 3. Paint Finish: All panels,when required, shall receive a factory apped polyester coating iv.Dimension Lumber: comply with PS 20 for any lumber species, graded visually or mechanically. A.Provide a construction grade extending ten feet beyond building exterior walls. meet the requirements of ASTM-C309, Type 2, Class A or B. v. Connector Plates: structural quality steel sheet, zinc coated, complying with ASTM A653/A 653M, conforming to the manufacturer's specifications. Earthwork shall meet the requirements of Section 1804 of the IBC. C.Mamntain tolerances and surface irregularities within ACI 117 limits of class A for grade 33, G60 coating designation. t g 4.wall/roof shall be shop fabricated from material that is the same gauge and finish as the vi.lnstall and brace trusses accordingto"BCSI : Guide to Good Practice for Handling Installing, B.Excavate for foundations to subgrade elevations regardless of character of materials conocre.e exposed to view, and class C for other concrete surfaces. Floor slabs shall be wall/roof panels to which they are attached. Where practicable, fla;hings shall be g g, and obstructions encountered, unless otherwise approved by the structural engineer. screeded, floated and steel troweled to a smooth, dense and plane surface. furnished in maximum 1 Oft. lengths. Restraining, and Bracing of metal plate connected wood trusses"by TPI and SBCA. Install trusses 172 L u y be n Hills Rd . Kingston Springs TN 37082 C.Perform excavation work in compliance with applicable requirements of authorities D.Accurate) plumb, square, and true to line; and secure) fasten to supporting construction. � p� pp� q y position, support, and secure reinforcement. 5. Caulking Sealant shall be a gun grade or tape type non-hardening long-life butyl (for P q Y PP 9 having jurisdiction. i. Reinforcing bars shall lap 48 bar diameters at splices in concrete unless sealing metal-to-metal gasket joints), or gun grade non-acetic acid oared long-life silicone vii.Temporary bracing is the responsibility of the contractor and shall be installed according to the Phone: 615-378-1535 Fax: 615-378-1587 2.Materials otherwise noted. (for filling voids). All caulking or sealant shall be applied in a neat nanner with excess recommendations ofBCSIby TPI and SBCA. A.Satisfactory soil: ASTM D2487 unified soil classification groups GW, GP, GM, SW, ii. Provide corner bars to match all continuous reinforcing in concrete and masonry. caulking or sealant removed from exposed surfaces. viii.Permanent bracing shall be installed according to this plan and the manufacturer's design, SP, and SM; free of rock or gravel larger than two inches in any dimension, debris, iii. Reinforcing bar hooks shall be ACI standard. 6.Fasteners: All screw fasteners shall have a combination steel and ieoprene washer. as well as SBCA and TPI recommendations. Unless otherwise noted, all temporary bracing waste, frozen materials, vegetation, or other deleterious matter. iv. WWF shall have ends lapped one full mesh, and shall extend onto supporting Nails shall have a Fabroseal washer or equivalent. Fastener selecton and installation elements shall remain in place in the finished structure. Minimum lateral bracing of webs and B.Unsatisfactory soil: ASTM D2487 unified soil classification groups GC, SC, ML, MH, walls. shall be as recommended by cladding manufacturer. bottom chord members shall be as required by truss design. CL, CH, OL, OH, and PT. v. Chairs, bolsters, bar supports, and spacers shall be sized and shaped for 7.Installation of all metal cladding, at flashing, trim, sealant and fasterers shall be according ix.Do not alter, cut or remove truss members. C.Backfill and fill: satisfactory soil materials. strengthen support of reinforcement during concrete placement. to MFG. specs. x. Remove and replace wood trusses that are damaged or deficient. 3. Execution B.Structural Insulated Panels SIP E.Provide minimum concrete cover on reinforcing bars as follows: (SIP) A.Shallow post foundations have been designed in accordance with ASABE EP486 for i. Cast against earth................................................3" Fireblocking and Draftstopping (See IBC Chapter 7) i. Design and fabricate in accordance with the recommendations of APA-PDS Supplement 4.. Builder : an assumed allowable load bearin ressure of 2,000 sf. S read and stri 1. Vertical Fireblocking ii. Install as shown on this Ian and accordin to the manufacturer's recommendations. 9 P P p P rr. Exposed to earth or weather(#5 or smaller) P 9 foundations have been designed for an assumed allowable load bearing pressure of A. Fireblocking shall be installed at the ceiling line between posts fc all buildings that are 6. Pressure Preservative Treatment PPT Contralctor 9 9 P iii. Exposed to earth or weather(#6 or larger).......... 2" ( ) 2,000 psf No increases permitted). The contractor shall verify these assumptions, � 4„ to have a finished ceiling A.Pressure treatment to be performed according to the American Wood Preservers'Association (AWPA) P ( P ) fY P iv. Slabs and walls not exposed........................... .. . and shall immediately notify the structural engineer in writing of any deficiency. F.Install construction, isolation, and control joints as indicated on drawings. 2. Attic Draftstopping standards. B.Place backfill and fill in layers not more than eight inches in loose depth at optimum i. Control joint panels shall be rectangular in shape and shall not exceed a length A. Attic spaces of 3,000 square feet or more must have draftstoppirg installed in such a B.Pressure treated members shall have the inspection mark of an agency accredited by the American moisture content. Compact each layer under footings and slabs to a dry density of at to width ratio of 1.5. manner as to partition any area of attic space to less than or equcl to 3,000 square feet. Lumber Standards Committee. least 95 percent of maximum d density as determined b ASTM D1557 ii. Position of construction joints other than those shown on the drawings shall be B. Draftstopping in an attic space will consist of not less than 0.5 inn gypsum board or C.Preservative: chromated copper arsenate CCA alkaline copper quaternary ACGt , copper azole CA as IRP Fabrication P dry Y Y j g ( ), PP q rY( ) PP ( ) C.Bottom of exterior footings shall extend below the local frost depth elevation. This submitted to the structural engineer for approval. 