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HomeMy WebLinkAbout38295-Z • �sy pl,fco Town of Southold Annex 12/11/2013 �o Gym P.O.Box 1179 x 54375 Main Road CM D Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 36653 Date: 12/11/2013 THIS CERTIFIES that the building RESIDENTIAL ADDITION Location of Property: 4340 Grand Ave,Mattituck, SCTM#: 473889 Sec/Block/Lot: 107.-2-1 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this officed dated 8/6/2013 . pursuant to which Building Permit No. 38295 dated 8/30/2013 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: sunroom and deck addition to an existing one family dwelling as applied for. The certificate is issued to Burrows,William&Burrows,Patricia (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 38295 12/10/13 PLUMBERS CERTIFICATION DATED u o ' ed Si ture �soFFot TOWN OF SOUTHOLD BUILDING DEPARTMENT y TOWN CLERK'S OFFICE o • 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#: 38295 Date: 8/30/2013 Permission is hereby granted to: Burrows, William & Burrows, Patricia 4340 Grand Ave PO BOX 216 Mattituck, NY 11952 To: construct a Sunroom Addition with decking as applied for At premises located at: 4340 Grand Ave, Mattituck SCTM # 473889 Sec/Block/Lot# 107.-2-1 Pursuant to application dated 8/6/2013 and approved by the Building Inspector. To expire on 3/1/2015. Fees: SINGLE FAMILY DWELLING-ADDITION OR ALTERATION $292.00 CO -ADDITION TO DWELLING $50.00 Total: $342.00 f Building Inspector Form No.6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings, property lines,streets,and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval ofeleetrical installation from Board of Fire Underwriters. 4. 'Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of l% lead. 5. Commercial building,industrial building,multiple residences and similar buildings and installations,a certificate of Code Compliance from:'architect or engineer responsible for the building. 6. Submit'Planning Board Approval-of completed site plan requirements. B. For existing buildings`(prior to April 9, 1957)''non-conforming uses,or buildings and"pre-existing"land uses: 1. Accurate survey of,property showing all property lines,streets,building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a.Certificate of Occupancy is denied,the Building Inspector'shall state the reasons therefor in writing to the applicant. C. Fees l. Certificate of Occupancy-New dwelling$50.00,Additions to dwelling$50.00,Alterations to dwelling$50.00, Swimming pool $50.00,Accessory building$50.00, Additions to accessory building$50.00, Businesses$50.00. 2. Certificate of Occupancy on Pre-existing Building- $100.00 3. Copy of Certificate of Occupancy-$.25 4. Updated Certificate of Occupancy- $50.00 .5. Temporary Certificate of Occupancy-Residential $15.00, Commercial $15..700 b Date. 1 t, 113 New Construction: //�� Old or Pre-existing Building: (check one) Location of Property:-1�LID r t- aye- . ma+ +)Ar y House No. ,�/ f Street Hamlet Owner or Owners of Property: y� i I�jam A &—MC'`(r'J 'RuMWS Suffolk County Tax Map No 1000,Section Block Lot Subdivision Filed Map. Lot: Permit No. Date of Permit. Applicant: Health Dept.Approval: Underwriters Approval: Planning Board-Approval: . Request for: Temporary. Certificate- Final Certificate: (check one) Fee Submitted:$ G ^ -- Applica k n t We o�*pF SO�l�ol Town Hall Annex ~ Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 Q roger.riche rtO-)town.southo Id.ny.us Southold,NY 11971-0959 COUNT`I,a BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: William Burrows Address: 4340 Grand Ave City: Mattituck St: NY Zip: 11952 Building Permit#: 38295 Section: 107 Block: 2 Lot: 1 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: home owner DBA: License No: SITE DETAILS Office Use Only Residential X Indoor X Basement Service Only Commerical Outdoor 1st Floor X Pool New Renovation 2nd Floor Hot Tub Addition IX I Survey Attic Garage INVENTORY Service 1 ph Heat Duplec Recpt 4 Ceiling Fixtures HID Fixtures Service 3 ph Hot Water GFCI Recpt Wall Fixtures Smoke Detectors Main Panel A/C Condenser Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency Fixtures Time Clocks Disconnect Switches 1 Twist Lock Exit Fixtures TVSS Other Equipment: SUN ROOM Notes: Inspector Signature: Date: Dec 10 2013 81-Cert Electrical Compliance Form.xis �o TOWN OF-SOUTHOLD BUILDING DEPT. 765-1802 ZINSPECTION [ FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 21ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS- DATE ' � INSPECTOR SOUTyolo N O i c0UNT1,N`� TOWN OF SO ILDING DEPT. 765-1802 _ INSPECTION [ ] FOUND N 1ST [ ] ROUGH PLBG. [ ] FOU DATION 2ND [ ] INSULATION [! FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATE INSPECTOR OF SOUr�olo 2 �ycourm, TOWN OF SOUTHOLD BUILDING.DEPT. G ' 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATE I INSPECTOR �v pf SO(/l�o cou N TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] RO H PLBG. [ ] FOUNDATION 2ND [ ] SULATION [ ] FRAMING /STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATE INSPECTO / ho�a0f SOUryo� routm, TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) ELECTRICAL (FINAL) REMARKS: DATE ?�'�� INSPECTOR - 3eba�- bt�rrov�5 �o��j�ON ABETS QRq , e v 112 Wilson Drive = Port Jefferson,NY (c)631-560-0259 ABEB eri gservi es.co 4 www.asengineeringservices.com naservi ces.co m A.S.Engineering Services,P.C. November 5, 2013 Joe Segreti �C E W E Four Seasons Holbrook 5005 Veterans Memorial Highway NOV 19 2013 Holbrook, NY BLDG.DEPT. Re: Sunroom Addition TOIAIN OF SOUTHOLD 4340 Grand Avenue Mattituk, New York 11952 Dear Joe: This letter is in regards to the Four Seasons sunroom constructed at the above residence. Based upon the evidence provided and to the best of my knowledge, the above referenced sunroom had been constructed in accordance to the approved plans prepared by this office and the New York State Uniform Building Code in effect at the time the plans were approved. Please feel free to contact me with any questions. OF NEW y is sP yR 0 0 w w z O 82359 �(r v R0FES S10NA Alexis Spyrou, PE President COMMENTS MAW INSULAnON PM N.Y. rr _ f t • � r , . . , � i # M .' TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following,before applying? TOWN HALL Board of Health SOUTHOLD,NY 11971 4 sets of Building Plans TEL: (631) 765-1802 Planning Bo d approval NJD FAX: (631)765-9502 -i Survey SoutholdTown.NorthFork.net PERMIT NO. 3 S Check Septic Form N.Y.S.D.E.C. E (j Trustees v Flood Permit Examined b,20 D Storm-Water Assessment Form AUG —6 2013 tact: Approved 20 Mail to,•b i ln� & �y5o Disapproved a/c `1 �(1C+: QY�iYYi n BLDG.DEPT. TOWN OF SOUTHOLD Phone{Q3\-VA&aeLD_' Expiration ,20_ Building Inspector APPLICATION FOR BUILDING PERMIT Date D 11 , 20 I3 INSTRUCTIONS a.This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of plans,accurate plot plan to scale. Fee according to schedule. b.Plot plan showing location of lot and of buildings on premises,relationship to adjoining premises or public streets or areas,and waterways. c.The work covered by this application may not be commenced before issuance of Building Permit. d.Upon approval of this application,the Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available for inspection throughout the work. e.No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f.Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date. If no zoning amendments or other regulations affecting the property have been enacted in the interim,the Building Inspector may authorize,in writing,the extension of the permit for an addition six months.Thereafter,a new permit shall be required. 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,or 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 for necessary inspections. (Sign f appli ant or name,if a corporation) C�mt Ibn 6 - Cmnn OY 1 13 (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician,plumber or builder Name of owner of premises 1 �� Cl c, B c ayys (As on the tax roll or latest deed) if applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No. Plumbers License No. Electricians License No. Other Trade's License No. 1. Location of land on which proposed work will be done: g3yD GraVIA e, 6.-fli r IL House Number Street Hamlet County Tax Map No. 1000 Section ��` Block Lot Subdivision Filed Map No. Lot 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy b. Intended use and occupancy CA ^sl ) - 3. Nature of work(check which applicable):New Building Addition ✓ Alteration Repair Removal Demolition Other Work (Description) 4. Estimated Cost Fee (To be paid on filing this application) 5. If dwelling,number of dwelling units -y Number df;dwelling units on each floor If garage, number of cars 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of existing structures, if any: Front S3 •S Rear_ 5 3 Depth 3a y Height Number of Stories Dimensions of same structure with alterations or additions: Front 53 -S Rear 53 •3 . Depth 4 � Height Number of Stories 1 8. Dimensions of entirg nr construction: Front /0 I Rear /0 S Depth /Z Height /0 S Number of Stories 9. Size of lot: Front 100 Rear NO Depth 66 � 10. Date of Purchase Name of Former Owner (/r aq e ln a mq rGI D 11. Zone or use district in which premises are situated / 12. Does proposed construction violate any zoning law, ordinance or regulation? YES NO 13. Will lot be re-graded? YES NO Will excess fill be removed from premises? YES NO �I,,,� P 0.L3oxa/(o �' '"Address GL'D //9.'So�Phone No.bg J -,?98:�/b 14.Names of Owner of premises l�1 4 fY1 y Name of Architect Address llo?dY �.. one No &9A S&O`��9 Name of Contractor--'qDL4r3L&L0i Addres Phone No.lv�l 5(n3-yb 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO * IF YES, SOUTHOLD TOWN TRUSTEES &D.E.C.PERMITS MAY BE REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES NO ✓ * IF YES,D.E.C. PERMITS MAY BE REQUIRED. 16. Provide survey,to scale,with accurate foundation plan and distances to property lines. 17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. 18. Are there any covenants and restrictions with respect to this property? * YES NO * IF YES,PROVIDE A COPY. STATE OF NEW YORK) SS: COUNTY OF h"a �` � being duly sworn,deposes and says that(s)he is the applicant (Name of indivi ual signing contract) above named, (S)He is the 0 (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 knowledge and belief; and that the work will be performed in the manner set forth in the application filed therewith. Swqm to before met 's day o -SHERRI HILLENBERG N Y PUBLIC STATE OF N _" Notary Public C.#01 HI49164824- i ture f Applicant MISSION IN SUFF0 UNN COMM.EXP.8/28/ �o��OF S�(/ryolo Town Hall Annex f Telephone(631)765-1802 54375 Main Road N (631)765-95 2 P.O.Box 1179 G Q rager.richertCao`wnsoutho9d ny us Southold,NY 11971-0959 BUILDING DEPARTMENT TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY: Date: Company Name: Name: License No.: Address: Phone No.: JOBSITE INFORMATION: (*Indicates required information) *Name: ( i i�t�.