0.375 inch wood structural panel or particle board (OSB), appliedto the entire face of specified by American Wood Protection Association. requirement does not apply to insulted foundations designed in accordance with G.Baclkfill shall be placed against both sides of stem walls simultaneously where truss(including eaves) in a manner that no passage is possible four one side of the D.Minimum waterborne treatment retention shall be 0.4 pcf for members above ground, and 0.6 pcf for ASCE 32. The top of interior footings shall be eight inches below finished floor unless applicable. No backfilling against walls shall be done until the slabs at the top and truss to the other. For raftered roofs, a light framework must be nade to hold members in contact with earth. a thickened slab is specified on the plan. bottom have been placed, unless the walls are adequately braced. Allow concrete draftstopping material. E.Treat indicated items and the following: wallls to cure for a minimum of fourteen days before backfilling. 3. Horizontal Draftstopping i. Wood members exposed to weather,or insect infestation. u Erollik g s H.Consult architectural, mechanical, and electrical drawings for additional openings not A. Horizontal drafstopping shall be installed at intervals not exceeding 10 feet in buildings ii. Wood members in direct contact with earth or concrete. 16 Yo Avenue that will have lined or finished interiors. Horizontal draftstopping vill consist of 2x boards iii.Wood members exposed to high moiis ure content > ° > ° shown on structural drawings, and for embedded items such as inserts, pipe sleeves, P g t e t( 19/°for dimension lumber, 16/o for glued hanigerstraps, etc. (of not lessthan 2"wide) installed vertically between horizontal will girts at each post laminated timber). I. The!contractor shall be responsible for stability and integrity of all excavations and both on the interior and exterior of the post. In lieu of 2x boards,C5 inch gypsum board iv.Wood members less than 12 inches above grade. existing structures. may be used as long as the fit is tight. See IBC Chapter 7 for addtional options. F.Field treat newly exposed wood where cutting, drilling or notching pressure treated lumber. 1Y 11933 Calverton IN G.Metal connectors used in treated wood shall) be hot-dip galvanized as per ASTM 153/A153M. H.All metal products installed in contact with treated wood shall be separated with a min. barrier of 30#felt paper. 7. Connections shall be designed and constructed according to the NDS by AWC and shall conform to the following: A.The APA rated sheathing attachment to roof and wall framing shall be as specified in Section 6 of Wood notes above. B.The minimum connection shall be two 16d (0.131"x3.25" nails), unless specified otherwise in other sections of notes or on the plans. C.Post Frame Construction Drawing Index i. Fasten each ply of header to post with 16d (0.131"0.25") nails or larger, unless different fastener is specified on the plans. ii. When a three ply header is specified)on plan, notch post to accept one ply. Cover Page Project Descriiption & Notes iii.When a four ply header is specified on plan, notch post to accept two plies-one notch on each side of post. iv.Unless specified otherwise on plans, fasten wall girts to post w/(2) 16d (0.131"x3.25")or larger Floor Plan, Cross Section A/1, Concrete Slab Edge Detail, Floor nails; at splice two nails are required on each side of splice. Control Joint IDetail, Steel Panel Fastening Detail v. Unless specified otherwise on plans, fasten roof purlins to trusses or rafters w/(2) 16d (0.131"x3.25")or larger nails except 3 nails around roof perimeter; at splice, two nails are required on each side of splice. 2 Cross Section B/2, 2 Ply Header Detail, Elevations D.Conventional framing shall be fastened as specified in IBC Chapter 23, unless specified`otherwise on tans. " P E.Other connections as per standard construction practice. Note: This plan is only approved for the structural design of this building. Additional �,++ information may be required to obtain a building permit. The contractor shall review all 01 local, state, and federal buillding codes prior to the start of construction to ensure building conformance. Revision #1 . This revision replaces all Original Certified Date 11/6/2024 previous certified drawings. See Cover Page Revision 1 Certified Date 1/24/2025 for certified drawing history being replaced. TTE Drawing Number: E414-24 i ......... .......... . ... 60' - Revision #1 . This revision replaces all previous certified drawings. See Cover Page 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 4'-0" for certified drawing history being replaced. �� i m 11 er ec ENGINEERING East:22 Denver Road,Suite B, Denver,PA 17517 Ph:717-335-2750 Fax:717-335.2753 28 Ga. painted metal roof West:406 S Main Street,PO Box 509 Kouts,IN 46347 0 3 Ply 2x8 SYP combination 49 or \-30"O Concrete footing, Double 2x6 SYP framing between p Ph:219-766-2499 Fax:219-766-2394 better glulam post at 8' o/c, typical typical at sidewalls trusses, fasten together w/two rows of 10d nails 8" o/c 2x4#2 or better SPF purlins, fasten to truss Southeast:172 Luyben Hills Road Kingston Springs,TN 37082 Fasten diagonal brace to double w/ (3) 0.135"x3y" R.S. gun nails, see Cross Ph:615 3781535 Fax:615 378-1581 ,- Section B/2 for requirements 2x6 framing w/(10) 16d nails spacingwww.timbertechen g.com a creative engineering firm, providing solutions and building relationships Fasten top chord of truss to eachA Fasten top and bottom chords of - - o ply of double 2x6 framing w/ (4) truss to each post w/ (6) 16d nails This drawing is the property of Timber 16d nails (into end grain) Tech Engineering, Inc. and reproduction, alteration or use of this drawing without the written consent of Timber Tech Engineering, Inc. is prohibited. Drawings 1 1 shall not be scaled to obtain dimensions. t, Trusses 4' o/c Fasten diagonal bracing to gable The contractors and builders involved on Extend all gable posts ~ _ post & stub post w/(10) 16d nails this project shall verify all dimensions and to top of top chord conditions before starting work and any Fasten top and bottom chords of discrepancy shall be reported to the o I truss to each post w/(6) 16d nails engineer in writing before starting work. Zo i IMPORTANT NOTE: A 2x6 SYP Diagonal brace (approximately 450 slope)w/ This plan is approved for structural design 2x6 SYP stiffener(flat) on top of brace, 8' o/c, fasten of this building. o I t tit together w/ 16d nails 12" o/c, diagonal brace required 1/24/25 ZD at gable posts & stub posts where truss exceeds 4', ��oF NEw y A (3) braces min. required at each endwall ��� �Y RAYS 0 O E4 4-2 OVA 60 28 Ga. painted steel siding FE 11 IRevision#1 / 3 Ply 2x8 SYP combination 49 or 2x4#2 or better SPF girts, 18" o/c max., Timothy R. Royer NY Eng. Cert # 73963 t better glulam post at 8' o/c, typical fasten to post w/ (5) 16d R.S. nails each Expiration Date: 03-31-2026 r CONTRACTOR: 24"QJ Concrete footling, RP Fabrication typical at endwalls 16 Youngs Avenue EO Calverton, NY 11933 2x8 SYP treated skirt board, fasten to post w/ (6) 16d hot I dip galvanized nails 1O DRAWING TITLE: 2 Ply 13/"xl1%" 1.8E, 2400Fb Concrete backfill Floor Flan 77 or better LVL headers, single 0O � #4xl2" Rebar thru post at Cross Section A(1 span, typical at overhead doors 8" above concrete footing ®nCrete Slab Edge Detail Floor Control Joint Detail e+'3 Concrete footing 00 tee panel Fastening Detail 4'A• ."I 24"0 8'-0" 4'-0" 12'-0" 4•0" 12'-0" 4'-0" 12'-0" 4'-0" PROJECT: 46'x69'x15'-6" Post Frame Cross Section A/1 Scaley" = 1'-0" Building for: Luke Johnson Floor Plan ScaleY" = 1'-0" 2749 East bill Road Mattituck, NY 11952 0 28 Gage (or 29 ga.) painted galvanized steel Note: Steel panels are an integral part of the PROJECT START 19-24-2924 building structural design. Install as per DATE: —/ Sawv cut to a depth of 1" or manufacturers recommendations and PROGRESS PRINT 24 yD (whichever is greater) these plans. Any deviation may be DATE: - � 6 Door and Window Schedlule Concrete slab (4)#5 Continuous rebar Controlled crack Placce cut within 4-12 hours detrimental to structural performance. REVISIONS: DATE: BY: ID Type Size Remarks _� (oncce aggregate is set) �. 1 Exterior Door 3'-0"x6'-8" 9 Lite "' -� 0 hange building height 1-24-25 rangy 2 Overhead Door 12'-0"x12'-0" 41 42 9 d .6 Butylce caulking or other 3 Overhead D000r 12'-0"x14'-0" . 4 WWF* apprcoved control joint filler 37%"Formed width Purlin bearing leg 36" Coverage 4' M Side Lap A Single Hung _T 3'-0"x4'-0" 16" Floor Control Joint Detail Scale %" = 1'-0"Note: In wind borne debris regions, doors &windcows are to be rated Wood framing Intermediate Roof Purlins and siding for impact resistance per Section 1609.2 of the; 2020 NY State Concrete S 1 a b Edge Detail Scale 1" = 1'-0" *Note: ,. Building Code. Ever other bar shall extend through control alnd construction At Overhead Door Openings y 9 Eaves, Ridge and Endla s - Roof Purlins joints. Cut one half of horizontal steel at these locations. #10x1y" screw typical g p r Steel Panel Fastening Detail ENGINEERED BY: DRAFTED BY: r MULL DRAWING NUMBER: PAGE: �414-24 1 of Revision #1 . This revision replaces all previous certified drawings. See Cover Page for certified drawing history being replaced. timbertech Ridge vent 28 ga. painted steel roof 2x4#2 or better SPF purlins 20" o/c for first 2 Ply 13/"x11%" 1.8E, 2400Fb or ENGINEERING 5' from ridge only, fasten to truss w/ (3) 2x4#2 or better SPF purlins, 24" o/c, Trusses not shown for clarity better LVL headers, extend over full 0.135"x3y" R.S. gun nails each fasten to truss w/ 3 0.135"x3y" R.S. width of post, fasten to post w/ (10) East:22 Denver Road,Suite B, Denver,PA 17517 ( ) Ph:717-335-2750 Fax:717-335-2753 gun nails each, unless otherwise noted %6"x4" GRK RSS screws, each West:406 S Main Street,PO Box 509 Kouts,IN 46347 Wood Truss 2x4 "X" bracing on webs indicated, Ph:219-766 2499 Fax:219-766 2394 25,5,0,5 Loading, 4' o[c required at each endwall 2x6x18" SYP truss tie down block, fastern to truss Brace per mfg. specs 2 PI 2x12 SYP#1 SYP 'Southeast: Lu ben Hills Road Kingston Springs, w/ (10) 16d nails, fasten to headers w/ (51) 16d 2 Ply 2x12#1 SYP headers, fasten to each Y y g TN 37082 overhead door header, fasten Ph:615 378-1535 Fax:615-3781587 Pg == 30 psf /� nails each, at post location, notch post to accept sister plate w/ (3) %6"x4" GRK RSS screws, to posts w/ (10) 16d nails, each /� truss, fasten truss to post w/ (10) 16d n,,)ills (6) screws per header ply 12 ..� www.timbertecheng.com a creative engineering firm, providing solutions ' i 2 Ply 2x6x48"#1 SYP sister plates, and building relationships 2x4 Continuous lateral restraint on top of 2x6 Face board s ii „ -0 2 Ply 13/"x:11%8" 1.8E, 2400Fb or ripped to fit, fasten to post w/ /6 x6 \-2 Ply 2x8#2 or better SPF door jamb, : ....... ............................. . ........................................................................................... . better LVL headers, fasten to post w/ bottom chord at panel points then max. Aluminum fascia & vented soffit GRK RSS screws 4" o/c staggered ripped to fit, fasten together w/ 16d I p spacing required by truss manufacturer nails 8" o/c, staggered, fasten from This drawing is the property of Timber _ (10) %6"x4"' GRK RSS screws, each each header w/ 16d nails, 10" o/c Tech Engineering, Inc. and reproduction, 2 Ply 2x12 #1 SYP headers, fasten to post alteration or use of this drawing without the 2 Ply 2x8 92 or better SPF doorjamb, ripped to w/ (10) %6"x4" GRK RSS screws each, (5) Post written consent of Timber Tech °0 fit, fasten together w/ 16d nails 8" o/c, staggered, View 1g 99 screws on each side of splice 2x4 #2 or better SPF girts, 18 o/c max., Scale Y" = 1'-0" Engineering, Inc. is prohibited. Drawings M fasten from each header w/ 16d nails, 10" o/c fasten to post w/ (4) 16d R.S. nails each Cross Section B/2 shall not be scaled to obtain dimensions. N j The contractors and builders involved on 2 Ply 2x12 SYP#1 SYP overhead door header, fasten to posts w/ (10) 16d nails, each 3 Ply 2x8 SYP combination 49 or this project shall verify all dimensions and better glulam post at 8' o/c, typical Trusses, 4' o/c conditions before starting work and any 28 Ga. painted steel siding discrepancy shall be reported to the At post, fasten truss to engineer in writing before starting work. I g i post w/ (10) 16d nails 'I IMPORTANT NOTE: Notch post to accept truss to provide direct bearing / 2x6x18"#2 or better SYP truss tie down This plan is approved for structural design !� 2x8 SYP treated skirt board, fasten to support for truss 9• 4 Concrete slab w/ post w/ (6) 16d hot dip galvanized nails pp block, fasten to truss w/ (10) 16d nails of this building. 6x6 10 ga. WWF and to headers w/(5) 16d each ply 1/24/25 ,. OF NEW Concrete backfill E4 4-2 v o p #4x15" Rebar thru post at Alternate splices,(10) %6"x4" GRK r 2s 8" above concrete footing r; ors 4" Crushed stone N g RSS screws each, (5) screws on _�l each side of splice Fp00 777 s.�- •• Revision#1 30"0 Concrete footing •• Timothy R. Royer NY Eng. Cert # 73963 Cross Section B/2 Scale y" = V-0" Post 2 Ply 2x12#1 SYP headers, fasten Expiration Date: 03-31-2026 to post w/ (10) %6"x4" GRK RSS CONTRACTOR.- screws each RP Fabrication 16 Youngs Avenue Calverton, NY 11933 2-Ply Header Detail Scaley" = 1'-0" 2 I{ DRAWING TITLE: 12 3r— Cross Section B/2 ! 2 Ply Pleader Detail Elevations I ! ! 