+ t�j vet- V-&0-S *Address: `fU GrQ2y�w2 *Cross Street: ���� "1'Lio�- i���� �►Iq *.Phone No.: s- Permit No.: Tax-Map District: 1000 Section: /0 7. Block: Lot: r *BRILF DESCRIPTION OF WORK(Please Print Clearly) (Please Circle All That Apply) *Is job-ready for'inspection: YES (:� Rough In Final *bo-you need a Temp Certificate: YES/ NO Temp Information(if needed) *Service Size: 1 Phase 3Phase 100 150 200 300 350 400 Other *New Service: Re-connect Underground Number of Meters Change of Service Overhead Additional Information: PAYMENT DUE WITH APPLICATION qt .82=Request for Inspection Form ( ,V F SCOTT A. RUSSELL JAMES A. RCHTER R.A.9 �' SUPERVISOR MICHAEL M. COLLINS, P.E. TOWN HALL - 53095 MAIN ROAD ? TOWN OF SOUTHOLD,NEW YORK 11971 Tel. (631)-765—1560 Fax. (631)-765—9015 MICFi1FI_COI.I.II`CS i1'l?W\`.SQIJTf_lOt..l�..jv4'_US ,F lA':viIL&ICI_ITE2ii!TOWNSO()Tt1C)I,D.N�.US OFFICE OF THE ENGINEER C E TOWN OF SOUTHOLD ® -- 'AUG 2 3 2013 STORMWATER MANAGEMENT CONTROL PLAN REVIEW COV R SHEET (To be completed by the applicant) I BL it DEFT. Town or sourpo:.D TO: Engineering Department artment PLEASE ATTACH FROM: Building Department D A' opY the�omple#etl Appilaatll�l far DATE: Jb 113 Btiltlirt�t�el~mit` A 1S� Q A corl; ite set Budding Plans. APPLICANT: o A`completed Ctapter 236 Starmwater PERMIT#: Revlew Cha kllst S.C.T.M BRIEF PROJECT DESCRIPTION: �,ro�cseF� c)'g 1x 1(p1 'aAnmo v-n QL GPI ion ;y �y Aa ta'gE,��' " � ,F �,. :w� =3'`���.'�;3`�, �•-�^` � ��,�,� � �;:� � � ��rape "�8 v 3 aced ��& �4 ,,;,��aY•+°, � 'm„ 1°� ���� �-cg+^ x'�" �; �`� s� t�a'�..° � �'�—s a RcoF R6 s'1+ � ���- ,,, r+l d• �z.3. �"� ``�x � � 5 's` � Las $ s'v .�- �� � ti �° � ReQU4e454 7/22/2013 i DATE: CHAPTER 236 APPLICANT: sa " r. stormwater Review Checklist -a- I PHYSICAL ADDRESS: 143LIQ �1r71 Stormwater Management Control Plan Requirements Yes No NA If No or NA,Please Provide Additional Information Plan drawn to scale of not less than 60 feet to the inch showing: a. location and description of property boundaries b. total site acreage c. existing and natural and man-made features on and within 500 feet of the site boundary as required in 236-17 C 2 . d. test hole data indicating soil characteristics and the depth to water e. proposed limits of clearing and the total area of proposed land / disturbance r/ f. existing and proposed contours of the site(minimum 2' interval) g. location of all existing and proposed structures,roads, driveways, sidewalks, drainage improvements and utilities h. spot grade and fmished floor elevations for existing and proposed structures i. location of the swimming pool discharge ring j. location of proposed soil stockpile area(s) k. location of the proposed construction entrance/staging areas 1. location of the proposed concrete washout area in. location of all proposed erosion and sediment control measures Plan includes calculations showing that the stormwater improvements lYY1 are sized to capture, store and infiltrate on-site the runoff from all impervious surfaces generated by a two-inch rainfall Detail drawings(required for plan approval)provided for: a. erosion and sediment controls b. construction entrance c. inlet structures (e.g. catch basins,trench drains, etc.) d. leaching structures(e.g. infiltration basins, swales, etc.) REVISED 7/24/2013 ho��pF SO�ryolo Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 ye Southold,NY 11971-0959 �l� �� �OUNTI,� BUILDING DEPARTMENT TOWN OF SOUTHOLD December 6, 2013 William & Patricia Burrows PO Box 216 Mattituck, NY 11952 Re: 4340 Grand Ave, Mattituck TO WHOM IT MAY CONCERN: The Following Items(if Checked)Are Needed To Complete Your Certificate of Occupancy: Application for Certificate of Occupancy. (Enclosed) Electrical Underwriters Certificate. (Contact your electrician) A fee of$50.00. Final Health Department Approval. Plumbers Solder Certificate. (All permits involving plumbing after 4/1/84) Trustees Certificate of Compliance. (Town Trustees#765-1892) Final Planning Board Approval. (Planning#765-1938) Final Fire Inspection from Fire Marshall. Final Landmark Preservation approval. Final inspection by Building Dept BUILDING PERMIT: BP 38295 — Sunroom Addition o•— _. j JV_ Y • s` 3� 4 g56 o �• � 'q R44 � r ram' y�' � •��".�,�. '�. .. 1 .00 lu 40 7,43.36 N•15 o a'ao'E' AV P'- 05 knovv1' i ROAD ; ROA0 ts� . ,y1C CQUKT'I AEA SEp 1lr IL 8 \ ell C..�•.f� J Coo CI, i! r _ro. N (,': 01 11>6r $9Ft�1 GSA•-r'�l" rn m N m rn g m Schantz ' L- 3 formerly Grace or now D 0 w l5a MOM o O w lLn ,54`20/Pc' iN v o N,78 to to u O �•a D oa 3 CD C1 LD y Sl K t lfl t c.P P C. Ut Cn OCl Sa � \ D `Oo .P Q , .. .. . .. .. ... _�__�. vi-'."•+�.) f' ,Fief¢+i`-°IiPF"{►+71bv.:+Z ,"•:" ) y'.�9!",J: ti.....,. ::i�:.:•.:i�;,,.`. '•_i'.s3�. ",.ro.;.• , tWP,91ver o l 20 Anri9 :. formerly Robert now :or SURVEY FOR ANGE40 ACCARDD 4VG. 31, 1984 AT MATrlrpCK DATE: ✓AN. T, 1984 TOWN OF SoUTtiOLD SCALE. 1 "s 3o" Stl.FPOV .gOUNV3 NEW YORK NO. 83 - 945 IIURM}jTlidRIZED ALTERATION OR ADDITION. TO THIS ' iliji4,-X Is•;A VIOLATION :pF-SCCTIOA 7209 OF THE NEW.YORK+'ATATL•EDVVCA 1ON LAW -W.tom1.EA•• THI3.Sov Y NOT KA ING THE LAND �44tt}}v YO S.11jKIRO'SEA =.ORCMIOISED SEAL SHALL N071! .QONSIDEREDTqq E,AVALID TRUE COPY 1F• OF I'IEt I�➢U!t AM Et.11�O1CATC •HERsON., ALL RUN ONLY TO t ►. TRA.• FOR•MIHOM -.NE Sl1RVl�.f IS PREPANED ..`V HEALTH'D0AAT NT-DATa FOR APPROvtAI, TO CONSTRUCT. ��,p Hl .aCt+��F to TITLE-CbMPANY,OOVEIIM- ,�1•� Pr 1i RtsT vi 1 IiSOUR��O�r WATER, PRLwTE�LPWuC_ N.EaTA INC Y AMDi•LF'[Ip)Na':INS' T.UTIOW-..,LISTED „ G T � llT_ SL�ilON LflA.,'DLOCK.ft�i:LOY,_.L:. 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I-EMBED. a [ i m pF NElyr CONT.2x4 BOTTOM �P �.(.LS SPyq O RAIL,ATTACH TO P05T5 WITH(2)1/4' WOOD SCREWS WITH O 115' m MIN. I'EMBED. M. — I x DECKING t�O 7085g 4;atl v ROFESSIONP 4x4 P05T 72'O.C. cxnw Nu mie. MAX.; 2TTACHPP05Tw t__ IrI. STRUCTURAL (2)1/2.0 THRU BOLTS(COUNTERBO DETAILS RE) CONT.(2)2x RIM J015T DECK SEE RL'1/ISIONS SHUT (SEE PLAN) FRAMING IIEET 53 POR SIZE INCLUDE)Ctl9T.OLCf.:/:J13 4 SPACING. NOTE: ALL WOOD 5HALL 5E WEATHER 5EALED. (SEE PLAN) zx RIM JOIST (SEE P ) DRAWN BY: GWN A TYP. WOOD GUARD RAIL @ EDGE OF WOOD DECK REVIEWED BY: AS Q S I I tior ro SCALE: SEE PLAN DATE: 09-03-13 51 1 or 11 t. raj 1, to 4 yak! e lijlbs , b 111001)GUARDRAIL z d m z teu FOR INFO.NOT 5tiom SEE: gz , " 12 z 9v I RL WOOD GUARDRAIL FOR INFO.NOT 0 5hOWN SEE: Lo pX I x DECKING NJ of NE %s sp I■DECKINGV w -/MIO LU 082359 FeSs% �-2x8 J015T5 \—(2)2x CONTINUOUS, @ 10 O.C. 4 BAND AROUND ENTIRE STRUCTURAL VI:Cr PERIMETER. SEE 4 PLAN. (2)2x CONTINUOUS DETAILS AROUND ENTIRE DETAI L5 _T (2151M1P5Q\l H2.5 E)ecK rEpimem. SEE @ FA,JOIST e GIRDER PLAN. G See SHEET REVISIONS, 0*4 OPPOSITE CORNER5 DECK FRAMING (2)2x 10 DROP 53 FOR SIZE t SPACING. XCLUL10 M51.Mr,el'W;S GIRDER,5EE PLAN F"r (2)2x 10 DROP GIRDER.SEE "ONJ5 PLAN. ATrACtl TO P05T w/(3) 112-0 TtiRu Boum Ty?. DPA%VN 13Y: GWN REVIEWED BY: A5 M FRAMING CONNECTION TO DROP GIRDER5 TYPICAL EDGE Of DECK SCALE!15EEPLAN Up K)TYP. FLP, 0 1 09 A �o MJI TU� A "5�0 11:11 111 51;ALI DATE:I �-03-13 510 or I I � nmQ N i rcYs40 III �J�AJ i.ry ��N� m N W e. •'3 E@6I6 AQ g W ■F;�bR EXIST.2x 5'PUD WALL i i i -"' lu Yo jig EXIST.FLOOR i i z }i p II 1 g"� Cx FRAMING I I uQJ 4 O 4 Y E --------------- ------ ----------------------- -- � �}�II r SUNP,pOM WALL 5; Q54v I n i i w 3/8'O LAG BOLT i WITH 3'MIV.EMBED. u i 1 x DECKING p SEE SHEET 51 FOR --------------- -- Is--- 1 I ate-, O MIN.CONNECTIONS � � F NF lyY C0N5ERVADECK �Q S SPyq O EXIST,1P:G HOUSE BAND I PANEL I co ' — = I I Y FOR INFO.NOT 1 r 5H0'hTJ SEE: .:..,,;. �. r- •, Lu Ix DECKING m II W EXIST.FCUNDATIONJ i S6 .;: �,oRO082359N I i H FES SFO P i v — 2x8 J015T 1 OP.4V.ikG Trtltr @ Jo O.C. (2)2x6 CONiIN0005 �NDARO AROUND eR STRUCTURAL I I I I — (MIN Fb=850) 1 I I (2)SIMP50ld 112.5 DETAILS I i (�EA.JOi97 4 GIRDER ON OPP051TE CORNUT 5 REM510N5 DECK FRAMING SEE i zwce�es�si.c[cR (2)2x 10 DROP GIRDER,SEE SHEET 53 FOR 512E PLAN. ATTACH TO POST vd(3) 6 SPACING. 1/2 1/2'0 THRU BOLTS TYP. GAP (2)2x CONTINUOU5 BAUD AROUND ENTIRE DECK PERIMETER. SEE PLAN. DRAWN BY: GWN DECK FRAMING AND GIRDER AT EXIST. 5TRUCTURE B TYP. WOOD DECK ADJACENT TO 5UNROOM REVIEWED BY: AS n S9 p TOJilC Q GQ ��pTTps SCALE: SEE PLAN (� J✓ DATE: 09-0.03-13 59 of I I 4S— �C n �n DENOTED 5MARTDECK PANEL AND OUT5'DE PACE EXE5TiNG WALL W \ TYPE. SEE DETAIL5 POP,5PLICE IS 5TRUCiuRAL PRAMING)TYP. AND CONNECTION REOUIRE(VIENTS J° -- CONT.2xLEDGER - -- -- - - l5�HEJ If II\ I 15T.(2)2x 10 DROP GIP.DER I I Q c�5 _ W v?;=�QE I fl II II I I I rl 1 z ya.m V y'L86r EX15T.CONC. 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I 1 10'-8 3/4' I I'-4• 2.DECK HEIGHT 15 Z-1 O'er ABOVE FIN15H GRADE Y 3.5EE GENEPJ L NOi E5 FOR MINIMUM CONCRETE REQUIREUENi5 4.MA%IMUM ALLOWABLE CANTILEVER EQUALS-d' l A J V 0WHERE'd'5DEPTH Of CANTILEVERED ME44DER A5 �/ Q DRAWN BY: GWN MEASURED FP,OM EDGE Of 5UPPORT. 5.ALL GIRDER.5PUCE55MN-L OCCUR OVER51JP'ORT. REVIEWED BY: A5 6.•R5•R1DtCATE5 KPlEE•BRACES. FOP,OETAII REFER TO FOUNDATION 4 CON5EPVADECK PLAN SCALE: 5EE PLAN - -— A S3 ae"`� -_ - DATE: 06-13-13 s' 53 or- I I u Eli u DINING ROOM KITCHEN z ^m z L z LO M I Z) EX15T. 3040 D.M. 3040 D.H. FX15T.C04C. 5TOOF STEP5t 3 5ZCrIO,'4 H 105 UGHT MO 5 il 56 9 '56 VENTILATIORTMERGFNCY EGU55 51M. pF NE ti 105.1 General.bternl opemis reeivre',1or I*t and\uVat—shad be y r—ttca to open into P pain strxAurc coda,mal to Section AM 10 1,prc,,4ed K'x PROPOSED 5UNROONA .the patio-Lc:,e�h2 Ln cc ,Wed.1 s,,J,cpraiwqs are sc,.,.j n 10'-5 314"x 12'-G 3/1 G' EX15T.DECK Lu as cmercp-cy c�j—or opcnrtq5 from 5Vcfmcj roome.Vilr= such-d— Fl c—ng,xrn asfrom the d�.zjtno ,.rut.theJ�jtjo uB 35 0 .otter unzrcraeed.51,ai be rro,-Led Ah c..ts ccr f.rc-3 to the Pr —,.1 5-t—F-3 10 of Ll- Me A II c DrAwNr Mir, 4A WOOD GUARDRAIL PARTIAL T105T Tyr. FLOOR PLAN REVISIONS 1 llc�� 1c Al DRjMl/N BY: GWN REVIEWED BY, A5 PARTIAL PLAN FLOOR PLAN DATE: OG-13-13 5CALE: 1/4'-V-O' A I of 11 Project Job Ref. BURROWS RESIDENCE Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 1 of 21 A.B.Engi—,uj SenA .P.0 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)531550-0259 AS 7/9/2013 ENGINEERING CALCULATIONS FOUR SEASONS SYSTEM 8 MODULAR STRAIGHT EAVE MODEL 121-6.1875" PROJECTION BY 10'-8.75" FRONT WALL WITH 5.5" DEEP RAFTERS@ 5'-1 .25" O.C. MAX FOR THE BURROWS RESIDENCE LOCATED AT: 4340 GRAND AVENUE MATTITUK, NY 11952 DATE: July 24, 2013 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 15 psf EQUIVALENT UNIFORM ROOF LOAD 120 mph EXPOSURE C WIND LOAD AS PER THE 2010 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS OF NEI,yY Q\' r— r cc Z Zs�O.o 082359 v ROPESSIONP Project Job Ref. BURROWS RESIDENCE 1 f g li Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 1 of 21 �*"TMM.�•enrces.P L. 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/9/2013 ENGINEERING CALCULATIONS FOUR SEASONS SYSTEM 8 MODULAR STRAIGHT EAVE MODEL 12'-6.1875" PROJECTION BY 10'-8.75" FRONT WALL WITH 5.5" DEEP RAFTERS @ 5'-1 .25" O.C. MAX FOR THE BURROWS RESIDENCE LOCATED AT: 4340 GRAND AVENUE MATTITUK, NY 11952 DATE: July 24, 2013 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 15 psf EQUIVALENT UNIFORM ROOF LOAD 120 mph EXPOSURE C WIND LOAD AS PER THE 2010 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS �P'�pF NE►N�� S SP r_ [C n c I W _z�7� Z��O 082359 v R0F�S S10NA Project Job Ref. i BURROWS RESIDENCE l 1. Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 1 of 21 A.B. S-i=.P.C. 112 Wilson Drive,Port Jefferson,NY.11777 Calc.by Date Chk'd by Date t:7 Date (C)631-560-0259 AS 7/9/2013 ENGINEERING CALCULATIONS FOUR SEASONS SYSTEM 8 MODULAR STRAIGHT EAVE MODEL 12'-6.1875" PROJECTION BY 10'-8.75" FRONT WALL WITH 5.5" DEEP RAFTERS @ 5'-1 .25" O.C. MAX FOR THE BURROWS RESIDENCE LOCATED AT: 4340 GRAND AVENUE MATTITUK, NY 11962 DATE: July 24, 2013 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 15 psf EQUIVALENT UNIFORM ROOF LOAD 120 mph EXPOSURE C WIND LOAD AS PER THE 2010 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS �.OF NE►�y y �Q'( SS O CO r Q n w UJ Z r6�3 z 08235g v 90FESSIONP �,,yju*+MEara, Project Job Ref. BURROWS RESIDENCE Section Sheet no./rev. ASE.