7 / 7 ! M PROJECT: ' N ! N 4 I € 40'x66'X1 6_6„ Pot Frame rame I ® Building for: Luke Johnson \ 2746 East Mill Road { I l attituck, NY 11952 0 Front Elevation Scale%6" = 1'-0" Left Elevation Scale%s' = 1'-0" PROJECT START 1 Q-24-2624 DATE: PROGRESS PRINT DATE: 1 —4— i i { ! REVISIONS: DATE: BY: I IL2 312 Q Change building height 1-24-25 ram ! r-+ i AChange roof pitch 1-24-25 ram L 0 � � L —+-� � 1 -0' 1 _ m m P co co i I • I ENGINEERED BY: E. esqgv, DRAFTED BY: Right Elevation Scale%6" V-0" Right Elevation Scale%6' = 1'-0" & Milla DRAWING NUMBER: PAGE: E414-24 2 gf 2 i Structural Specifications and Notes a a Wood This plan is intended to reflect only the structural design of this building. The a d 1. General Requirements I' �Q '1 contractor shall review all applicable local, state, and federal building codes A.Structural wood members and connections shall be of sufficient size or capacity to carry all design loads without exceeding the allowable design values specified in "The National Design specification for Wood 46 x60 X 5 ® Postprior to the start of construction to ensure building conformance. Timber Tech co 3e 2n 3r 3r 1 2n 3e m 3 2e 3 g 9 P g p Engineering, Inc. is not responsible for information pertaining to this protect if I__ .___. -1__. _(__ ___ _l-_... - Construction"(NDS), and its"Supplement" by the American Wood Council (AWC). not shown on drawings or listed below. Revisions to the plans shall be I ( I ( 1 \ O / I B.Wood members used for load supporting purposes shall have the grade mark of a lumber grading agency 4 6 approved by engineer of record. All standards indicated in these notes shall \ / certified by the American Lumber Standards Committee. le Building adhere to the referenced standards chapter of the governing code listed below. I I I I v 2. Heavy Timbers �� For . I I I I 1 \ A.Structural solid sawn timbers shall be designed, fabricated and installed in accordance with the NDS by Design Requirements I AWC. 2 Governing Code: 2020 Building Code of NY State (Structural Provisions Only) I I I I \ a I-�j I B.Structural glued laminated soft wood timbers shall conform with the"American National Standard or 2. Risk Category: II r Structural Glued Laminated Timber"(ANSI 117 2306.1). 3. Dead Loads: I 5 19, 12r2r 1 1 1 2e 2e I 1 2r 2r! 1 12e C.Structural decking shall conform to the NDS. A.Roof 0 psf ( II O I I O �O ( O O D.Glued laminated columns for post frame applications shall be manufactured with laminating combinations B.Floor 0 psf O� � a Q 0 I I I 0 a I that will provide a minimum design value of 2,150 psi for compressive stress(Fc), and 1,900 psi for 1. uke Johnf,*&Ison 4. Live Loads: p I O O 1 1 1 / \,\ 1 bending stress(Fb).Do not cut, alter or remove truss or frame members without the written approval of the A.Roof 25 psf I I B.Floor 0 psf a I I I I I \ 1 structural Engineer. s 1 ^ E.Handle frames and trusses with straps or slings so as not to mark wood surface. Mill 5.Tr A. Loads: I I I 1 / F.Do not cut, alter or remove truss or frame members without the written approval of the structural Engineer. A.Top Chord Live 25 psf 1 O 01 I I 1 I I / 11 \ I_ G.Provide accommodations for deflection, shrinkage and swelling of timbers where in contact with brittle B.Top Chord Dead 5 psf 1 5 5 � � -- L 7j�� -,. -- materials. � � Road C.Bottom Chord Live 0 psf �"I- � I" �`"1- - -`i�` - D.Bottom Chord Dead 5 psf I 3e i 2n 3r 3r 2n 3e 3 3 3. Dimension Lumber 6. Snow Loads: a a �a A.All lumber species graded visually or mechanically, shall comply with the NDS by AWC, and the "American fl_a'll Softwood Lumber Standard" (PS 20) by the U.S. Department of Commerce. A.Design Roof Snow Load 25 psf B.Unless specified otherwise, the minimum grade and species for posts shall be#1 Southern Pine; the B.Ground Snow Load (P9) 30 psf G&C Wall Zones for C&C Roof Zones for C&C Roof Zones for minimum grade and species for beams, headers and other primary structural members shall be#1 C.Flat Roof Snow(Pr) 25 psf Southern Pine. Matl,tituck D.Snow Exposure Factor Ce 1.0 Elnclosed Partial) Enclosed Partial) Open, r Enclosed Partial) 9 P ( ) y y p , o y Open, Or C.Lumber used for secondary framing shall be#1/#2 Spruce-Pine-Fir(SPF)or better. E.Thermal Factor s) 1.2 0I en or Partial) Partial) Enclosed Buildings Partial) Enclosed Buildings D.Post frame headers shall be two-span continuous beams with all multiple I headers overlapping F. Slope Factor (CS) 1.0 p ' y y g y g P p ply so that G.Snow Load Risk Factor(1) 1.0 Elnclosed Buildings Gable Roofs, 0 > 7° Hip Roofs, 6 > 7° the butt joints for each ply do not occur at the same post. H.Drift Surcharge Load (Pa) n/a E.Mechanically laminated columns shall conform with ASABE EP 559.1. • Engi "nkeer : I. Drift Surcharge Width (w) n/a 6 = roof angle 6 = roof angle 4 Engieerod StrWoodl Panels J. Unbalanced Snow Loads have been considered. i. All panels, including plywood, oriented strand board (OSB), and composite panels, shall meet the Des ' 7. Wind Load (ASCEp-16(: ) p requirements of voluntary product standard PS 1, and shall be identified with the appropriate A.Basic Wind S eed V 127 m h B.ASD Wind Speed (Vasa=V�10.6) 98.4 mph trademark of APA-the Engineered Wood Association (APA-EWS). C.Wind Exposure Category C Cast-In-Placce Concrete Metal Connectors, Bolts, and Anchors ii. Plywood, OSB and composite panels may be used interchangeably, unless specified on plan. D.Building Enclosure Classification Enclosed Building 1. Concrete work shall conform to the following specifications by The American Concrete 1. Connections shall be designed and constructed according to AISC, and shall conform to the iii.All panels shall have the correct span rating for the application (i.e. roofing, flooring, siding). ® E.Internal Pressure Coefficient ion .) Enclosed d B Institute(ACI). following: iv.Install panels with long dimension or strength axis perpendicular to supports, and continuous across TTE DRAWING NUMBER: E414-24 P A."BuildinAg Code Requirements for Structural Concrete"(ACI 318). A.Bolted connections shall be snug-tightened bearing type connections using%4'diameter two or more spans unless specified otherwise on plans. F. Component&Cladding (C&C)Wind Load B."Hot Weather Concreting" (ACI 318, Sect. 26.5.5&ACI 305R). ASTM A307 hex bolts, and ASTM A563C hex nuts, unless noted otherwise. v. Provide one eighth inch spacing at all panel ends and edges for expansion. i. Roof Zone 1 +23,-69 psf vi.Nailin schedule: ii24/25 - .. C."Cold ULVeather Concreting" (ACI 318, Sect. 26.5.4&ACI 306R). B.Welded connections shall be in strict accordance with the standards of the American g u. Roof Zone 2e +23,-69 psf a. Wall and roof panels having s ' I ' �aF NEW), 2. Materials rused shall adhere to the following: Welding Society(AWS), and the AISC. Use E-70 series electrodes for all welds. Welds P 9 /s", /,s", and /2'thickness shall be fastened w/8d (0.131"x2.5") nails; t o iii. Roof Zone 2r +23,-100 psf RA), A.Portlancd Cement: ASTM C150, type 1. for all fabricated components and brackets to be welded all around with fillet welds having all thicker panels shall be fastened w/ 110d (0.148"x3") nails unless specified otherwise on plans. iv. Roof Zone 3e +23,-100 psf YP P 9 r B.Fly Ash): ACI 318, Sect. 26.4.1.1. a minimum size conforming to AISC Table J2.4 b. Nail spacing at panel edges shall be no more than 6 inches on centers unless specified otherwise * * v. Roof Zone 3r +23,-119 psf f WE4 4.2 ( C.Aggregmtes: ASTM