�S' 4340 GRAND AVENUE, MATTITUK, NY 11952 1 of 21 A9.Enctircsarinp EmiuYs,P,G 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by r719/2013 Chk'd by Date App'd by Date (C)631-560-0259 AS ENGINEERING CALCULATIONS FOUR SEASONS SYSTEM 8 MODULAR STRAIGHT EAVE MODEL 121-6.1875" PROJECTION BY 10'-8.75" FRONT WALL WITH 5.5" DEEP RAFTERS @ 5'-1 .25" O.C. MAX FOR THE BURROWS RESIDENCE LOCATED AT: 4340 GRAND AVENUE MATTITUK, NY 11952 DATE: July 24, 2013 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 15 psf EQUIVALENT UNIFORM ROOF LOAD 120 mph EXPOSURE C WIND LOAD AS PER THE 2010 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS OF NE.lvy s Spy O,p� w �O g82359 v . AROFFS S 10 o�pziory mttrs n Project Job Ref. n BURROWS RESIDENCE }y Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 2 of 21 A.S.El im—j.S—i—.P.0 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/9/2013 Table of Contents DETERMINE BASE SHEARS BASED ON WIND LOADS....................................................................................................................3 WINDSHEAR....................................................................................................................................................................................4 SNOW LOAD........................................................................................................................................Error! Bookmark not defined. COMPONENTSAND CONNECTIONS.................................................................................................................................................6 GLAZINGBAR................................................................:..................................................................................................................7 BEARINGWALL COLUMNS.............................................................................................................................................................9 GABLEWALL COLUMN..................................................................................................................................................................11 EAVE...............................................................................................................................................................................................12 SECTIONPROPERTIES....................................................................................................................................................................13 CONNECTIONDESIGN......................................................................................................................................................................14 �psrod rasi_� Project Job Ref. BURROWS RESIDENCE .` Section Sheet no./rev. ASES�- 4340 GRAND AVENUE, MATTITUK, NY 11952 3 of 21 AS.En�rwtain'c3 S¢.�rvu.,PC: 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/9/2013 DETERMINE BASE SHEARS,BASED ON WIND LOADS Project Job Ref. a BURROWS RESIDENCE Section Sheet noJrev. ASES 4340 GRAND AVENUE, MATTITUK,NY 11952 4 of 21 A.S.Er,4—ing Sm-6 s,RC. 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/9/2013 WIND SHEAR FIRST CALCULATE WIND PRESSURES AND THEN BASE SHEARS AND LATERAL FORCE DISTRIBUTION Wind Pressure Calculations (Main Wind Force Resisting System) Design Wind Pressure p=gGCp-gi(GCpi) Where, q= 0.00256 KZ Kt Kd V2 1 Velcity Pressure Exposure Where, KZ= Coefficient= fflI5for Exposure C 0.7 FOR EXP B Krt= Topographical Factor= �I Q,. 0.85 FOR EXP C Kd= Directionality factor V= Wind Speed= ,.12Q mph = Importance factor= 1.0 Therefore,q= 26.63 psf Design wind pressure,p= gGCp-gi(GCpi) Where, q= 26.63 psf G= Gust Factor=0.85 + 0.55 FOR PARTIALLY EXPOSED GCpi= 0:55 for STRUCTURE 0.18 FOR ENCLOSED Cp= 0.8 Windward Wall STRUCTURE 0.5 Leeward Wall 0.7 Side Wall 0.9 Roof Therefore, p= 32.76 psf for Windward Wall 25.97 psf for Leeward Wall 30.50 psf for Side Wall 35.02 psf for Roof '106u ^"krs Project Job Ref. P � Qe,'t BURROWS RESIDENCE Section Sheet no./rev. .ASEs 4340 GRAND AVENUE, MATTITUK, NY 11952 5 of 21 '0.5:E»y'srww�im,7 Servic�s,P.C: 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0269 AS 7/9/2013 ROOMINPUT PROJECTION 12.50 FT EAVE HEIGTH 6.75 FT RIDGE HEIGHT ! 10.75_ FT j FRONT WALL LENGTH j___1.0.75 FT WIND PRESSURES 32.76 psf for Windward Wall 25.97 psf for Leeward Wall Side 30.50 psf for Wall 35.02 psf for Roof WIND BASE SHEAR CALCULATIONS X-Direction Surface Area= 109.375 sq ft for peaked wall Y-Direction Survace Area= 72.5625 sq ft for side wall Therefore, X-Direction Wind Shear,V.�= 4261 Ibs Y-Direction Wind Shear,VWY= 2377 Ibs LATERAL FORCE RESISTING SYSTEM LOAD vx= 4261 1/2 TO FOUNDATION = 2131 2131 1/2 TO EACH SIDE WALL 1065 1065 DIVIDED BY LENGTH OF GABLE WALL= 99 PLF vy= 2377 1/2 TO FOUNDATION = 1189 1189 1/2 TO EACH SIDE WALL 594 594 DIVIDED BY LENGTH OF GABLE WALL= 48 PLF Project Job Ref. BURROWS RESIDENCE a j Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK,NY 11952 6 of 21 A.S.Engineminq Se 6..,AC.. 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/9/2013 COMPONENTS AND CONNECTIONS COMPONENTS TO BE SIZED INCLUDE: GLAZING BARS BEARING WALL COLUMNS EAVE CONNECTIONS TO BE SIZED INCLUDE: SILL TO WOOD GLAZING BAR CLIP TO EXISTING LAG WITHDRAWL CAPACITY SUNROOM CONNECTION SUMMARY ROOF RIDGE TO EXISTING ROOF PANEL TO EAVE EAVE TO COLUMN COLUMN TO SILL SILL TO FOUNDATION Project Job Ref. BURROWS RESIDENCE S Section Sheet no./rev. DES 4340 GRAND AVENUE, MATTITUK, NY 11952 7 of21 .rA.S.Engrtu:,erirq Sevin..,P.C. 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/9/2013 GLAZING BAR REQUIRED BEAM SECTIONAL PROPERTIES-(GRAVITY LOADS) (FOR WALL m DESIGNS) LENGTH: 12 500" ft 150.00 in <<(Eave Height) <<(Average <<(Average O.C.: 5.000 ft 60.00 in distance Distance DEFL. LIMIT L/ 120 = 1.250 in to each support) Between For ridge-WIDTH/2 Two Windows) « DEAD LOAD: 5A psf (Zero) LIVE LOAD: 151, psf <<(Wind Pressure) TOT.w= 100 plf END REACTIONS= 625 Ibs ft- Moment= 1953 lb 23437.5 in-lb `S EL % f; ' ALUMINUM e4 WOOD REQUIRED,PRD�EI2TIES, REQUIRED'PROPERTIES REQUIRED PROPERTIES ab- 0Q0 ps ap � 'i'19000,-"Ps) / 6b: 4600�° psi 29000F E 10100000psl E: 1600000. psi 000ps 110 psi A.�Sx>= 0977in3S > 7 i23 7m 4 �� Sx>= 14.6 in3 Ixm>= F`1 515m4 Ix> ;4 351# trio IX>= 27.5 in4 a r A� r " �� � Ax>= 6.5 in 3r52722$ , 5r RECTANGULAR DIMENSIONS : 1/25 WIDTH: 3 in DEPTH= 5.41 in minimum oyanar mErs p Project Job Ref. qrF BURROWS RESIDENCE j Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 8 of 21 A.S.Eng-g S-,,P.C. 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/9/2013 REQUIRED BEAM SECTIONAL PROPERTIES-(WIND LOADS) (FOR WALL DESIGNS) LENGTH: `` 12*500" ft 150.00 in <<(Eave Height) <<(Average <<(Average O.C.: 2 750. ft 33.00 in distance Distance DEFL. LIMIT L/ 120; = 1.250 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD: psf (Zero) LIVE LOAD: 32.02.d psf <<(Wind Pressure) TOT.w= 88.06607 plf END REACTIONS= 550.4129 Ibs ft- Moment= 1720 lb 20640.49 in-lb STEEL ALUMINUM M � R WOOD REQUIRED PROPERTIES „ REQUIREDPROPERTIES t REQUIRED PROPERTIES 6b 24000 psi ab: �, 19000 ps) ' 6b: F16' 606 psi E 4 ,Y 29000000. „psis E: 10100000 psE E: 000 { psi 10psi Pp Sx n3 Sx>= 12.9 in' 1 09 _ i Ix> 1:335 (�4'' .IxF�= 3.832� ins Ix>= 24.2 in Ax>= 7.5 in RECTANGULAR DIMENSIONS i M1 g 1=25 �{ WIDTH: 3 in DEPTH= 5.08 in minimum GLAZING BAR DESIGN CONTROLLED BY GRAVITY LOADS AND 3X5.5 ADEQUATE ps€np�^_��'re,pgQcj Project Job Ref. BURROWS RESIDENCE Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK,NY 11952 9 of 21 ..A.S.Eisgitueiing Scauices,P,C, 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date Ic1631-560-0259 AS 7/9/2013 BEARING WALL COLUMNS REQUIRED BEAM SECTIONAL PROPERTIES-BEARING WALL COLUMN (FOR WALL __ DESIGNS) LENGTH: 5250' ft 63.00 in «(Eave Height) <<(Average <<(Average O.C.: 2.500, ft 30.00 in distance Distance DEFL.LIMIT L/ 120� = 0.525 in to each support) Between For ridge-WIDTH/2 Two Windows) 1 « DEAD LOAD: '0 ipsf (Zero) LIVE LOAD: 32.76 " psf «(Wind Pressure) TOT.w= 81.90029 plf END REACTIONS= 214.9883 Ibs Moment= 282 ft-lb 3386.065 in-lb STEEL p►LUMINUM WOOD .. {. Nk REQUIRED PROPERTIES tEQUIR�D PROPERTIES x X�� REQUIRED PROPERTIES &`, r r ry x + £ an: 4000, psi w b 19000 'psl an 1600 psi � " `E 29000000 psl E 101 gquuw psl E 1600000 psi; } `r� k 3 ." 3 S > 21 Ina yY3 � € Sx> _ 014I m SX> 018 In x s IX> 0 092 m4v = IX> 0 264 >m4, IX> 1 7 .In4 .,In-� 5 `# t c 1 481436 RECTANGULARDINIENS ONS 1 25 t { 7 5 InR fi DEPTH- 1:39 Ili minim m ' dpilpN MUB o Project Job Ref. BURROWS RESIDENCE Section Sheet no./rev. ASES P.C. 4340 GRAND AVENUE, MATTITUK, NY 11952 10 of 21 AS.Enginsiirq Sawic 1 U Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (c)631-560-0259 AS 7/9/2013 Combined Ratio Check: Member Force/stresses Member Properties Axial Force= `625 Ibs Unsupported Length, Lx= 5250 ft Max Bending Moment, Mz= 282 Ibs-ft Unsupported Length, Ly= 1 ft Max Bending Moment, My= 01, Ibs-ft Cross Section Area= 24.1616 sq in Section Modulus,Sx Allowable Axial Stress, Fa= 1200 psi = 7:68 cu in Section Modulus,Sy Allowable Bending Stress, Fbx= =�1,600, psi cu in Allowale Bending Stress,Fby .1600 psi Radius of Gyration, rx= Z-`.1:003 in Young's Modulus, E_ "'1600000', psi Radius of Gyration, ry= 0.695' in K= 1.00 Cmx, Cm 0.85 fa= 625 / 24.1616 = 25.87 psi fbx= 3386.065 / 7.68 = 440.89 psi fby= 0 / 9.38 = 0.00 psi Fex=(7r)^2*E/(nu*(KLx/rx)^2) 2052.61 psi Fey=(rz)^2*E/(nu*(KLy/ry)^2) 27163.91 psi Is fa/Fa<0.15? YES fa/Fa= 25.86749 / 1200 = 0.022 <= 0.15 Equations to be checked : 1.fa/Fa +fbx/Fbx+fby/Fby<= 1 0.022 + 0.275559 + 0.000 0.297 <= 1 (GOOD) LITE H MIN OKAY p��rZ)9p Mfib�g FR Project Job Ref. BURROWS RESIDENCE Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 11 of 21 'AS:,bygineering Sr vices.P.c. 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (c)631-560-0259 AS 7/9/2013 GABLE WALL COLUMN REQUIRED BEAM SECTIONAL PROPERTIES-GABLE WALL COLUMN (FOR WALL DESIGNS) LENGTH: E�75_0j�� ft 87.00 in «(Eave Height) <<(Average O.C.: ft 36.00 in <<(Average distance Distance DEFL.LIMIT L/ = 0.725 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD: 'a psf (Zero) LIVE LOAD: _ 3�2 76' psf <<(Wind Pressure) TOT.w= 98.28035 plf END REACTIONS= 356.2663 Ibs ft- Moment= 646 lb 7748.791 in-lb STEEL ALUMINUM r WOOD aREQUIRED'PROPERTIES.f :, REQUIRED;PROPERTIES- _ REQUIRED PROPERTIES ati" ' m $ 24000� ps4 ob = �19000pst , 6b: 1F00 psi E � 29000000� pst E , Q10100000 ;psty. E: 1600000, psi a�: 110. psi S 0323 tn3 Sx041 Tina Sx>= 4.8 in3 . Ix> 40 291 >In Ix>= 0834 min° Ix>= 5.3 in 4 2 Ax>= 4.9 in i t: C 2 045792 REGTANG(JLAR`RIME 4, _"v 25 , 1 41 � ,H•# a.= ���.� e.DEP�TH,��� � 3:�1'9 �in.mirnmumk,., �> "� Cross Section Area = 24.161'6, Section Modulus,Sx ,7.68 i �Pt�ow Mc4 rq p Project Job Ref. BURROWS RESIDENCE Section Sheet no./rev. ;ASE.S: 4340 GRAND AVENUE, MATTITUK, NY 11952 12 of 21 As.E.ng�neering Smyicas,P.C; 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/9/2013 EAVE N/A 'ao"j'1 W mck, S Project Job Ref. BURROWS RESIDENCE 3J + Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 13 of 21 AS.E,4 .irtgS ,P.C. 