C33, maximum aggregate size is one inch. C.Anchor bolts shall meet ASTM F1554 or A36/A 36M. Use%4'diameter bolts with a 3" on plans. v i. Roof Zone 3 hip roof only) n/a psf v_a w D.Fiberglmss reinforcement: PC[ MNL 128 Standard. hook and 12" minimum embedment into concrete(unless otherwise indicated). c. Nail spacing at intermediate supports: vii. Wall Zone 4 +36,-39 psf „ ti E.Air-entrraining admixture: ACI 318, Sect. 26.4.1.4. D.Expansion Bolts(interior applications): Use expansion anchors of the diameter and length %a and Y,,s'wall panels w/studs/gi its at 24"on center: 6 inches on center nail spacing unless 073 viii. Wall Zone 5 +36,-48 psf specified otherwise on plans ix. Dimension a 4.6 ft. F. Chemical admixtures: ASTM C494,water reducing. All concrete, except footings, shall indicated on the drawings as manufactured by Simpson Strong Tie or approved equal. contain a water reducing admixture. No admixtures containing calcium chloride are Use Strong-Bolt Wedge Anchors in concrete and use sleeve anchors in brick and CMU. •All other conditions: 12"on center nail spacing unless specified otherwise on plans. 8. Earthquake Design Data: s Revision#1 A. Equivalent Lateral Force Procedure permitted. All other additives shall not be used without prior approval of the structural Fill CMU cells at all bolt locations. d. Start nailing at 8"from panel edge. engineer. E.Screw Anchors(interior applications): Use screw anchors of the diameter and length vii.Blocking around panel edges. mberte UiB. Light Framed Wall with Shear Panels a. On walls, all panel edges shall be blocked with 2" nominal or wider framing. Timothy R. Royer P.E. NY Cert#73963 C. Mapped and Design Spectral Response Acceleration G.Vapor rretarder: Clear 8-mil thick polyethylene. indicated on the drawings as manufactured by Simpson Strong Tie or approved equal. 3. Pro ortiom normal-weight 145 c concrete mixes to provide the following properties: Use Titen HD Screw Anchors in concrete and in CMU. Fill CMU cells at all bolt locations. b. On roof, blocking around panel edges is not required unless specifically specified on plans. Expiration Date: 03-31-2026 i. SS 0.175 P g ( pcf) P g p P B.Structural Composite Lumber SCL A.Compressive strength: 4,000 psi at 28 days(unless noted otherwise). F.Screw Anchors(exterior applications): Use screw anchors of the diameter and length P ( ) IMPORTANT NOTE: "- S� 00.1187 B.Slum liimit: 3"-6"at point of placement without su er lasticizer. Su er lasticizers indicated on the drawings as manufactured b Red Head or approved equal. Use LDT i. All SCL members including laminated vieneer lumber(LVL), parallel strand lumber(PSL)and p P P P P P P 9 Y PP q This plan is approved for structural ii. SDI 0.079 (ASTM IC494, Type F or G) may be added to concrete that has a 2 to 4 inch slump Stainless Steel bolts, or LDT bolts with EnvireX coating in concrete and CMU. Fill CMU laminated strand lumber(LSL)shall conform to ASTM D5456. design of this building. D. Occupancy Risk Factor, le 1.0 before tthe addition, and that is not warmer than 95 degrees Fahrenheit. The slump shall cells at all bolt locations. ii. Install as shown on this plan and according to the manufacturer's recommendations. ENGINEERING not exceeed 7Y"with the addition of the superplasticizers. G.Connections exposed to weather or high relative humidity shall be hot-dip galvanized per 5. Prefabricated Components E. Site Class D P F. Seismic Design Category B C.Water-cement ratio: 0.45 maximum at point of placement. ASTM A153/A153M. A.Metal Plate Connected Wood Trusses G. Response Modification Factor(R) 2.5 D.Air conttent: 5 to 7 percent for concrete exposed to freezing and thawing, 2 to 4 percent H.Proprietary connectors and fasteners shall be installed per manufacturer's specifications i. Engineer, fabricate, and erect metal plate connected wood trusses for the design, loading (including 22 Denver Road , Suite B Denver, PA 17 517 H. Deflection Amplification Factor(Ca) 2.5 elsewhere. to achieve the published load value, unless otherwise noted. Connectors and fasteners loading under truss loading, snow loading, wind loading sections, knee brace reactions-if any, & 4.Reinforcinog steel shall be fabricated, detailed and placed in accordance with the ACI 318, by other manufacturers than those specified shall be equivalent or better load value. other loading required by the IBC), spacing, and geometry shown on this plan. Comply with TPI 1 Phone: 717-3 35-2750 Fax: 717-335-2753 1.J. Seismic Response Coefficient ) "National Design " and shall cconform to the following: Metal Cladding gn Standard for Metal Plate Connected Wood Truss Construction by the Truss Plate J. Design Seismic Base Shear(V) 1,950 lb Institute TPI A.DeformEed reinforcing bars: ASTM A615/A615M with a minimum yield strength of 1. Steel siding and roofing panels shall be fabricated from 26, 28, or 29 gauge, grade E (80 (TPI). 9. Roof Rain Load: g g P ii. Submit shop 60,000Ipsi(grade 60). ksi structural quality steel p drawings and structural analysis data, signed and sealed by a qualified professional A. Rain Intensity (i) 6.53 in/hour ) q y , as specified in the drawing, with hot dipped galvanized coating engineer engaged b th B.Weldedl wire fabric(WWF): ASTM A1064, flat sheets, not rolls, conformingto ASTM A653/A653M or with an aluminum-zinc alloy coatingconforming to gy e fabricator whc is registered in the state where this project is located. 10. Lateral Soil Loads: C.Ties/Stiiirru s: ASTM A615/A615M, grade 40. y 9 Wood truss design shall comply with thie NDS by AWC. Equivalent Fluid Pressure (EFP) n/a psf/ft p g ASTM A792/A792M (plain products only). 5. Concrete vwork shall be executed according to the following: 2. Aluminum siding and roofing panels shall be fabricated from nominal 0.018 inches thick, iii.Engage a fabricator who participates in a recognized quality-assurance program that involves 406 South Main Street P.O . Box 509 Kouts IN �Y 6347 11. Lateral Stored Material Loads: 9 9 � � � r A.Concret�te shall be placed in the forms within 1Yz hours after the introduction of cement to 3104 allo inspection by an independent inspecting and testing agency acceptable to authorities having A. Equivalent Fluid Pressure (EFP) n/a psf/ft y,H38 temper, high strength aluminum conforming to ASTN� 6209. Aluminum the agglregate unless otherwise approved by the engineer. siding/roofing panels may not substitute steel panels if steel panels ore specified in the jurisdiction. Abide by guidelines set forth in"The Standard Responsibilities in the Design Process Earthwork B.Curingmompound shall be applied in a uniform layer over cast-in-place surfaces at drawing. Involving Metal Plate Connected Wood.Trusses" Phone.: 219-7166-2499 Fax: 219-766-2394 1. Requirements rate ofnnot less than one gallon per 150 square feet of surface. Curing