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date ICE 631-560-0259 AS 7/9/2013 SECTION PROPERTIES BEAM Ixx Sxx Ax TOP BOTTOM COLUMNS LITE'H' 1.09 0.68 0.77 1.14 LITE'H'-4RSB 7.22 2.76 2.45 2.35 UTILITY'H' 1.65 0.93 1.32 1.58 UTILITY'H'-7BP 5.49 2.4 3.05 3.2 UTILITY'H'-7TB 32.63 7.8 9.2 4.16 CORNER COLUMN 3.1 1.38 1.58 1.87 45 DEGREES COLUMN 1.18 1.25 45 DEGREE WITH 2-3/16"PL 1.89 2.13 45 DEGREE WITH 2-1/4"PL 1.93 2.33 30 DEGREE COLUMN 1.09 1.19 SYS 8 CASE COLMN 11.27 7.63 SYSTEM 8SC-8SC 0.7 0.705 BEAMS 4GMA 0.622 0.516 0.504 0.834 4GMA-4RSB 4.93 1.78 2.2 2.04 4GBA 0.78 0.6 0.67 1.08 4GBA-4RSB 5.44 2.1 2.23 2.28 4HBA 1.05 0.79 0.93 1.66 4HBA-4RSB 6.41 2.68 1.77 2.86 4HCX 6.27 2.717 3.05 2.648 4HCX-4RSB 17.03 5.09 4.82 3.85 5LB3 2.29 1.28 1.2 1.35 5LB3-4RSB 10.16 3.04 3.48 2.56 5HB3 4.41 2.29 2.5 2.18 5HB3-4RSB 13.1 4.29 4.09 3.39 5LB5 4.72 2 1.77 1.62 5LB5-4RSB 17 4.17 4.87 2.82 5CB5 8.9 3.48 3.65 2.65 5CB5-5CB1 11.74 4.52 4.88 3.94 5CB5-CHANNEL 13.47 5.2 5.63 4.49 5CB5-4RSB 22 5.85 5.79 3.86 7BP 2.88 1.64 1.64 1.61 7TB 25.4 7.12 7.12 3.31 7TB-STEEL 55 10.23 10.23 6.1 12LW 98.5 16.4 16.4 5.93 12LW-4RSB 154 21.2 21 7.14 4HCX 6.27 2.72 3.05 2.65 6NW 17.65 1 5.75 6 3.49 8VALLEY 46.62 11.6 11.7 5.57 8NW 44.23 10.72 11.63 5.22 Project Job Ref. z"4w. BURROWS RESIDENCE Section Sheet noJrev. 4340 GRAND AVENUE, MATTITUK, NY 11952 14 of 21 b.g-�lwRimenti8$�n.�1?C; 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/9/2013 CONNECTION DESIGN P YaM'�«73 Project Job Ref. BURROWS RESIDENCE 3 µ Section Sheet noJrev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 15 of 21 AS.Engi.ceerinpGwic .P.C. 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/9/2013 ALUMINUM GLAZING BAR CLIP TO WOOD CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. Wood Screw Type= /8"*; Lag Screw Wood Screw Length= 3.50 in Wood Screw " 3 00 in Embedment= , Wood Screw Thread Length= 2.25 in D= 0.375 in Dowel Diameter Dm= 0.265 in Dowel Diameter at max.stress in main member D,= 0.265 in Dowel Diameter at max.stress in side member Fb= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value: W= 351 Ibs Penetration Factor: Cp= 2.25 in (based on 1/2 screw length+.5) Duration Factor: Co Withdrawal Allowable(W')= 1263.0 Ibs Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member): Frame(Side Member): Aluminum 6005-T5 Cantilever Distance: in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) - 3 000 in Main member dowel bearing length 0 3 5 `r in Side member dowel bearing length F_= 3,646 psi Main member dowel bearing strength 13 38,000 psi Side member dowel bearing strength qm= 1,367 Ibs/in Main member dowel bearing resistance=F_D q,= 14,250 Ibs/in Side member dowel bearing resistance=FesD �rt�irtsy� Project Job Ref. 4M 4 t. BURROWS RESIDENCE 3 d Section Sheet no./rev. SS" 4340 GRAND AVENUE, MATTITUK, NY 11952 16 of 21 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/9/2013 Mm= 217.11 in-Ibs Main member dowel moment resistance=Fb(Dm3/6) M,= 217.11 in-Ibs Side member dowel moment resistance=Fb(D�3/6) Maximum angle of load to grain(0°S 0 5 90')for any member in a 0= 90 degrees connection Ke= 1.258 Kp= 3.000 Single Shear Double Shear Mode Main Member Im Z,= 4101.79 Ibs 4101.79 Ibs Bearing ,Reduction 5.03 Term Mode I 815.14,� - Ibs 81514' Ibs, I L �.� Zi=._ _, _ _ Mode Side Member Is Z,= 5343.75 Ibs 10687.50 Ibs Bearing ,Reduction 5.03 Term Z,- -1061.95 Ibs _ 2123.91 _u ._ u..v Ibs_. Mode Side and Main II Z„= 1754.39 Ibs Member Bearing A= 0.0002 B= 1.688 C= 3577.32 Reduction 3.52 Term Mode 7, Z117 498.07 1bs� Mode Main Member Bearing Illm Z„,= 1750.45 Ibs and Dowel Yielding in the Side Member A= 0.0002 B= 1.500 C= 3293.45 Reduction 3.52 Term Project Job Ref. a �9 BURROWS RESIDENCE a Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 17 of 21 AS.Em,�, eingSniam Rr. 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560.0259 AS 7/9/2013 Mode Illm Zw= 496.95 Ibs. Mode Side Member Bearing III, Z11F 1145.91 Ibs 2291.81 Ibs and Dowel Yielding in the Main Member A= 0.0004 B= 0.188 C= -718.09 Reduction 3.52 Term Mode IIh Z111 _ 325.32 J Ibs a`° r650.64 Ibs Mode Dowel Yielding in the IV Ziv= 1040.89 Ibs 2081.77 Ibs Side and Main Member A= 0.0004 B= 0.000 C= -434.22 Reduction 3.77 Term Mode IV Zm= 275.80 Ibs 551.61 Ibs Cd= 115 Load Duration Cp= 1.000 Penetration Factor Single Lateral Allowable(Z'.)= 317.2 Ibs Double Lateral Allowable(Z'd)= 634.4 Ibs 2 BOLTS FOR BAR,THEREFORE TOTAL CAPACITY CONNECTION=634 LBS/BAR>ACTUAL REACTION +�atcux�crs,�R�� Project Job Ref. BURROWS RESIDENCE Section Sheet no./rev. ASEs 4340 GRAND AVENUE, MATTITUK,NY 11952 18 of 21 AS.F.n`�i»ee�irg fiaricc>,P.C. 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/9/2013 WOOD LEDGER TO EXISTING WOOD FRAMING CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. Wood Screw Type= EEO Lag Screw Wood Screw Length= 6.00 in Wood Screw in Embedment= Wood Screw Thread 3.50 in Length= D= 0.375 in Dowel Diameter Dm= 0.265 in ,Dowel Diameter at max.stress in main member D,= 0.265 in Dowel Diameter at max.stress in side member Fb= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value: W= 351 Ibs Penetration Factor: Cp= 3.50 in (based on 1/2 screw length+.S) Duration Factor: Co Withdrawal Allowable(W')= 1965.0 Ibs Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member): Frame(Side Member): Douglas Fir-Larch F 3w� Cantilever Distance: I'l0 '; in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) t. = 3 QQO',• in Main member dowel bearing length 4TT 3 OOOr in Side member dowel bearing length F,m= 3,646 psi Main member dowel bearing strength 13 3,646 psi Side member dowel bearing strength qm= 1,367 Ibs/in Main member dowel bearing resistance=F_D o�p}pp MEF,a nq Project Job Ref. Ark BURROWS RESIDENCE Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 19 of 21 AS.E�ir�iinp Se�ces,P.C. 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/9/2013 q,= 1,367 Ibs/in Side member dowel bearing resistance=FQsD Mm= 217.11 in-Ibs Main member dowel moment resistance=Fb(Dm3/6) M,= 217.11 in-Ibs Side member dowel moment resistance=Fb(%'/6) ()= 90 degrees Maximum angle of load to grain(0"5 9 5 90')for any member in a connection Ke= 1.258 Kp= 3.000 Single Shear Double Shear Mode Main Member 6 Zi= 4101.79 Ibs 4101.79 Ibs Bearing 5.03 Reduction Term Mode 1m Z,= 815.14 Ibs 815.14 Ibs Mode Side Member I, Zi= 4101.79 Ibs 8203.58 Ibs Bearing 5.03 Reduction Term Mode - Is. . Ibs 1630.28 Ibs Mode Side and Main Member II ZIF 1699.02 Ibs Bearing A= 0.0004 B= 3.000 C= 6152.68 3.52 Reduction Term Mode II Ze= 482.35 Ibs Mode Main Member Bearing Illy, Z„F 1438.70 Ibs and Dowel Yielding in the Side Member A= 0.0005 B= 1.500 C= 3293.45 3.52 Reduction Term „•�^TM *s, Project Job Ref. ' \; BURROWS RESIDENCE Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 20 of 21 AS.Engi—'-g S—!--.,P.D. 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/9/2013 Mode - IIIm,1. Zm= 408.44 Ibs Mode Side Member Bearing III, Z„i= 1438.70 Ibs 2877.40 Ibs and Dowel Yielding in the Main Member A= 0.0005 B= 1.500 C= 3293.45 3.52 Reduction Term Mode ills Ziii= 408.44 Ibs 816.89 _ _ Ibs Mode Dowel Yielding in the IV Ziv= 770.52 Ibs 1541.04 Ibs Side and Main Member A= 0.0007 B= 0.000 C= -434.22 3.77 Reduction Term Mode IV, Ziv= 204.17 Ibs 408.33 Ibs Cd= 115. Load Duration C,= 1.000 Penetration Factor Single Lateral Allowable(Z'J= 234.8 Ibs Double Lateral Allowable(Z'd)= 469.6 Ibs HAVE(2)@ 12”O.0 THEREFORE TOTAL CAPACITY 470 PLF OR 2350 LBS PER BAR BUT ALSO HAVE ADDITIONAL LEDGER BELOW Project Job Ref. BURROWS RESIDENCE ((( Section Sheet no./rev. ASEYS 4340 GRAND AVENUE, MATTITUK, NY 11952 21 of 21 A5.Er gi-.v'g Sovices,p.C, 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (c)631-560-0269 AS 7/9/2013 CONNECTION SUMMARY SYSTEM 8 MODULAR MAX ALLOWABLE BACK UP CONNECTION FORCE(LBS) CALC ACTUAL GOOD(Y/N) TENSION SHEAR PAGE FORCE(LBS) i ROOF BEAM TO ROOF CLIP ; 1264 17 625 ROOF CLIP TO EXISTING 3333 18 625 I ROOF BEAM TO EAVE CLIP ? 1264 16 721 i EAVE CLIP TO EAVE 1013 15 721 I EAVE TO COLUMN 599 11 721 SILL TO COLUMN 1198 8 721 SILL TO FOUNDATION 760 2036 7 721 NOTE-FORCES SHOWN AS APPLIED IN CONNECTION, IE UPLIFT FORCE ON COLUMN TO SILL CONNECTION RESULTS IN SHEAR FORCE ON SCREWS STANDARD SYSTEM 8 MODULAR ENGINEERING CALCULATIONS FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAXIMUM ALLOWABLE STRESSES 5005 Veterans Memorial Highway SHEET NO: 1 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563-4000 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)218-9076 STAMPED BY: DATE: SYSTEM 8 MODULAR STRAIGHT COLUMNS(8SQ WOOD-LAM GLUE LAMINATED NORTHERN PINE MAXIMUM ALLOWABLE STRESSES COMPRESSION: = 1200 psi TENSION:= 1000 psi BENDING: =2000 psi SHEAR= 145 psi FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAXIMUM ALLOWABLE STRESSES 5005 Veterans Memorial Highway SHEET NO: 2 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563-4000 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)218-9076 STAMPED BY: DATE: SYSTEM 8 MODULAR CORNER COLUMS( 7C9 ) ALLOY:6063-T5 INPUTS SPEC 3.4.1 L(in) 81.375 a= 9500 psi r(in) 1.285 SPEC 3.4.2 2 EDGE b(in) 1.975 6= 9500 psi - t(in) .078 SPEC 3.4.7 Lb(in) 81.375 a= _ 8.9-0.037(kVr) = 6556.9 psi - Centroid to x-axis, Y, (in) 2.17 SPEC 3.4.9 a= 10-0.071(b/t) = 8202.2 psi SPEC 3.4.16 MEMBER CONSTANTS a= 9.5 = 9500 psi KL/r= 63.33 SPEC 3.4.18 2 EDGE b/t= 25.32 a= 12.5 = 12500 psi MAXIMUM ALLOWABLE STRESSES - COMPRESSION_= 6556.90 psi - BENDING: = 9500.00 •- psi ALL BARS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAXIMUM ALLOWABLE STRESSES 5005 Veterans Memorial Highway SHEET NO: 3 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 1102002 (631)663-4000 CHECKED BY: Bob Lupo DATE: 11/72002 Fax:(631)218-9076 STAMPED BY: DATE: SYSTEM 8 MODULAR EAVE HEADER( 7E3B ) AL LOY:6005-T5 INPUTS k 1 SPEC 3.4.1 - L(in) 36 6= 19000 psi r(in) .9.87 SPEC 3.4.2 2 EDGE b(in) 1.786 6= 19000 psi t(in) .08 SPEC 3.4.7 h (in) 3.68 6= 20.2-0.126(kUr) = 15604 psi Lb(in) 36 SPEC 3.4.9 ry(in) 1.358 cr= 23.1-0.25(b/t) = 17519 psi ly(in4) 1.76 SPEC 3.4.11 Ix(in4) 0.929 a= 23.9-0.124(Lb/ry) = 20613 psi Centroid to x-axis, Y, (in) 2.17 SPEC 3.4.14 a= 21 = 21000 psi SPEC 3.4.16 . CT= 27.3-0.29(b/t) = 20826 psi MEMBER CONSTANTS SPEC 3.4.18 - KUr= 36.47 - '� 40.5-0.27(h/t) _ .28080 psi - 2 EDGE b/t= 22.33 - h/t= 46 - —: - - - Lb/ry 26.51 MAXIMUM ALLOWABLE STRESSES y COMPRESSION:= 15604.26 psi BENDING: = 19000.00 psi ALL BARS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAXIMUM ALLOWABLE STRESSES 5005 Veterans Memorial Highway SHEET NO: 4 OF: 24 - Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/8/2002 (631)563-4000 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)218-9076 STAMPED BY: DATE: SYSTEM 8 MODULAR ROOF BEAMS-....