compound shall 3. Paint Finish: All panels, when required, shall receive a factory applied polyester coating iv.Dimension Lumber: comply with PS 201 for any lumber species, graded visually or mechanically. A.Provide a construction grade extending ten feet beyond building exterior walls. meet thEe requirements of ASTM-C309, Type 2, Class A or B. conforming to the manufacturer's specifications. v. Connector Plates: structural quality steel sheet, zinc coated, complying with ASTM A653/A 653M, Earthwork shall meet the requirements of Section 1804 of the IBC. C.Maintairn tolerances and surface irregularities within ACI 117 limits of class A for grade 33, G60 coating designation. g 4.Flashings shall be shop fabricated from material that is the same gauge and finish as the B.Excavate for foundations to subgrade elevations regardless of character of materials concretEe exposed to view, and class C for other concrete surfaces. Floor slabs shall be wall/roof panels to which they are attached. Where practicable, flashings shall be vi.lnstall and brace trusses according to"BBCSI : Guide to Good Practice for Handling Installing, and obstructions encountered, unless otherwise approved by the structural engineer. screedeDd,floated and steel troweled to a smooth, dense and lane surface. Restraining, and Bracing of metal plate connected wood trusses"by TPI and SBCA. Install trusses 172 Luyben Hills Rd . Kingston Springs TN 37082 P Caulking , C.Perform excavation work in compliance with applicable requirements of authorities D.AccuratQely position, support, and secure reinforcement. 5. Caulkin Sealant shall be a gun grade or tape type non-hardening Ian life butyl for plumb, square, and true to line; and securely fasten to supporting construction. 9 9 9 P YP 9 9- Y ( having jurisdiction. i. Meinforcin bars shall la 48 bar diameters at splices in concrete unless vii.Temporary bracing is the responsibility of the contractor and shall be installed according to the 9 P P sealing metal-to-metal gasket joints), or gun grade non-acetic acid cured long-life silicone Phone: 615-3 78-1535 Fax: 615-378-1587 2. Materials Otherwise noted. (for filling voids). All caulking or sealant shall be applied in a neat manner with excess recommendations of BCSI by TPI and SBCA. A.Satisfactory soil: ASTM D2487 unified soil classification groups GW, GP, GM, SW, ii. : 131rovide corner bars to match all continuous reinforcing in concrete and masonry, caulking or sealant removed from exposed surfaces. viii.Permanent bracing shall be installed according to this plan and the manufacturer's design, SP, and SM; free of rock or gravel larger than two inches in any dimension, debris, iii. Rteinforcin bar hooks shall be ACI standard. as well as SBCA and TPI recommendations. Unless otherwise noted, all temporary bracing g 6. Fasteners: All screw fasteners shall have a combination steel and neoprene washer. waste, frozen materials, vegetation, or other deleterious matter. iv. WMF shall have ends lapped one full mesh, and shall extend onto supporting Nails shall have a Fabroseal washer or equivalent. Fastener selection and installation elements shall remain in place in the finished structure. Minimum lateral bracing of webs and B.Unsatisfactorysoil: ASTM D2487 unified soil classification groups GC, SC, ML, MH, shall be as recommended by cladding manufacturer. bottom chord members shall be as required b truss design. 9 P malls. q y g CL, CH, OL, OH, and PT. v. C'hairs,-bolsters, bar supports, and spacers shall be sized and shaped for 7. Installation of all metal cladding, at flashing, trim, sealant and fasteners shall be according ix.Do not alter, cut or remove truss members. C.Backfill and fill: satisfactory soil materials. , sttrengthen support of reinforcement during concrete placement. to MFG. specs. x. Remove and replace wood trusses that are damaged or deficient. 3. Execution E.Provide;minimum concrete cover on reinforcing bars as follows: B.Structural Insulated Panels (SIP) A.Shallow post foundations have been designed in accordance with ASABE EP486 for i. Cast against earth................................................3" Fireblocking and Draftstopping (See IBC Chapter 7) i. Design and fabricate in accordance with the recommendations of APA-PDS Supplement 4.. Builder :- an assumed allowable load bearing pressure of 2,000 psf. Spread and strip ii. E=xposed to earth or weather(#5 or smaller)........%" 1. Vertical Fireblocking ii. Install as shown on this plan and according to the manufacturer's recommendations. foundations have been desi ned for an assumed allowable load bearin ressure of A. Fireblocking shall be installed at the ceiling line between posts for all buildings that are 6. Pressure Preservative Treatment PPT® 9 9 P iii. Exposed to earth orexp exposed (#6 or larger........... 2" ( ) 2,000 psf No increases permitted). The contractor shall verify these assumptions, 4,� to have a finished ceiling A.Pressure treatment to be performed according to the American Wood Preservers'Association (AWPA) -ContractP ( P ) fY p st Swabs and walls not n, osecont...................indic 2. Attic Draftstopping standards. and shall immediately notify the structural engineer in writing of any deficiency. F.Install cconstruction, isolation, and control joints as indicated on drawings. A. Attics aces of 3,000 square feet or more must have draftsto in installed in such a B.Pressure treated members shall have the inspection mark of an agency accredited b the American B.Place backfill and fill in layers not more than eight inches in loose depth at optimum i. (Control joint panels shall be rectangular in shape and shall not exceed a length manner as to partition any area of attic space to less than or equal in 3,000 square feet. Lumber Standards Committee. P g Y Ymoisture content. Compact each layer under footings and slabs to a dry density of at tm width ratio of 1.5.least 95 ercent of maximum d densit as determined b ASTM D1557 ii. Position of construction oints other than those shown on the drawin s shall be B. Draftstopping in an attic space will consist of not less than 0.5 inch gypsum board or C.Preservative: chromated copper arsenate CCA , alkaline co er uaterna ACO , co er azole CA as P rY Y Y j g ( ) PP q rY( ) PP ( )0.375 inch wood structur I an r® Fabrication C.Bottom of exterior footings shall extend below the local frost depth elevation. This seubmitted to the structural engineer for approval. a p el o particle board (OSB), applied to the entire face of specified by American Wood Protection Association. I;I truss(including eaves in a manner that no passage is possible from one side of the requirement does not apply to insulted foundations designed in accordance with G.Backfill:shall be placed against both sides of stem walls simultaneously where ( g ) p g P D.Minimum waterborne treatment retention shall be 0.4 pcf for members above ground, and 0.6 pcf for ASCE 32. The top of interior footings shall be eight inches below finished floor unless applicabble. No backfilling against walls shall be done until the slabs at the top and truss to the other. For raftered roofs, a light framework must be made to hold members in contact with earth. material. . E.Treat indicated items and the following:a thickened slab is specified on the plan. bottom[have been placed, unless the walls are adequately braced. Allow concrete draftstopp 9: walls to cure for a minimum of fourteen days before backfilling. 