- WOOD-LAM GLUE LAMINATED NORTHERN PINE MAXIMUM ALLOWABLE STRESSES COMPRESSION_= 1200 psi TENSION: = 1000 psi BENDING:=2000 psi SHEAR = 145 psi FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAXIMUM ALLOWABLE STRESSES 5005 Veterans Memorial Highway SHEET NO: 5 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563.4000 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)218-9076 STAMPED BY: DATE: SYSTEM 8 MODULAR ROOF PURLINS WOOD-LAM GLUE LAMINATED NORTHERN PINE MAXIMUM ALLOWABLE STRESSES COMPRESSION: = 1200 psi TENSION:= 1000 psi BENDING: =2000 psi SHEAR= 145 psi FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAXIMUM ALLOWABLE STRESSES 5005 Veterans Memorial Highway SHEET NO: 6 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563-4000 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)218-9076 STAMPED BY: DATE: SYSTEM 8 MLT WOOD WINDOW/DOOR FRAMES LAMINATED VENEER LUMBER DOUGLAS FUR MAXIMUM ALLOWABLE STRESSES COMPRESSION: = 1200 psi TENSION:= 900 psi BENDING:= 1300 psi SHEAR= 70 psi FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 7 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563-4001 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free:1-800-431-1586 SILL(A•BSL)TO FOUNDATION SCREWS: 2-318 LAG BOLTS @ EACH COLUMN AND 16"O.C. SPACING ALLOWABLE CONNECTION BEARING P„g =(D1)(T1)(Fby1)11.65 _( .375 )( .08 )( 56 )/1.65= 1018.2 # INPUTS Al:Alloy of Piece 1 6005-T5 Pr.. =(D1)(T1)(Fb„1)/2.34 N:Number of Screws 2 _( .375 )(— .08 )( 80 )/2.34= 1025.6 # D1: Diameter of Screws(in) .375 D2:Diameter of Screwhead/Washer(in) .75 P85 =N'Pnsm;,, T1:Thickness of Piece 1 (in) .08 2._. . 1018.2 )= 2036 # ALLOWABLE CONNECTION_ TENSION Values From An External Table For Alloys P„,, =(D2-D1)(T1)(F,,,,)(C)/3 Fb,,,: Ultimate Bearing of Piece 1 (ksi) 80 _( .75 - .375 )( .08 }( 38 )( h )l3= 380.0 # Fby,:Yield Bearing of Piece 1 (ksi) 56 Pa, _(N)(Pnm;,,) F,,,,: Ultimate Tension of Piece 1 (ksi) 38 2 )(. 380.0 ) 760.0 # MAXIMUM ALLOWABLE LOADS SHEAR: 2036.0 # TENSION: 760.0 # ALL CONNECTIONS OKAY BY INSPECTION NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 8 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563-4001 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free:1-800-431-1586 SILL (8SL)TO VERTICAL STRAIGHT COLUMN (8SC) SCREWS: 2-#10 X 1/2"SCREWS ALLOWABLE CONNECTION BEARING Pns (D1)(T1)(Fby1)/1.65 INPUTS _( .19 )( .08 )( 56 )/1.65= 515.9 # Al:Alloy of Piece 1 6005-T5 Pns =(D1)(T2)(Fby2)/1.65 A2:Alloy of Piece 2 6063-T6 _( .19 )( .065 )( 40 )/1.65= 299.4 # N: Number of Screws 2 Pns =(D1)(T1)(Fb„1)/2.34 Crown (C)or Valley M Fastening C _( .19 )( .08 )( 80 )/2.34= 519.7 # D1: Diameter of Screws(in) .19 Pns =(D1)(T2)(Fbi2)/2.34 D2: Diameter of Screwhead/Washer(in) .361 _ .19 )( 065 )( 63 )/2.34_ 332.5 # T1:Thickness of Piece 1 (in) .08 Pns =((T2)(T2)(T2)(D1))E0.5'4.2(Fti2)for T2 T7 T2:Thickness of Connecting Piece(in) .065 _065 )( .065 }( .065 )( .19 ))E0:5'4.2( 30 )= 910.2# Pas =N Pnsmin - _-( 2 )( 299.4 )= 598.8 # ALLOWABLE CONNE ION TENSION Pnot (0.85)(D1)(T2)(F, 3 Values From An External Table For Alloys 85 .19 30 _)/3= - 105.0 # Fb 1: Ultimate Bearing of Piece 1 (ksi) 80 Pnov =(D2-D1)(T1)(F,,i1)(C)/3 Fby1:Yield Bearing of Piece 1 (ksi) 56 _( 361 - .19 )( .08 )( 3 ( 1 )/3= 173.3 # Fti1:.Ultimate Tension of Piece 1 (ksi) 38 - -- - - -- Pat =(N)(Pnmin) Fbu2: Ultimate Bearing of Piece 2(ksi) 63 _( 2 )( 105 ) = 210.0# Fby2:Yield Bearing of Piece 2(ksi) 40 Fti2: Ultimate Tension of Piece 2.(ksi) 30 have 4 therefore double shear capacity shown MAXIMUM ALLOWABLE LOADS SHEAR: 598.8 # TENSION: 210.0 # ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM BMLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 9 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563.4001 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free:1-800.431-1586 SILL(8SL)TO BASE HORIZONTAL STRAIGHT COLUMN (8SC) SCREWS:4-#10 X 1/2" SCREWS ALLOWABLE CONNECTION BEARING - - - _ - INPUTS Pns =(D1)(T1)(Fby1)11.65 _( .19 )( .08 )( 56 )11.65= 515.9# Al:Alloy of Piece 1 6005-T5 Pns =(D1)(T2)(Fby2)/1.65 _ A2:Alloy of Piece 2 6063-T6 _(^_19 )( .065 )( 40 )/1.65= 299.4 # N: Number of Screws 4 Pns =(D1)(T1)(Fb„1)/2.34 Crown(C)or Valley(V)Fastening C _( .19 )(_.08 )( 80 )/2.34= 519.7 # D1:Diameter of Screws(in) .19 Pns =(D1)(T2)(Fb„2)/2.34 D2:Diameter of Screwhead/Washer(in) .361 .19 )( 065 )( 63 )/2.34= 332.5# T1:Thickness of Piece 1 (in) .08 Pns =((T2)(T2)(T2)(D1))E0.5'4.2(F112)for T2<=T1 T2:Thickness of Connecting Piece(in) .065 _(( :065 )( .065 )( _065 )( :19 ))E0.5'4.2( 30 )= 910.2 # P85 =N'Pnsmin --( 4-)( 299.4 )= 1198 # ALLOWABLE CONNECTION TENSION _ Pnot =(0.85)(D1)(T2)(F1u2)13 Values From An External Table For Alloys _( 0.85 )( .19 )( .065 )( 30 )/3= 105.0# Fb„1:Ultimate Bearing of Piece 1 (ksi) 80 - Pn. = D2-D1 1 F 1)(C)/3 Fby1:Yield Bearing of Piece 1 (ksi) _ 56 _( 361 - .19 )( .08 )( 38 -)( 1-- )/3- .17.3.3# Ftu1:Ultimate Tension of Piece 1 (ksi) 38 - Pat =(N)(Pnm,n) Fbu2:Ultimate Bearing of Piece 2(ksi) 63 _ _( 4 )( 105 ) = 419.9 # _ Fby2:Yield Bearing of Piece 2(ksi) 40 F1u2:Ultimate Tension of Piece 2(ksi) 30 MAXIMUM ALLOWABLE LOADS SHEAR: 1197.6 # TENSION: 419.9 # ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 10 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)5634001 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free: 1-800-431-1586 BASE HORIZONTAL STRAIGHT COLUMN (8SC)TO BASE WINDOW JAMB SCREWS:2-#10 X 1/2"SCREWS @ 16"O.C. ALLOWABLE CONNECTION BEARING INPUTS P. =(D1)(T1)(Fby,)/1.65 Al:Alloy of Piece 1 6063-T6 _( _190 )( _065 )( 40 )/1.65= 299.4 # N:Number of Screws 2 Pns =(D1)(T1)(Fbu1)/2.34 Crown(C)or Valley(V)Fastening C _ .190 )( _065 )( 63_)/2.34= 332.5# _ — — D1: Diameter of Screws(in) .190 P_w5 = 136# D2: Diameter of Screwhead/Washer(in) .361 T1:Thickness of Piece 1 (in) .066 Pas =N Pnsfn 2 ..�( 136.0 )= 272# Values From An External Table For Alloys Fbu1:Ultimate Bearing of Piece 1 (ksi) 63 Fby1:Yield Bearing of Piece 1 (ksi) 40 F,,,,: Ultimate Tension of Piece 1 (ksi) 30 ALLOWABLE CONNECT40N TENSION Pno, _(DEPTH OF SCREW)('WITHDRAWAL VALUE) - - =(.5)(130)=75# - Pnov (D2-D1)(T1)(Ftut)(C)/3 - _( .361 _190 )(. .065 )( 30 )( 1 )/3= 111.2 # Pet -_(N)(Pnmin) _( 2 )( 75 ) = 150.04 MAXIMUM ALLOWABLE LOADS SHEAR: (272)(12)/( 16)=204#lft. TENSION: (150)(12)/(16)=112.5#/ft. ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 11 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 1 1/612 0 0 2 (631)563-4001 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax.(631)563-3399 STAMPED BY: DATE: Toll Free: 1-800-431-1586 VERTICAL STRAIGHT COLUMN (8SC)TO EAVE (70B) SCREWS: 2-#10 X 1/2"SCREWS ALLOWABLE CONNECTION BEARING INPUTS Pr,s =(D1)(T1)(Fby,)/1.65 Al:Alloy of Piece 1 6063-T6 _( .190 )( .065 )( 40 )/1.65= 299.4# A2:Alloy of Piece 2 6005-T5 Pr,s =(D1)(T2)(Fby2)/1.65 N_Number of Screws 2 _(_190 )(—_08— )( 56 )/1.65= 515.9# Crown(C)or Valley(V)Fastening C Pf5 =(D1)(T1)(Fb A)/2.34 D1: Diameter of Screws(in) .190 _( .190 )( .065 )( 63 )/2.34= 332.5 # D2:Diameter of Screwhead/Washer(in) .361 P„5 (D1)(T2)(Fb 2)/2.34 T1:Thickness of Piece 1 (in) .065 _( .190 )( .08 )( 80 )/2.34= 519.7 # T2:Thickness of Connecting Piece(in) .0B P. =((T2)(T2)(T2)(D1))E0.5'4.2(F„,2)for T2 T1 _(( .08 )( .08 )( .08 )( .190 ))E0.5'4.2( 38 )=N/A T2>T1 Pas =N'Pnsmi,, _( 2 )( 299.4 )= 598.8 # ALLOWABLE CONNE ON TENSION Values From An External Table For Alloys Pr,b, =(0.85)(D1)(T2)(F,,� _ Ft,,,,: Ultimate Bearing of Piece 1 (ksi) 63 =(0.85 )( .190 )( .0 )( 38 )/3= -163.7# - Fby,:Yield Bearing of Piece 1 (ksi) 40 Pr,o =(D2-D1)(T1)(F,,,,)(C)/3. Fw,: Ultimate Tension of Piece 1 (ksi) ..30 _ _( .361 - .190 )( .065 )( 30 1 )/3= 111.2# Fb„z: Ultimate Bearing of Piece 2(ksi) 80 . _ _ _ _. PB, _(N)(Pnm;,,) Fby2:Yield Bearing of Piece 2(ksi) 56 _( 2 )( 111.2 ) 222.3 # F,,,Z: Ultimate Tension of Piece 2(ksi) 38 [double ave 4 therefore connection MAXIMUM ALLOWABLE LOADS SHEAR: 598.8 # TENSION: 222.3 # ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 12 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563.4001 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free: 1-800-431-1586 HEADER SILL(8SL)TO EAVE (70B) SCREWS. 2-#10 X 1/2" SCREWS ALLOWABLE_ CONNECTION BEARING INPUTS Al:Alloy of Piece 1 6005-T5 Pns (D1)(T1)(Fbrt)/1.65 _ . _( .190 )( .065 )( 56 )/1.65= 419.2# A2:Alloy of Piece 2 6005-T5 Pns =(D 1)(T2)(Fby2)11.65 N:Number of Screws 2 _( .190 )( 08 )( 56 )/1.65= 515.9 # Crown(C)or Valley(V)Fastening C Pns ={D1)(T1)(Fbu1)/2.34 D1: Diameter of Screws(in) .190 _( .190 )( .065 )( 80 )/2.34= 422.2 # D2:Diameter of ScrewheadMfasher(in) .361 Pns =(D1)(T2)(Fb Z)/2.34 T1:Thickness of Piece 1 (in) .065 _( _190 )( —.08 )( 80 )/2.34= 519.7 # T2:Thickness of Connecting Piece(in) .08 Pns =((T2)(T2)(T2)(D1))E0.5'42(Ft,2)for T2-c=T1 - =((_08-)( .08 )( 08 )( .190 ))E0.5'4.2( 38 )=N/A T2>T1 Pas =N'PnS,,,n ----(- -2 )( 419.2 )= 838.3 #... ALLOWABLE CONNECTION TENSION Values From An External Table For Alloys Prot =(0.85)(D1)(T2)(F1i2)/3- Fb 1:Ultimate Bearing of Piece 1 (ksi) 80 _( 0.85 )( .190 )(- .08 )( 38 )/3= 163.7 # Fby1:Yield Bearing of Piece 1 (ksi) 56 Pnov =(D2-D1)(T1)(Fb,t)(C)/3 F,,,1:Ultimate Tension of Piece 1 (ksi) 38 _(..361 - .190 )( .065 )( 38 )( 1 )/3= 140.8# FM:Ultimate Bearing of Piece 2(ksi) 8- Pat =(N)(Pnn,;n) FDy2:Yield Bearing of Piece 2(ksi) 56 _( 2 )( 140.8 ) = 281.6 # F„Q:Ultimate Tension of Piece 2(ksi) 38 MAXIMUM ALLOWABLE LOADS SHEAR: 838.3 # TENSION: 281.6 # ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 13 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563-4001 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free:1-800-431-15B6 CORNER COLUMN (7C9)TO SILL (8SL) SCREWS:8-#10 X 1/2"SCREWS ALLOWABLE CONNECTION BEARING INPUTS P„5 =(D1)(T1)(Fby,)/1.65 Al:Alloy of Piece 1 6063-T6 _( _190 )( _065 )( 40 )/1:65= 299.4# A2:Alloy of Piece 2 6005-T5 Pf., =(D1)(T2)(FDy2)11.65 N: Number of Screws 8 _( .190 )( .08 )( 56 )/1.65= 515.9 # Crown(C)or Valley M Fastening C P„5 =(D1)(T1)(Fb 1)/2.34 D1:Diameter of Screws(in) .190 _( .190 )( .065 )( 63 )/2.34= 332.5 # D2:Diameter of Screwhead/Washer(in) .361 Pf6 =(D1)(T2)(FDi2)/2.34 T1:Thickness of Piece 1 (in) .065 _( _190 )(—_08 )( 80 )/2:34= 519.7 # T2:Thickness of Connecting Piece(in) .08 Pns =((T2)(T2)(T2)(D1))E0.5-42(Ftu2)for T2<=T1 _(( .08 )( 08 )( .08 )( .190 ))E0.5'4.2 38 )=N/A T2>T1 Paz =N Pnsm;� 8 )( 299.4')= 2395 # ALLOWABLE CONNECTION!TENSION . Values From An Extemal•Table For Alloys Pnot =(0.85)(D1)(T2)(F,,,�)/3 Eb„1: Ultimate Bearing of Piece'1 (ksi) 63 _( 0.85 )( .190 ) .08 )( 38 )/3= 163.7 # Fby1:Yield Bearing of Piece 1 (ksi) 40 P„o„ =(D2-D1)(T1)(Ftii1)(Q)/3 Ft.,: Ultimate Tension of Piece 1 (ksi) 30 _( .361 - .190 )7 .065 )( 30 )( 1 )/3 111.2 # Fbi2: Ultimate Bearing of Piece 2(ksi) 80 PBt—=-(N)(Pnm,,,) _ _ Fby2:Yield Bearing of Piece 2(ksi) 56 _( 8 )( 111.2 ) = 889.2# Ft„2: Ultimate Tension of Piece 2(ksi) 38 MAXIMUM ALLOWABLE LOADS SHEAR: 2395.0 # TENSION: 889.2 # ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 14 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563-4001 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free: 1-800-431-1586 CORNER COLUMN (7C9)TO HEADER SILL(8SL) SCREWS: 8-#10 X 1/2"SCREWS ALLOWABLE CONNECTION BEARING INPUTS Pns =(D1)(T1)(Fby,)11.65 Al:Alloy of Piece 1 6063-T6 _( .190 )(—_065 )( 40 )/1.65= 299.4# A2:Alloy of Piece 2 60D5-T5 Pns =(D1)(T2)(Fby2)11.65 N: Number of Screws 8 .190 )( 08 )( 56 )/1.65= 515.9# Crown(C)or Valley-M Fastening C Pns =(D1)(T1)(Fb„1)12.34 D1: Diameter of Screws(in) .190 _( .190 )( .065 )( 63 )/2.34= 332.5# D2:Diameter of ScrewheadMasher(in) .361 P (D1)(T2)(Fbi2)/2.34 Ti:Thickness of Piece 1 (in) .065 _( .190 )( .08 )( 80 )12.34= 519.7# T2:Thickness of Connecting Piece(in) .08 Pns =((T2)(T2)(T2)(D1))E0.5'4.2(FW2)for T2<=T1 _(( .08 )( .08 )( .08 )( .190 ))E0.5'4.2( 38 )=N/A T2>T1 Pas =N'PnSmin _( 8- )( 299.4 )= 23959 —ALLOWABLE CONNECTION TENSION Values From An External Table For Alloys Pno, _(0.85)(D1)(T2)(Fti2)13 Fb,,,:Ultimate Bearing of Piece 1 (ksi) 63 _( 0.85 )( .190 )( .08 )( 38 )/3= - 163.7 #. Fby,:Yield Bearing of Piece 1 (ksi) 40 Pno;, =(D2-D1)(T1)(F,,,,)(C)l3 - F,,,,: Ultimate Tension of