3. Horizontal Draftstopping i. Wood members exposed to weather or insect infestation. u IrJ^1 g s AvenueH.Consult 1:architectural, mechanical, and electrical drawings for additional openings not A. Horizontal drafstopping shall be installed at intervals not exceeding 10 feet in buildings ii. Wood members in direct contact with earth or concrete. 16 ® shown con structural drawings, and for embedded items such as inserts pipe sleeves, that will have lined or finished interiors. Horizontal draftstopping will consist of 2x boards iii.Wood members exposed to high moisture content >19%for dimension lumber, >16%for glued g , pp e 9 ( � hanger straps, etc. (of not Iessthan 2' wide) installed vertically between horizontal wall girls at each post laminated timber). I. The contractor shall be responsible for stability and integrity of all excavations and both on the interior and exterior of the post. In lieu of 2x boards,0.5 inch gypsum board iv.Wood members less than 12 inches above grade. existing I structures. may be used as long as the fit is tight. See IBC Chapter 7 for additional options. F.Field treat newly exposed wood where cutting, drilling or notching pressure treated lumber. IL 0 IL M G.Metal ectors used n treated od shall be hot-dip galvanized as per ASTM 153/Al 53M. Clp'k 1 Y 11933erto) nallvr H.All metalnn products installed in contact with treated wood shall be separated w th a min. barn er of 30#felt P paper. 7. Connections shall be designed and constructed according to the NDS by AWC and shall conform to the following: A.The APA rated sheathing attachment to roof and wall framing shall be as specified in Section 6 of Wood notes above. B.The minimum connection shall be two 16d (0.131"x3.25" nails), unless specified otherwise in other sections of notes or on the plans. C.Post Frame Construction Drawing Index i. Fasten each ply of header to post with 16d (0.131"x3.25") nails or larger, unless different fastener is specified on the plans. ii. When a three ply header is specified on plan, notch post to accept one ply. Cover Page Project Description & Notes iii.When a four ply header is specified on plan, notch post to accept two plies-one notch on each side of post. iv.Unless specified otherwise on plans, fasten wall girts to post w/(2) 16d(0.131"x3.25")or larger Floor Plan, Cross Section A/1, Concrete Slab Edge Detail, Floor nails; at splice two nails are required on each side of splice. 1 v. Unless specified otherwise on plans, fasten roof purlins to trusses or rafters w/(2) 16d Control Joint Detail, Steel Panel Fastening Detail (0.131"x3.25")or larger nails except 3 nails around roof perimeter; at splice, two nails are required on each side of splice. 2 Cross Section BN2, 2 Ply Header Detail, Elevations D.Conventional framing shall be fastened as specified in IBC Chapter 23, unless specified otherwise on plans. l E.Other connections as per standard construction practice. i Note: This plan is only approved for the structural design of this building. Additional information may The required to obtain a building permit. The contractor shall review all local, state, and federal building codes prior to the start of construction to ensure building conformance. Revision #1 . This revision replaces all Original Certified Date 11/6/2024 previous certified drawings. See Cover Page Revision 1 Certified Date 1/24/2025 for certified drawing history being replacedl. TTE Drawing Number: E414-24 ................ ...... ........... ............- 60'-0" Revision #1 . This revision replaces all previous certified drawings. See Cover Page 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 4'-0" for certified drawing history being replaced. B im er ech 2 \ , r_. _. �� ENGINEERING U LU East:22 Denver Road,Suite B, Denver,PA 17517 Ph:717-335-2750 Fax:717-335-2753 West:406 S Main Street,PO Box 509 Kouts,IN 46347 28 Ga. painted metal roof \-30"O Concrete footing, Double 2x6 SYP framing between 9 3 Ply 2x8 SYP combination 49 or Ph:219-766-2499 Fax:219-766-2394 better glulam post at 8' o/c, typical typical at sidewalls trusses, fasten together w/two rows of 1 Od nails 8" o/c 2x4#2 or better SPF purlins, fasten to truss ,.Southeast:172 Luyben Hills Road Kingston Springs,TN 37082 Fasten diagonal brace to double w/ (3) 0.135"x3Y2" R.S. gun nails, see Cross Ph:615-378-1535 Fax:615-378-1587 ails 2x6 framing w/ (10) 16d n Section B/2 for spacing requirements www.timbertecheng.com a creative engineering firm, providing solutions and building relationships Fasten top chord of truss to each—A 1\\—Fasten top and bottom chords of ................ ..................... ................................... ........... .......... ply of double 2x6 framing w/ (4) truss to each post w/ (6) 16d nails 9 This drawing is the property of Timber �0 16d nails (into end grain) Tech Engineering, Inc. and reproduction, alteration or use of this drawing without the written consent of Timber Tech Engineering, Inc. is prohibited. Drawings shall not be scaled to obtain dimensions. Trusses, 4' o/c --Fasten diagonal bracing to gable The contractors and builders involved on ?- Extend all gable posts post & stub post w/(10) 16d nails this project shall verify all dimensions and to top of top chord conditions before starting work and any Fasten top and bottom chords of discrepancy shall be reported to the C? truss to each post w/(6) 16d nails engineer in writing before starting work. EO IMPORTANT NOTE: A 2x6 SYP Diagonal brace (approximately 45' slope)w/—/ This plan is approved for structural design 2x6 SYP stiffener (flat) on top of brace, 8' o/c, fasten of this building. 9 together w/ 16d nails 12" o/c, diagonal brace required Zo at gable posts & stub posts where truss exceeds 4', 1/24/25 o�New(3) braces min. required at each endwall ��P� �.