Piece 1 (ksi) 30 _( .361 - .190 )( .065 )( 30 )( 1 )13= - 111.2 # Fb2: Ultimate Bearing of Piece 2(ksi) 80 Pat =(N)(Pnmin) Fby2:Yield Bearing of Piece 2(ksi) 56 8 111.2 889.2 # F,,,2: Ultimate Tension of Piece 2(ksi) 38 MAXIMUM ALLOWABLE LOADS SHEAR: 2395.2 # TENSION: 889.2 # ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 15 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/612002 (631)563-4001 CHECKED BY: Bob Lupo DATE: 11R12002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free: 1-800-431-1586 EAVE (70B)TO EXTRUDED ALUM EAVE CLIP (CW8106A) SCREWS: 4-3/8"X 1-1/4"SCREWS ALLOWABLE CONNECTION BEARING INPUTS Pns =(D1)(T1)(Fby,)/1.65 Al:Alloy of Piece 1 6005-T5 _( .375 )( _08 )( 56 )/1.65= 1018.2 # A2:Alloy of Piece 2 6005-T5 Pns =(D1)(T2)(Fby2)11.65 N:Number of Screws 4 _( .375 )( .156 )( 56 )/1.65= 1985.5 # Crown(C)or Valley M Fastening C Pns =(D1)(T1)(Fb11 1)/2.34 D1:Diameter of Screws(in) .375 _( .375 )( .08 )( 80 )/2.34= 1025.6 # D2:Diameter of Screwhead/Washer(in) .625 Pns ={D1)(T2)(Fbi2)/2.34 T1:Thickness of Piece 1 (in) .08 _375 )( .156 )( 80 )/2 34= 2000.0 # T2:Thickness of Connecting Piece(in) .156 Pns =((T2)(T2)(T2)(D1))E0.5.4.2(Ftii2)for T2<=T1 N: Number of Clips 1 _(( .156 )( .156 )( .156 )( .375 ))E0.5'4.2( 38 )=N/A T2>T1 L1: Length of Clip Angle(in) 1.25 Pas =N'Pnsnun _{ 4 )( 1018.2 )= 4072.7 # ALLOWABLE CONNECTION TENSION Values From An External Table For Alloys Pno, _(0.85)(D1)(T2)(Ftu2)13 _ Fb,,,: Ultimate Bearing of Piece 1'(ksi) 80 _( 0.85 }(. .375 )( .156 )( 38 .)13= 629.9# Fby,:Yield Bearing of Piece 1 (ksi) 56 Pn,, (-D2-D1)(T1)(F,,,,)(C)/3 F,,,,: Ultimate Tension of Piece 1 (ksi) 38 _( .625 - .375. }( .08 )( 38 )( 1 )/3= 253.3# Fbu2: Ultimate Bearing of Piece 2(ksj. 80 Pat =(N)(Pnln;n) F,,2:Yield Bearing•of Piece 2(ksi) 56 _( 4 }( 253.33 ) = 1013.3 # Fni2: Ultimate Tension of Piece 2(ksi) 38 V 1: Ultimate Shear(ksi) 24 ALLOWABLE CLIP ANGLE SHEAR Vy,:Yield Shear(ksi) 20 -Pns -_V„'L'Tl/2.34 =( 24 )( 1.25 )( .156)/2.34= 2000.0 # Pny =Vy-L-T1/2.34 =( 20 )( 1.25 )( .156)/2.34= 1666.67 # Pas =N2-Pn = 2 1666.67 = 3333.33# MAXIMUM ALLOWABLE LOADS SHEAR: 3333.3 # TENSION: 1013.3 # ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 16 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563-4001 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free:1-800.431-1586 EXTRUDED ALUM EAVE CLIP (CW8106A)TO WOOD RAFTER BEAM SCREWS: 8-#14 X 1/2"SCREWS ALLOWABLE CONNECTION BEARING INPUTS Pf5 =(D1)(T1)(Fby1)/1.65 Al:Alloy of Piece 1 6005-T5 _( _242 )( .156 )( 56 )/1.65= 1281.39 N:Number of Screws 8 Pf5 =(D1)(T1)(FbU1)/2.34 Crown(C)or Valley M Fastening C .242 )( .156 )( 80 )/2.34= 1290;7 # D1:Diameter of Screws(in) .242 PwS = 158# D2:Diameter of Screwhead/Washer(in) .480 Ti:Thickness of Piece 1 (in) .156 P8r, =N'Pnsrt,i„ N:Number of Clips 1 _( 8 )( 158.0 )= 1264 # L1: Length of Clip Angle(in) 1.25 Values From An External Table For Alloys ALLOWABLE CONNECTION TENSION Fbu1:Ultimate Bearing of Piece 1 (ksi) 80 P„ot =(DEPTH OF SCREW)(WITHDRAWAL VALUE) Fby1:Yield Bearing of Piece 1 (ksi) 56 =(.5-.156)( 121 )=41.62# FtU;:Ultimate Tension of Piece 1 (ksi) 38 Pnov- =(D2-D1)(T1)(Ftu1)(C)/3 Vu1:Ultimate Shear(ksi) 24 _( .480 - .242 )( 0.156 )( 38 )( 1 )/3= 470.4 # Vy1:7ield-Shear(ksi) - 20 Pat =(N)(Pnmm) 8 )( 41.62 ). ...__ ._ 333.0 # ALLOWABLE CLIP ANGLE SHEAR PnU =V,;L'Tl/2.34 =( 24 )( 1.25 )( .156)/2.34= 2000.0 # P„y =Vy'L'T1/2.34 =( 20 )( 1.25 )( .156)/2.34= 1666.67 # PBS =N2'Pn = 2 1666.67= 3333.33 # MAXIMUM ALLOWABLE LOADS SHEAR: 1264.0 # TENSION: 333.0 # ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 17 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 1631)563.4001 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free:1-800-431-1586 EXTRUDED ALUM RIDGE CLIP (CW8106A)TO WOOD RAFTER BEAM SCREWS: 8-#14 X 1/2"SCREWS ALLOWABLE CONNECTION BEARING INPUTS Pns =(D1)(T1)(Fby1)11.65 Al:Alloy of Piece 1 6005-T5 _( .242 )( .156 )( 56 )/1.65= 1281.3 # N:Number of Screws 8 Pns =(D1")(T1)(Fbu1)/2.34 Crown(C)or Valley(V)Fastening C _( .242 )( _156 )( 80 )12.34= 1290.7 # D1: Diameter of Screws(in) .242 Pw., 158# D2:Diameter of Screwhead/Washer(in) .480 T1:Thickness of Piece 1 (in) .156 Per, =N'Pnsn,;n N:Number of Clips 1 --_( 8 )( 158.0 }= 1264 # 1-1: Length of Clip Angle(in) 1.25 Values From An External Table For Alloys "ALLOWABLE CONNECTION TENSION Fbii1: Ultimate Bearing of Piece 1 (ksi) 80 Pnot =(DEPTH OF SCREW)(WITHDRAWAL VALUE) Fby,:Yield Bearing of Piece 1 (ksi) 56 (.5-.156)( 121 }.=41.62# Fhi1: Ultimate Tension of Piece 1 (ksi) 38 Pnov =(D2-D1)(T1)(Ftii1)(C)/3 Vi1: Ultimate She (ksi) 24 _ =(-.48.0 -_242 )( 0.156-)( 38 )( 1 )/3= 470.4# Vy1:Yield Shear(ksi) 20 Pei =.(N)(Pn.n) _( 8 )( 41.62 ) 333.0 # ALLOWABLE CLIP ANGLE SHEAR _ Pns =V, L'T1/2.34 =( 24 )( 1.25 )( .156)/2.34= 2000.0 # Pny =Vy'L'T1/2.34 _( 20 )( 1.25 )( .156)/2.34= 1666.67 # PB5 =N2'Pn = 2 ' 1666.67= 3333.33 # MAXIMUM ALLOWABLE LOADS SHEAR: 1264.0 # TENSION: 333.0 At ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 18 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/612002 (631)563-4001 CHECKED BY: Bob Lupo DATE: 1117/2002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free:1-800-431-1586 EXTRUDED ALUM RIDGE CLIP (CW8106A)TO LEDGER SCREWS:4-3/8"X 3"SCREWS ALLOWABLE CONNECTION BEARING INPUTS Pn5 =(D1)(T1)(Fbyj)/1.65 Al:Alloy of Piece 1 6005-T5 _( .375 )( .156-)( 56 )/1:65= 1985.5 # N: Number.of Screws 4 Pns =(D1)(T1)(Fb 1)/2.34 Crown(C)or Valley M Fastening C _( .375 )( .156 )( 80 )/2.34= 2000.0 # D1:Diameter of Screws(in) .375 D2: Diameter of ScrewheadNVasher(in) .625 Pas =N`Pnsn,;n T1:Thickness of Piece 1 (in) .156 _( 4 )( 1985.5 )= 7942 # N: Number of Clips 1 L1:Length of Clip Angle(in) 1.25 ALLOWABLE CONNECTION TENSION Values From An External Table For Alloys Pn,,, =(D2-D1)(T1)(F,,,j)(C)/3 Fb,,,:Ultimate Bearing of Piece 1 (ksi) -80 _( .625 - .375 )( .156 )( 38 )( 1 )/3= 494.0 # Fby,:Yield Bearing of Piece 1 (ksi) 56 P., _(N)(Pnm;n) Ft,,:Ultimate Tension of Piece 1 (ksi) 38 _( 4 )( 494 ) = 1976.0 i/ _ _ V„l:Ultimate Shear(ksi) 24 --- -- Vyl:Yield Shear(ksi) 20 ALLOWABLE CLIP ANGLE SHEAR - Pn" =Vu L'Tl/2.34 =( 24 )( 1.25 )( .156)/2.34= 2000.0 # _ Pny =Vy`L`T1/2.34 =( 20 )( 1.25 )( .156)/2.34= 1666.67 # Pas =N2`Pn = 2 ` 1666.6 = 3333.33 # MAXIMUM ALLOWABLE LOADS SHEAR: 3333.33 # TENSION: 1976.0 # ALL CONNECTIONS OKAY BY INSPECTION NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 19 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563-4001 CHECKED BY: Bob Lupo DATE: 11f712002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free:1-800-431-1586 STEEL ROOF PURLIN ANGLE CLIP(CK8117)TO WOOD RAFTER BEAM SCREWS: 3-#8 X 3/4"SCREWS CONNECTION BEARING(STEEL) INPUTS Ag=( 1.25")(_188")__235 sgin N:Number of Screws 3 Ae-( 1.25"-2(.19"+ 1/8"))(.188")=.117 sqin Crown(C)or Valley(V)Fastening V T=(.235")(0.60)(32 ksi)_4512# D1:Diameter of Screws(in) .164 T=(.117")(0.50)(58 ksi)_3393# D2: Diameter of ScrewheadANasher(in) .312 R=3( 1.2)(58 ksi)(.19")(.188")=7450# T1:Thickness of Piece 1 (in) .125 Pas=3393# WOOD LATERAL LOAD Pws =N Pnsmin _( 3 )( 115.0 )= 345 # ALLOWABLE CONNECTION TENSION Pnot =(DEPTH OF SCREW)(WITHDRAWAL VALUE) - (.75_.125)(82)-=51.25-# Pnov =(D2-D1)(T1)(Ftuj)(C)/3 - _( .312 - .164 )( .125 )( 36 )( .7 )/3= 218.2# Pat =(N)(Pnmm) _( 3 )( 51.25 ) = 153.75 # _ MAXIMUM ALLOWABLE LOADS SHEAR: 345.0 # TENSION: 153.75 # ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM BMLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 20 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563-4001 CHECKED BY: Bob Lupo DATE: 11/712002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free: 1-800-431-1586 STEEL ROOF PURLIN ANGLE CLIP (CK8117)TO PURLIN WOOD BEAM SCREWS: 3-#10 X 1-1/2" SCREWS CONNECTION BEARING(STEEL) INPUTS Ag=(1.25")(.188")=.235 sgin N:Number of Screws 3 Ae=(1.25"-2(.19"+ 1/8"))(.188")=.117 sgin Crown(C)or Valley M Fastening C T=(.235")(0.60)(32 ksi)=4512# D1:Diameter of Screws(in) .190 T=(.117")(0.50)(58 ksi)=3393# D2: Diameter of Screwhead/Washer(in) .361 R=3(1.2)(58 ksi)(.19")(.188")=7450# T1:Thickness of Piece 1 (in) .125 Pas=3393# WOOD LATERAL LOAD PWs =N'Pns j, _( 3 )( 131.0 )= 393 # ALLOWABLE CONNECTION TENSION Pnot =(DEPTH OF SCREW)(WITHDRAWAI.',`ALUE) . =(1.5)(95)=142.5# - Pr =(D2-D1)(T1)(Ftot)(C)/3 _( .361 - .190 }( .125 )( 36 )( ? •)/3= 256.6 # - Pat =(N)(Pnmin) _( 3 )( 142.5 ) = 427.5 # MAXIMUM ALLOWABLE LOADS SHEAR: 393.0 # TENSION: 427.5 # ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM BMLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 21 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563- 001 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free: 1-800-431-1586 GABLE RAFTER TO EXISTING STRUCTURE(NO GABLE END) SCREWS: 1 -31B"X 3"LAG SCREW(@ 2"O.C. MAX-ALONG GABLE) INPUTS WOOD LATERAL LOAD N: Number of Screws 1 Pws N Pnsm;" Crown(C)or Valley M Fastening C 260.0 )__ 260 # 131:Diameter of Screws(in) 375 D2: Diameter of ScrewheadMasher(in) .625 ALLOWABLE CONNECTION TENSION Pnov =(D2-D1)(T1)(Ftuj)(C)/3 .... _( 0.63 - 0.375 )( 3 )( 1000 )( 1 )/3= 225.0 # Pat =(N)(Pnmin) _ (1 )(225)=225 # . .AXIMUM ALLOWABLE LO!'-,DS _ - SHEAR: 260.0 # TENSION: 225.0 # ALL CONNECTIONS OKAY BY INSPECTION NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 22 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563-4001 CHECKED BY: Bob Lupo DATE: 11/7/2002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free:1-800-431-1586 WALL BAR (8SC)TO EXISTING STRUCTURE SCREWS: 1 -3/8 LAG BOLTS @ 16"O.C. ALLOWABLE CONNECTION BEARING INPUTS Pns =(D1)(T1)(Fby1)/1.65 Al:Alloy of Piece 1 6063-T6 -- — _ _ _( .375 )( 065 40 /1 65= 590,91 # N: Number of Screws 2 D1:Diameter of Screws(in) .375 Pns =(D1)(T1)(Fb �)/2 34 D2:Diameter of Screwhead/Washer(in) .75 _( .375 )(-_065 )(_ 63 )/2_34= 656.25# T1:Thickness of Piece 1 (in) _065 P85 =N'Pnsmin _( 1 X. 590.91 )_ 590.91 # - ALLOWABLE CONNECTION TENSION Values From An External Table For AI, toys Pnu =(D2-D1)(T1)(F,,,,)(C)/3 Fp,,,:Ultimate Bearing of Piece 1 (ksi)i 63 _( .75 _ .375 )( .085 )( 30 )( 1 )/3= 243.75 # Ft,,:Yield Bearing of Piece 1 (ksi)j - 40 Pet (N)(Pnmin). F,,,,: Ultimate Tension of Piece 1 (ksi. 'l '0 = _ _ (1 )(243.75)=243.75 # - - - - -- --- ---- MAXIMUM ALLOWABLE LOADS _ _SHEAR: ;590.91 )( 12)/(16) =443.18#/ft TENSION: '243.75)( 12)/( 16) = 182.81 #/ft - ALL CONNECTIONS OKAY BY INSPECTION NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE ANDIOR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE ANDIOR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 23 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 1631)563-4001 CHECKED BY: Bob Lupo DATE: 111712002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free:1-800-431-1586 CLIP ANGLE (CN8271)TO WOOD GABLE BEAM (GABLE END) SCREWS: 4-#14 X 1-1/4"SCREWS ALLOWABLE CONNECTION BEARING INPUTS P"s =(D1)(T1)(Fby1)11.65 - -- Al:Alloyof Piece 1 6063-T5 _( _242 )( _125 )( 26 )/1.65= 476.7# N:Number of Screws 4 Pns =(D1)(T1)(Fbu1)/2.34 Crown(C)or Valley(V)Fastening C _( _242 )( 125 )( 46 )/2.34= 594.7# D1: Diameter of Screws(in) .242 Pws 155 D2:Diameter of Screwhead/Washer(in) .480 = ..._..__._. T1:Thickness of Piece 1 (in) .125 N: Number of Clips 2 PBS =N'Pnsmin - -- ...._...._ _( 4 }( 155_0 )_- 620# L1: Length of Clip Angle(in) 2 Values From An External Table For Alloys ALLOWABLE CONNECTION TENSION Fbu1: Ultimate Bearing of Piece 1 (ksi) 46 P ot_=(DEPTH OF SCREW)(WITHDRAWAL VALUE) _ Fby1:Yield Bearing of Piece 1 (ksi) 26 _{1.25)( 121 )=151.25# Ftu1: Ultimate Tension of Piece 1 (ksi) 22 P„o =(D2-D1)(T1)(Fhi1)(C)/3 - --- Vil:Ulti mate Shea r(ksi) 13 _( .480 - .242 )( 125 )( 22 )( 1 )/3= 218.29 Vy1:Yield-Shear(ksi) 9 - Pat =(N)(Pnmin) - - _-�. ...4_ )( 151.3 ) _._....-_ 605.2 # ALLOWABLE CLIP ANGLE SHEAR P„u =Vu*L'Tl/2.34 =( 13 )( 2 )( .125)/2.34= 1388.88 # P„y =Vy'L'T1/2.34 =( 9 )( 2 )( .125)/2.34= 961.54 # Pas =N2'1`„ = 2 1388.88= 2777.76 # MAXIMUM ALLOWABLE LOADS SHEAR: 620.0 # TENSION: 605.2 # ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:STANDARD SYSTEM 8MLT MAX.ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO: 24 OF: 24 Holbrook,New York 11741 CALCULATED BY: Lawrence Duffy DATE: 11/6/2002 (631)563-4001 CHECKED BY: Bob Lupo DATE: 11f7/2002 Fax:(631)563-3399 STAMPED BY: DATE: Toll Free:1-800431-1586 CLIP ANGLE (CN8271)TO WOOD WINDOW JAMB (GABLE END) SCREWS:4-#14 X 1-1/4"SCREWS ALLOWABLE CONNECTION BEARING INPUTS Pf5 =(D1)(T1)(Fby,)/1.65 Al:Alloy of Piece 1 6063-T5 _( .242 )( .125 )( 26 )/1.65= 476.7 # N: Number of Screws 2 Pf5 =(D1)(T1)(Fb 12.34 Crown(C)or Valley(V)Fastening C _( .242 )( .125 )( 46 )/2.34= 594.7 # D1:Diameter of Screws(in) .242 _ Pws _= 155 D2: Diameter of Screwhead/Washer(in) .480 T1:Thickness of Piece 1 (in) .125 P85 =N'Pns,n;,, N: Number of Clips 2 _( 4 )( 178.0 )= 620 # L1:Length of Clip Angle(in) 2 Values From An External Table For Alloys ALLOWABLE CONNECTION TENSION Fb,,,: Ultimate Bearing of Piece 1 (ksi) 46 P„ot =( DEPTH OF SCREiW)(WITHDRAWAL VALUE) Fby,:Yield Bearing of Piece 1 (ksi) 26 _( 1.25)( 165)=206.25#. Ft"i: Ultimate Tension of Piece 1 (ksi) 22 Pnov =(D2-D1)(T1)(Ft„j)(C)/3 V„,: Ultimate Shear(ksi) 13 - _( .480 - .242 )( .125 )( 22 )( 1 )/3= 218.2-# _ Vy,:Yield Shear(ksi) 9 -Pat .=-(N)(Pnmin) _ 4- )(206.25.) _ _825.0 # _ ALLOWABLE CLIP ANGLE SHEAR P,,,, =V„'L'T1/2.34 =( 13 )( 2 )( .125)/2.34= 1388.88 # P„y =Vy'L'T1/2.34 =( 9 )( 2 )( .125)/2.34= 961.54 # P85 =N2'P„ = 2 1388.88= 2777.77 # MAXIMUM ALLOWABLE LOADS SHEAR: 620.0 # TENSION: 825.0 # ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB:CUSTOM SYSTEM 8 CATHEDRAL CONNECTIONS 5005 Velemns Menwriul Highway SHEET NO: XXXXXXXX Holbmok.New York 11741 CALCULATED BY: Robert Rodriguez (616)5634000 CHECKED BY: Alex Spymu Fex:(516)218-e075 ENG.NUMBER: 118"CLIP TO POST AND SLAB ALUMINUM TO WOOD CONNECTIONS MODE 1 Z=D'ts'Fes/4/K 340.3125 MODE III Z=k'D•ts'Fem/2.8/(2+Re)/K 191.5983 parallel 135.4589 perpendicular MODE IV Z=D-D/3/K-(SORT(1.75•Fem•Fyb l3/(1+Re))) 257.4312 parallel 180.4256 perpendicular WHERE: k=-1+(SORT((2'(1+Re))Re)+(Fyb'(2+Re)•D'D/2/Fem/is/Is))) 7.934376 parallel 9.241252 perpendicular Re=Fem/Fes D.104533 parallel 0.078329 perpendicular K=1+(Angle/360) 1 parallel - 1.25 perpendicular - -Angle= 0 parallel 90 perpendicular Fem= 6704 parallel for Wood SPF G= 0.42 Fem= 3524.793-perpendicular D= 0.242 unthreaded bofl diameter Its= .0.125 side plate thickness Fes= 4500D• side plate: To Match Charts:58000 for 1/4"plates 45000 for<114"plates 38000 for aluminum 6D05•T5 3D000 for aluminum 6063•T6 2250D for aluminum 6063•TS Fyb= 7000D screw size: for 1/4"and smaller=700DO for 5/16"=600DO for 3/8"and larger=45000 BOTTOM LINE: 192 # Parallel 135 # Perpendicular PARALLEL:POST Therefore,192#X 8(#14=.242"DIA.)=1536 Ibs of max.capacity(Uplift) Actual uplift load on ridge Is 990.17lbs<1536 IDS. (See STAAD.PRO output file,pg.19.member end forces#11,node 12) POST CLIP TO BASEWALL From the Wood Manual Design,Table 7.24 Lag Screw Withdrawal Design Values we use values for Doug Fir for speck gravity of 0.46=269 Ibs4n for 318"dia.screw Therefore 269 Ibs/in X 2/3 X 3"=538 Ibs of withdrawal capacity Using 4-3/8"dia.screws into basewall Is sufficient FOUR SEASONS SOLAR PRODUCTS JOB:CUSTOM SYSTEM B CATHEDRAL CONNECTION 5005 Veterans Memorial Highway SHEET NO: XXXXXXXX Holbrook,New York 11741 CALCULATED BY: Robert Rodriguez (6151 663-4000 CHECKED BY: Alex Spyrou Fox:(516)218-9076 ENG.NUMBER: 1/8"RAFTER CLIP CONNECTION ON EAVE TO RAFTER ALUMINUM TO WOOD CONNECTIONS MODE I Z=D'ts'Fes/4/K 34 0.3125 MODE III Z=k'D'ts'Fem/2.8/(2+Re)/K 191.59B3 parallel 135.4589 perpendicular MODE IV Z=D'D/3/K'(SORT(1.75'Fem'Fyb 13/(1+Re))) 257.4312 parallel 180.4256 perpendicular WHERE: k=-1+(SORT((2'(1 +Re)IRe)+(Fyb'(2+Re)'D'D/21 Fem/is/Is))) 7.934376 parallel 9.241252 perpendicular _ Re=Fem/Fes 0.104533 parallel 0.078329 perpendicular K=1+(Angle/360) 1 parallel 1.25 perpendicular Angle= 0 parallel 90 perpendicular Fem= 4704 parallel for Wood SPF G= 0.42 Fem= 3524.793 perpendicular D= 0.242 unthreaded bolt diameter IS= 0.125 side plate thickness Fes= 45000 side plate: To Match Charts:5B000 for 1X'plates 45000 for<114"plates 38000 for aluminum 6005-T5 30000 for aluminum 6063-T6 22500 for aluminum 6063-T5 Fyb= 70000 screw size: for 1/4"and smaller=70000 for 5115"=60000 for 3/8"and larger=4500D BOTTOM LINE: 192 # Parallel 135 # Perpendicular Therefore, 135#X 8(#14=.242"DIA.)=1080 Ibs of max.capacity Actual load on eave is 610 Ibs<1080 lbs. (See STAAD.PRO output on pg 29,member end forces#54,node 29) FOUR SEASONS SOLAR PRODUCTS JOB:CUSTOM SYSTEM a CATHEDRAL CONNECTIONS 5005 Veterans Memorial Highway SHEET NO: xxxxxxxx Holbrook,New York 11741 CALCULATED BY: Robert Rodriguez (516)563-4000 CHECKED BY: Alex Sp Fax:(516)218-9076 ENG.NUMBER: 1/8"CLIP TO RAFTER AT RIDGE ALUMINUM TO WOOD CONNECTIONS MODE I Z=D'IS Fes 141K 340.3125 MODE III Z=k'D'IS'Fem/2.81(2+Re)/K 191.5983 parallel 135.4589 perpendicular MODE IV Z=D-D 13 1 K'(SORT(1.75'Fem'Fyb 13 f(1 +Re))) 257.4312 parallel 180.4256 perpendicular WHERE: k=-1 +(SORT((2 (1+Re)/Re)+(Fyb'(2+Re)'D'D l2l Fem I is I IS))) 7.934376 parallel 6.241252 perpendicular Re=Fem I Fes 0.104533 paraflel 0.078329 perpendicular K=1+(Angle 1360) 1 parallel ' 1.25 perpendicular _ Angle= 0 parallel _ 90 perpendicular Fem= 4704 parallel for Wood SPF G= 0.42 Fem= 3524.793 perpendicular D= 0.242 unthreaded bolt diameter IS= 0.125 side plate thickness Fes= 45000 side plate: To Match_Charts:58000 for 1/4"plates 45000 for<114"plates 38000 for aluminum 6005-T5 30000 for aluminum 6063-T6 22500 for aluminum 6063-T5 Fyb= 70000 screw size: for 1/4"and smaller=70000 for 5/16"=60000 for 318"and larger=45000 BOTTOM LINE: 192 # Parallel 135 # Perpendicular Therefore, 135#X B(#14=.242"DIA.)=1080 Ibs of max.capacity Actual load on ridge is 750 Ibs<1080 lbs. (See STAAD.PRO output file,pg.31,member end forces 062,node 56) FOUR SEASONS SOLAR PRODUCTS JOB:CUSTOM SYSTEM B CATHEDRAL CONNECTION 5DD5 Veterans Memorial Highway SHEET NO: XXXXXXXX Holbrook,New York 11741 CALCULATED BY: Robert Rodriguez (516)567-4000 CHECKED BY: Alex Spyrou Fax:(516)218.9076 ENG.NUMBER: 118"RIDGE CLIP CONNECTION TO EXISTING ALUMINUM TO WOOD CONNECTIONS MODE Z=D'ts'Fes/4/K 527.3438 MODE III Z=k'D'Is'Fern/2.8/(2+Re)/K 358.1103 parallel 229.15 perpendicular MODE IV Z=D'D 13/K'(SQRT(1.75'Fem'Fyb/3/(1+Re))) 495.6215 parallel 313.5868 perpendicular WHERE: k=-1 +(SQRT((2 (1 +Re)/Re)+(Fyb'(2+Re)'D'D 12/Fem/is/ts))) 9.570222 parallel 12.46534 perpendicular Re=Fem/Fes 0.104533 parallel - 0.062924 perpendicular_ K=1+(Angle/360), 1•parallel - 1.25 perpendicular Angle= 0 parallel 90 perpendicular ' Fem= 47.04 parallel for Wood SPF G= 0.42 Fem= 2831.559 perpendicular D= 0.375 unthreaded bolt diameter Is= 0.1 ZS side plate thickness Fes= 4500:0 side plate: To Match Charts:58000 for 1/4"plates 45000 for<114"plates 38000 for aluminum 6005-T5 30000 for aluminum 6063-T6 22500 for aluminum 6063-T5 Fyb= 45000 screw size: for 114"and smaller=70000 for 5/16"=60000 for 3/8"and larger=45000 BOTTOM LINE: 358 # Parallel 229 # Perpendicular Therefore,229#X B(3/8"DIA.)=1832 Ibs of max.capacity Actual load on ridge is Ibs 1205<1832 lbs. (See STAAD.PRO output file,pg.7,support reactions,support node 13) E ❑ UR SEAS ❑ NS S ❑ LAR PR ❑ DUCTS SECTI ❑ N PR ❑ PERTIES SYSTEM 8 PURL IN N❑RTHERN PINE 4 / 24 /97 PURLIN . DWG 1.677' 3.125' " 1.448' 1.125' 1.125' 2.2 5' REGIONS ------ Area: 6.356 sq in Perimeter: .11.366 in Bounding box:- X: -1.125 -- 1.125 in Y: -1.448 -- 1.677 in Centrdd: X: 0.000 in Y: 0.000 in Moments of inertia: X: 4.410 sq in sq in Y: 2.812 sq in sq in Product of inertia: XY: 0.000 sq in sq in Radii of gyration: X: 0.833 in Y: 0.665 in Principal moments (sq in sq in) and X-Y directions about centroid: I: 2.812 along [0.000 1.0001 J: 4.410 along C-1.000 0.0001 0,-,,, SYSTEM 8 MODULAR ' FOUR SEASONS SUN & STARS ROOMS SUN R 0 0 M S ENGINEERING AND STRUCTURAL LOADING INFORMATION EFFECTIVE DATE 8-04 LD REVISION:B BX,BL MODELS FX,FL MODELS SYSTEM 8 GLAZING BAR GLAZING BAR ROOF LIVE ALLOWABLE WIND SPEED ALLOWABLE WIND SPEED MODULAR DEPTH O.C.SPACING LOAD EXP.B EXP.C EXP.D EXP,B EXP.C EXP.D MODELS (PSF) (MPH) (MPH) (MPH) (MPH) (MPH) (MPH) MLT-9 4 3/8" 3'-0 518" 45 170 130 115 140 105 95 5 1/2" 3'-0 518" 72 170 130 115 140 105 95 MLT-12 5 1/2" V-0 518" 35 140 105 95 125 95 85 7 3/4" X-0 5/8" 72 140 105 95 125 195 85 7 3/4" 3'-0 518" 48 125 1 95 85 110 85 75 MLT-15 9 1/4" V-0 518" 70 125 95 85 110 85 75 4 3/8" V-1 1/4" 25 155 1 120 105 140 105 95 MLT-9 51/2' 5'-1 114" 42 155 120 105 140 105 95 MLT-12 51/2' V-11/4" 20 140 105 95 125 95 85 7 3/4" V-1 114" 42 140' 105 95 125 95 85 7 3/4" 5'4 114" 25 125 95 85 110 85 75 MLT-15 9114" 5'4114" 1 40 125 95 85 110 85 1 75 BX,BL MODELS FX,FL MODELS HIP GLAZING BAR GLAZING BAR ROOF LIVE ALLOWABLE WIND SPEED ALLOWABLE WIND SPEED MODELS DEPTH O.C.SPACING LOAD EXP.B EXP.C EXP.D EXP.B EXP.C EXP.D (PSF) (MPH) (MPH) (MPH) (MPH) (MPH) (MPH) MLT-9 4 3/8" 3%0 5/8" 45 170 130 115 140 105 95 5 1/2" 3'-0 5/8'. 70" 170 130 115 140 _105 955 MLT-12 5 1/2" X-0 518" 35 _ 140 105 95 125 05 85 7 3/4" X-0 5/8" 70" 140 105 95 125 95 85 MLT-15 7 3/4" X-0 5/8" 48 125 95. 85 110 85 75 9.1/4" V-0 518" 50' 125 95 85 110 - 85 75 IN SOME CASES LOADS FOR HIPS CORNERS ARE LESS THAN ADJOINING UNITS i*',irr� ti..,a r�.c-y,=.l"� {' ;1�, ) ,. _ l��• •�� '- r��,i•%.l.'A''�� �i. "y, wy� �"'•�"'~ :`•'-'+•- •,- �,�..._.}r _ .. `'r ��i��% •'Sid"tf ...o� .. , `. ,..'•� *.�•. J "'...a^.a. •' a _..<' ..., '- -. ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DELAWARE FLORIDA GEORGIA IDAHO ILLINOIS INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE. - MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA MISSISSIPPI )r T/� ..\^ ���'y��...<<� -�•-i'�.- �f i fr? f�'-! ,j..� I .rll_"'-'f-F;�Y �t•;r.•,.:. .r'Aj, •! >,! q-`'•-i�`- rl/ ��'L'� /( -..;;{ `-.. 'l• "�;I;'°�` :l•:d./ _ %-a.. G"�',.� (:1 l ;i: t: %i H.S'.F..'X.., ,,�r � 1J• Air' • titaev. .l. ,,e - •i i +v...+• :-- .yr-a•.'ry ,Ck�jr�.:i. MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NEW MEXICO NEW YORK NORTH CAROLINA NORTH DAKOTA OHIO NOTES. 7 ROOF RAFTERS ARE GLUE-LAMINATED NORTHERN PINE g 2)DEAD LOAD OF ROOF SYSTEM IS 7 PSF ,:_- ,.,• ..:.....",.".`-.,."� � 31 ALL UNITS SHOWN ON THIS PAGE ARE ACCEPTABLE FOR CONSTRUCTION IN OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA SEISMIC ZONE 4. ,�•�. 4)DEFLECTION ARE BASED ON U180 CRITERIA. );4 5)WINDS ARE BASED ON AN ENCLOSED STRUCTURE -16 THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP •` " TO,BUT NOT INCLUDING.THE CONNECTIONS TO THE EXISTING STRUCTURE ANDIOR ANY NEW CONSTRUCTION.ALL SUBSTRUCTURE DESIGN ,.�...Y. REQUIREMENTS AND CONNECTIONS TO THE EXISTING STRUCTURE ARE n SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA NOT INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT.AND MUST BE DESIGNED BY OTHERS. �f;,u•., „� ,... F,P 7)THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT • - M � ,• ._ �! '•'"�-- �,� �' �/ DOES NOTACCOUNT FOR SPECIAL LOAD CONDITIONS CREATED BY `Rt•,;r l?4a•!;a " /r"t�,r� 1" �rr1j, %T"--?