�, ,Y�o°�� 4 4-2 3;%�9 0 7 ED 28 Ga. painted steel siding FE F-A Revision#1 3 Ply 2x8 SYP combination 49 or 2x4#2 or better SPF girts, 18" o/c max., Timothy R. Royer NY Eng. Cert # 73963 / _ / / -- better glulam post at 8' o/c, typical fasten to post w/(5) 16d R.S. nails each Expiration Date: 03-31-2026CONTRACTOR: \--24"O Concrete footling, RP Fabrication b(pical at endwalls 16 Youngs Avenue 9 Calverton, NY 11933 2x8 SYP treated skirt board, / fasten to post w/ (6) 16d hot —dip, galvanized nails . .......... ....... (D Concrete backfill DRAWING TITLE: 2 Ply 1Y4"x11X8" 1.8E, 240OFb Floor Plan EO 9 or better LVL headers, single -1 A r ,.. . --#4xl 2" Rebar thru post at Cross Section A/1 span, typical at overhead doors A 4 I'll ZL rD� 9 8" above concrete footing UO N Concrete Slab Edge Detail N Floor Control Joint Detail footing 00 ILA Steel Panel Fastening Detail 24"0 8'-0" 4'-0" 12'-0" 44" 12'-0" 4'-0" 12'-0" 4'-0" PROJECT: 40WO'x15'-T Post Frame Cross Section A/1 Scale Y2" 1'-0" Building for: Luke Johnson Floor Plan ScaleY4" V-0" 2740 East Mill Road Mattit Y 11952 uck, N 0 A 28 Gage (or 29 ga.) painted galvanized steel Note: Steel panels are an integral part of the PROJECT START 10-24-2024 building structural design. Install as per DATE: Savw cut to a depth of 1 or manufacturers recommendations and PROGRESS PRINT Y41D) (whichever is greater) these plans. Any deviation may be DATE: 11-4-2024 Door and Window Schedule Concrete slab—\ (4)#5 Continuous rebar Controlled crack Platce cut within 4-12 hours detrimental to structural performance. REVISIONS: DATE: BY: ID Type Size Remarks (oncce aggregate is set) Q Change building height 1-24-25 ram 1 Exterior Door 3'-0"x6'-8" 9 Lite 9" 1 2 Overhead Door 12'-0"x12'-0" T ylle caulking or other 7Y4" Formed width Purlin bearing leg 3 Overhead D000r 12'-0"x14'-0" . 4 WVVF-�/ a pprcoved control joint filler 3 36" Coverage co - 1 M. 1 Il Side Lap A Single Hung 3'-0"x4'-O" 16" T Floor Control Joint Detail Scale Y4" = 1'-0" Note: In wind borne debris regions, doors &windlows are to be rated Wood framing Intermediate Roof Purlins and siding 2 ip for impact resistance per Section 1609.2 of thie 2020 NY State Concrete Slab Edge Detail Scale 1" V-0" *Note: Building Code. At Overhead Door Openings- Every other bar shall extend through control and construction joints. Cut one half of horizontal steel at thes;e locations. #1 OxlY2" screw typical—/**� Eaves, Ridge and Endlaps - Roof Purlins Steel Panel Fastening Detail ENGINEEREDBY: E.2&lm DRAFTED BY: E. millgil DRAWING NUMBER: IE414-24 Qf 2 .. .. ................................ ....... .......... Revision #1 . This revision replaces all previous certified drawings. See Cover Page for certified drawing history being replaced. timbertech Ridge vent 28 ga. painted steel roof 2x4#2 or better SPF purlins 20" o/c for first ENGINEERING /-2 Ply lY4"xl 1;/8" 1.8E, 2400Fb or 5' from ridge only, fasten to truss w/ (3) 2x4#2 or better SPF purlins, 24" o/c, Trusses not shown for clarity better LVL headers, extend over full 0.1 35"x3Y2" R.S. gun nails each fasten to truss w/ (3) 0.135"x3Y2" R.S. width of post, fasten to post w/ (10) East:22 Denver Road,Suite B, Denver,PA 17517 Ph:717-335-2750 Fax:717-335-2753 gun nails each, unless otherwise noted Y16"x4" GRK RSS screws, each West:406 S Main Street,PO Box 509 Kouts,IN 46347 Wood Truss 2x4 "X" bracing on webs indicated, Ph:219-766-2499 Fax:219-766-2394 25,5,0,5 Loading, 4' o/c required at each endwall 2x6x1 8" SYP truss tie down block, fa tern to truss Brace per mfg. specs w/(10) 16d nails, fasten to headers (5) 16d 2 Ply 2x12#1 SYP headers, fasten to each 2 Ply 2x1 2 SYP#1 SYP Southeast: 172 Luyben Hills Road Kingston Springs,TN 37082 Pg 30 psf Ph:615-378-1535 Fax:615-378-1587 nails each, at post location, notch posytoi accept overhead door header, fasten sister plate w/(3) V16"x4" GRK RSS screws, to posts w/ (10) 16d nails, each N/` \` truss, fasten truss to post w/ (10) 16d naiils (6) screws per header ply 12 www.timbertecheng.com 2 Ply 2x6x48"#1 SYP sister plates, and building relationships 2x4 Continuous lateral restraint on top of 2x6 Face board -0. ripped to fit, fasten to Post W/Y16"x6" 2 Ply 2x8#2 or better SPF doorjamb, w� 2 Ply 1 Y4"x,l 1Y8" 1.8E, 2400Fb or ........... --................. ............ .................. bottom chord at panel points then max. GRK RSS screws 4" o/c staggered ripped to fit, fasten together w/ 16d Aluminum fascia & vented soffit LM better LVL (headers, fasten to post w/ This drawing is the property of Timber (D spacing required by truss manufacturer nails 8" o/c, staggered, fasten from 0) (10) Y1 6"x4... GRK RSS screws, each each header w/ 16d nails, 10" o/c Tech Engineering, Inc. and reproduction, 2 Ply 2x12 #1 SYP headers, fasten to post alteration or use of this drawing without the 2 Ply 2x8#',,2 or better SPF doorjamb, ripped to w/ (10) Vl6"x4" GRK RSS screws each, (5) [Post fit fasten together w/ 16d nails 8" o/c, staggered, screws on each side of splice 2x4#2 or better SPF girts, 18" o/c ma)e., View 1 written consent of Timber Tech Scale Y2" V-0" Engineering, Inc. is prohibited. Drawings fasten fromi each header w/ 16d nails, 10" o/c �fasten to post w/ (4) 16d R.S. nails each Cross Section B/2 shall not be scaled to obtain dimensions. 2 Ply 2x12 ;SYP#1 SYP overhead door header, The contractors and builders involved on fasten to posts w/(10) 16d nails, each 3 Ply 2x8 SYP combination 49 or this project shall verify all dimensions and better glulam post at 8' o/c, typical Trusses, 4' o/c conditions before starting work and any � Q28 Ga. painted steel siding discrepancy shall be reported to the At post, fasten truss to engineer in writing before starting work. post w/ (10) 16d nails Notch post to accept truss IMPORTANT NOTE: to provide direct bearing This plan is approved for structural design r 2x6x1 8"#2 or better SYP truss tie down 2x8 SYP treated skirt board, fasten to of this building. suppo 4" Concrete slab w/ post w/ (6) 16d hot dip galvanized nails rt for truss block, fasten to truss w/ (10) 16d nails 6x6 10 ga. WVVF and to headers w/ (5) 16d each ply 1/24/25 OF N W, U'r FTM7 71739MIM 7 co,Concrete backfill g , 1 4-2 o #4xl 5" Rebar thru post at Alternate splices,(10) Y16"x4" GRK 4" Crushed stone -7� 8" above concrete footing RSS screws each, (5) screws on 073 each side of splice • Revision#1 I W'an-nl 00 30"0 Concrete footing Timothy R. Royer NY Eng. Cert# 73963 Cross Section B/2 Scale X" = 1'-0" Post—/U 2 Ply 2x12 #1 SYP headers, fasten—/ Exeiration Date: 03-31-2026 to Post W/ (10) X1 6"x4" GRK RSS CONTRACTOR: screws each RP Fabrication 16 Youngs Avenue Calverton, NY 11933 2-Ply Header Detail Scale Y2" = 1'-0" A DRAWING TITLE: 312 Cross Section B/2 2 Ply Header Detail Elevations PROJECT: 46'x60'x1 6-6" Post Frame Building for: Luke Johnson 2740 East Mill Road Mattituck, NY 11952 Front Elevation Scale Y16" = 1'-0" Left Elevation Scale Y16" = 1'-0" PROJECT START 10-24-2024 DATE: PROGRESS PRINT DATE: 11-4-2024 REVISIONS: DATE: BY: 2 12 3 A Change building height 1-24-25 ram Q change roof pitch 1-24-25 ram C 11-0 LM M M � a E � � � ENGINEERED BY: E. Pgam — Right Elevation Scale X6" V eva -0" Right Elevation Scale Y16" DRAFTED BY: V-0" E. Millar DRAWING NUMBER: PAGE: IE414-24 2 gf 2