- ATTACHMENT TO THE EXISTING STRUCTURE.THESE MAY INCLUDE SNOW •�, .y_-a•._ -; + ` y` 1.—= DRIFTING OR UNBALANCE SNOW LOADING.ANY SPECIAL LOADING '••; f '.. •.,.�r �i'`• '%PJ K" `�e.+!�) CONDITIONS MUST BE EVALUATED BY OTHERS. 8)ENGINEERS CERTIFICATION:I CERTIFY THAT THESE ENGINEERING WASHINGTON WEST VIRGINIA WISCONSIN WYOMING D.C. SPECIFICATIONS HAVE BEEN PREPARED UNDER MY DIRECT SUPERVISION AND THAT IAM A REGISTERED PROFESSIONAL ENGINEER IN THE STATES SHOWN. REFERENCE NUMBER 3200 A�tpl•i��$urLrDD���'�'c f aG='� ND� � , 1 ...• •n Indoors i outdoor Liv: g (' :x O LT III IL 1L It SIGN MANU A`L REFERENCES ALUMINUM 1)E FOUR SF��5011►R pROpUGTS 5Dp5 Vetas+x 1 FGD�7 Ho1brD�H�Yo+t 11741 (oil riDDD Fa�C pig 21�9DT6 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS RLLDY 7NcK%w1M TEt1520" MUPREsslow SHLAA PR IVE AND PRODUCT RANGE Fr� F`f P F F 113DULUt OF TEMPER VOL tcal ks) kij Yd tit J [tutl 11DD4i12 !gam Pyre Am Am 14 11 1D a 63 10.1OD 4414 Rdkd Rod a Ba• AN 16 14 13 19 ® ID.1010 2D1a-TS S1IA CM40-02411; 56 56 a at 33 10.0'JD -am Pim 02-ffb- m 67 9 SD 4D 34 1DA V -Tq 76010.T6s11 Faatuai" N M 0 52 36 37 7oxc TE.TM Card F0xsW Rod ANN 65 55 53 38 32 irj= IL Dot.Drown Tube A SI d 21"6-75 S%W DES-L M 63 5S 56 311 32 110im 'M Shed DD40-0249 64 S7 55 39 33 Itim! TS57 Plate 025D-0.41110 64 57 56 39 31 ItAw 3ma-HIR SNW a Patna 0D174-000 17 12 70 11 7 10,10D 4-n4l Shoat a Plan 0J09-lim 20 17 14 1t 7a IO.IDD 4416 Shed DD06-0.162 24 21 7e 14 12 10.11110 4412 Shad DD06-0.1211 27 24 20 1S 14 It.1010 4H12 Dean 7uhe M 17 12 11 11 7 1000 -H14 Doan7ube Ail 20 17 16 12 ID 10.70D 4419 bmm TL ea AN 24 21 19 14 12 1D,1W -1414 DarenTtibe At 27 24 21 1S 14 10.1w i.1.-ead 30ro-H72 51w,a Plate OD17-2..DOD 16 11 9 ID 6d ItAw -W14 Shaa1 a P4aa 10 1i .3 12 0 It.1137 -ti16 tha14 DID-162 23 20 17 14 .2 103W 4-"B Sham UMN-0.1211 25 23 19 15 13 ID.100 A.L-u0 3 *414 Down Tube D1325-0.259 10 16 15 1.2 9 1D.100 -File DMM lift CD1D-03DD 26 23 21D 15 13 10.1w 3Rz;i3Z 31W.&Pape ' 6J7'0.2 000 25 27 7e 17 12 1D,100 -H34 Shoes a Pula DJ S-1.DDD 32 25 22 1a 14 1D,7D� -F1'J6• shad DJ'J6-0.162 35 28 25 20 18 1C.70D -#-Ella Shad D.DC6-D.1211 33 31 29 21 7! 1111.1D0 300c.1.04 DOMTitbe DJ16-D-t60. 32 25 14 _ _11 14 1D,7ar 4t36 2V 'it 1C.7D0 3D0<- M S►4d DJ17-D249• 27 20 17 7i 12 7D.7D0 -FL14 Shad - 0010.0249 33 24 21 1a 14 11D.IW .F13t, Shad DJIIG-0-1112 34 v 24 1! '16 10.1co 4-Cl6 Shoal C.CN-0.120 31 30 22 21 17 10.100 4fl31.H241.KKI S1ild DAM-omw 31 26 22 IN 15 10.1110 ~ 4H751.HZ67.HM Shad tmd-omw 34 30 2a IN 17 ILIW 30354M Stand • LD13.OMM 26 7.t _ 2D 15 13 10.1DD 4-M Shaw CMOs-D m 31 27 2S 17 16 ID.1DD Z1054425 Shaw 9273-omw 23 19 17 14 111 1D.1D0 SOM-H72 Shm L Puae WY17-2.D00 Ia 14 13 11 a 1D7ar -H14 5hm a Pate 0.0310-1.D0D 21 17 15 it 70 IC.tar -H16 Shel ObOro-D.152 24 ZD 1a 14 .2 710.1w -K32 Sheet a Puts L017,2J= 17 12 11 71 7 70.100 -H34 Sheet It Pate CD019-I.D00 2D 15 14 12 as 16.10D -h136 51aad DDW-C.162 23 1" 16 13 11 1D.IDD 5tr5d-FGQ $h!d Db17-C249 22 16 14 14 a 1111,100 -M34 Shad DMM-C249 25 2D I 1S 12 10D9 -Ka Cold F1R%w a Bah Ail 22 16 15 13 9 10.1w DMw Tube -1" N CWd Fm.Rod a Bah AN 25 2D 79 15 12 16,10D Dawn Tuba Fw all loolrKnes,sae test page of this 10W January 2DDD I-A-15 Table 3.3-1 IJIINIMUM MECHANICAL PROPERTIES FOR ALUIJII14UTA ALLOYS ALLDT THlrKNEStiLilt TE1451DN COiiPpESSiOM SHEAR p AND PRODUCT RANGE PtTtlap I WL r kai ksl ket E WA s052-0 She1t,i Pier DD36-S,0m 2S 15 05• 1s 6.3 10200 -t'l32 ShM i Plate AN m 23 21 11 13 iC200 44M �Cen Rn-Rod i fie) Al 34 26 24 2D i3 1D20D D�ewn Tube -1-m 9tee1 C-OD"112 37 24 26 22 17 1D2m 5OB3-0 Elmm Its up trot 6.00 31 1s is 24 : ".4AW 44111 ExKW" up ow DS00 40 24 21 24 14 10.400 4-1111 Epnaims D30i•5.000 40 24 21 23 14 10_4m .0 ShW i Plan DD51.15m 4D 1a 10 25 70 11D,40D +1116 -to"i Ptse 0-1aa-15m 44 31 26 29 1a 1D.4DD 4-1.321 5hea1I Plata 0.1mism 44 m 25 26 18 1R4DD -Hits Pm! 1WI-3mw 41 20 24 24 17 10.600 41Ci21 Pant 13D7-S OD 41 29 24 24 17 1D400 scar-0 E>sr a ms up Vol;BMW 35 14 14 m a ID ADD 44111 Eamfms tD vm DSm 36 21 7 a m 12 1D ADD -+till Emanivis tm-5bm 315 m 74! m 12 1040D -O Shm i Ptne IMD-2= 3S 14 14 21 a 10.4130 4"12 P1e1a U25D-0Age 36 1s 17 .22 10 1D!DD 4H112 Pala WrrD6-1,Dw 35 is is m 0 itA04) -M112 PfiU 1.04i-2i= 35 14 is m a 10 4m -H71Z Pane 2M-33= 34 14 i5 21 a 10Am -H116 Sftk i Ptata Aw 40 22 26 24 is 10,4D0 -1� Dim i Pupa A! 40 2A 26 24 is 10.4D0 Dwnw�Tube -t•t94 shm i Plate AN 34 32 25 2D 104m _ Desr�7urie 5Z54-F',i>! S"m DD76.0.121l 45 35 33 --24 2D 1L3DD 545Z-C Egtusiors up Trtu&J= 31 12 12 1s 7 1D•4DD -K117 bmtwrs• up vet 05m 33 10 - i6 _ 2D 11 1D A0D. 4H111 E+agr:ors t`.sm.r,000 33 is 1s - 11 11 -104m -H112- 60ttsOrt tD 9w BMW m 12 13 11 7 ic.am +'7 SnW.L Plsle 'tZ!D-L 0 31 12 12 1i 7- -10Am -FL'I2 9wr.i Pane D. M-LDW 31 25 24 0 15 10Am -hDi! 9wa.i Ptete CM-13M 31 29 v 23 17 1DAW sc56J Shft l Plate Dim-1300 42 1s is 215 11 1DAm .-Hills • 9 W i Pteta O.iaa-'i350 46 33 V Zf 1P 10.4m -1t321 BrWV4 Plate D.1W12W 4B 33 . 27 a. 19 1DAm 4i11s PUN 1251 t5m 44 31 25 25 to 10A00 4-021 Plate I251-13m 44 31 25 2S 18 i0im 4H11S PWR 15D1-3Dm 41 20 25- 25 -17 1D,4m -h'r,321 Pale 15D1-amm Al 20 25 25 17 1DAm GODS-"m Eg1{rsrars {p ltw I.DDD 38 35- 35 24 2D 1D.1m Eml-" 6,-TWI Sa W&plate W"DAMD 42 35 35 7a 2D 1D.1m 1Ra.'115510,7MI Exhaim AN a 35 35 24 20 1D.1m --m 71m Ctif r*L Rot!i Bar up tteu 6.03D 42 35 33 25 2D 10,1m 7E Drsn TW* 110254.57D a 35 35 27 20' 10.1m TB Pqa AD 30 35 35 2e 20 10.tm 6063-75 E2v mots up emu DSDD 22 1s Is. is 9 101%) T5 Eabulim 0-SDD-IJDM 21 1s 1s 12 Bs 1D,10D m Exftm bris L Pipe An 30 25 25 111 14 10.1m BOBS--m T6510,7mil Extrutiors AI 5D 45 45 27 26 10.1m BD7G-Ts.T62 - Estrasi" w fm 2992 4a c5 45 29 26 i0.100 "05-T3 Emnaivns upVWvC-5D0 3e 35 35 24 20 10.1m E351 TS Emrtnium upthrirl.= 36 35 35 24 20 10.1m 6463-75 Eldrtaimrs up inn,ID-SW 3D 25 25 it t4 10.1m - ? F..aria .-an nnumm spesiiw0 values lexcept Fs to110D-HZZ-Mle C410 Ftnehee RM env E,ar aria Drawn lrros.AtOaa 3mi.."16 Shear and 5D50+=-Flit Cold Fpt*d Rod and 6u which pre rririmum expected values):dlher slreriplh pmm"ft am wren or" freininlum expec"glues VrYPicmt valuKL For deDet lion aahtlatmr6 an everape nrbduluS Di dasli:hi 15 used.this Ls 1 DD ksi Inner than vslms in this Lmlumn.. January 20DD For angles.the frost w�tdtb shall be the sum of the widths 5.1.10 Spacimt of WWI R9•zts,Scrawl and Bolts in Webs the leps less the thid.'tir.: 71C gage for boles in opposite Icp shall be the sum of the ;Z;m from the back of the q hm twa dA mom-vb plam on k din, tu,tles.less.the thidmm be s IL-1 rivers,acre+%or bwhs to matt than Res is vain For spr.m mcmbers.tht thidstess shall be onb*tltn part In comp►csskm mcmbcrs.the phr-b and M of sa .m os of the tbielmess d th mmnbs thn has bean de"doPcd Iry der bolts shall be dtUnnined as outlined in Sectirm 519.to ri veu er bolts.beyond the scaim eomsiderzd_ unsidm ntembm the mauimum piwl or 919C of sari rivets. screw&or buhs shill no►exceed a diumm in inches.equal 5.1_7 Effedjiut Sediont of An:Ies to 343M.(m mm.?6+'no in which r is the tbtdmess of The if a discoaa Vm ar.;;)::s+r.Plt IN per?is U311itm is outside Plutes eonnctrd to one side of a passes plate,tht Lncc:dve net sec>;om sham be the net seeioa of the eotmezud let plus 5.1.11 Ed¢Distance of Ri.•e%Sc rvt or Bolts one-t}iird of ON ur tbt ontsundmt lei unlcst the 71tc minimmn&=MC c from tht=J=of riv=sue'ds out=wdint kZ is eonntcud by a Tut 10,11L In the Imner bob mtdO COMMa suds.%:w the tdtt td the sbee ar shape case.thdc effcmin to sei:iit m shall be the mtitc met stctidm toward w$tieb the pmrssnrt is dirccmd shill be tw•i=t the or the m1k..na lug wok sham bt des4wd m develop ad nomiad dtam=of tht rivet,screw oc boh wh=using the Ic:ast one-k&the wral load b the membu and shall be eliow,atAe 1coirt saves%airow•a im Tabl-s 5.1.I3-1 and-i coaa=%sd to tht min tnesabw by aT leas Tw far=cm R b=t:shoW wilt distaaQ is used.the 00w111t 11 s iOt For double an&pla=d b"- -to-bad:and taua:=Zd to sm sham be mdoeed by the m im a=md edge dit- 1,mb sides of it tastes plate.the tffcm6m as=--dO°sball be =nccjr„r=6,fammw diaay=(See stmim 3.4.5).ZLe she rtta sr.�tm ddr the d�a1 .4 kp Plat Twl,Mails of The � distmcr dial!not be hm tltao 1.5 fwm the Its== J"< ID e le seetiitto of the oatsandint ¢ ditaiva sundcd. sb-ared. se.Ved, roller or paned Fdr imp jam d iauiiamoiu angles,the e$et- ed,-es live net area shah be tbs!POSS=601 al Rm kss d'-du=oms for holes. 5.1.12 Bend Ri•eL% �1„g Grip of Rivet:;.Stzz.rs wend Boltz Blind rivets d aD not be used nal=The Fip Imtdhs and rivet hold wlcaii we as»add 1+S the rsp-.�►z 1f the gip (WW tji-im% d med bent fasemed)of manttda attt: ri••eis. screw: dad bobs cou.v'w.ealailand urns=ems - lour nail one half tm�a the dtamae3,the aljvaablt load PQ. . 5y1 j HoDow=End (Semi tubul2r)Rivets zivm sac*•arbohtbal]br-n dtt=dL rm mdu=d allowable load sham be the normal m3owable load dniaed by If b06 ,-md rivets wilb solid east s--tidma fob a [l R+GrK9D)l io•�'Gib end D is tbt nominal poiffi m oil tbe-lmtdb � the sumptb or solid riVm erf tlw thawed%=d tbt rives as bdOr tm piip of tbt sivc oeecds sldall not be tdd�eq sve sitars tbt diamcc,spe62l care s'hO bs ml:m>01tcsiat matt material Uracm she btmom ar the arir3 ism)msi 3 p3caiit of tbt rives dimme m from t z Phut or tbai bolts w•M be.fMcd cDmOccly. att=si►rtd1d7w•mdthebOjuw- d,andfwtbr-pimid:dthn -. We use is lo�oPa,"�they ate mot be subje-tcd 5.19 Spsttsne of Rivets+5cie•�and Bolts- bk tmsilt ctressc:_ Tcppm= 1.Ziairmum dtsitax b=•gem rroet t�itss sham bt 3 tiat� - . to a rnrai*srl rives duumearr.minimum-Emaurs or boh as 5.2.3 4 Steel Rivets �Fs•dssners sbslt be Z*tim= tbt Dania driamcta.In bw"lt-sap d:oaipres9°m ardmabdas the pitch in the dirGtioa of stet:]rivets dmE ndri be mstd in s<ltaaidntm smi-"yes %'etas%ball be aa:b than the allva-mble sane m the indirid- wra=m the aluminum is to be jouud to sus] do wheat us]euts;de ebeca and%bap=.=wcd as=)am=bas'mg to corrosion rrsim=of tb-strncnnc is its a segoiruaemt.m of cx:: vc Imph equal to cm Isar the rives,Screw des bah wheat the'stru.-mat is to be pro=md etamsi co:rtstion(See pitch ex=c&tbt ealculxmd star_%% The pa—atrigbi ong]m Sd>_•'tion 6.6.7} to the d'arstidm or acts% shall be suds thda the allowable ,orlbolts stress in the outsidt tDtcts.Calculated from Section 3A9 5.L15 ] excmc& tht dalwlamd sodas.Ie this cast tht w•idtb b in Locj> bs shall only be ussd whcn insuBcd m danfQr- Sc=;Cm 3..c 9 shall b`p=mincd w be ml*cm as O.Sa whar d mdm=with tht:lorlbolt manufaaunes sp:6frcations and is the gate_ w hm tbt bud7'dimmeur and bmaing am&under the b--d and r,M IN Thar nquiyaleat.ate nta its ilm those of a convcmtidmal nut and bolt. c 1-A-59 January 200D In nddititm to tsquircmcsVI of SCc6m+5.1.11.4,bolt shall be prmPO1.ona s°than the�o.•abk slrp>�is va S.1.16 Steil Rults �hol-dip s Asa. DI boll ante dcumsumd f m11n tht fDnoaznE , 9.'Man area bolts arc used I shsdl lam alurni- added.The naminsl diameter 01 I'm bull shall be ur-.d ID gird.tsrechaniulh Fahan6zed.zinc r3tct p lamp calculate iv Lase. 1 a Purl R bm othc P HOW 1 We a,0 Dl; u'DI lead niltf d. IN 3D0 Pcies twin L..,& .sh rD bt subaaitted w"m WW sndloQ ma6nps at tsbt used, ucta. ATq Din# to tyb=nsiatc the terms ttsistanrs a'tb�P'� centaet surlaoa ill beft d pa"s S%Imi&rd LL Shun Lx"Sets SWM 51.37 Slip-Critical CpnT CI;DIIs MOO pt) "Ps ten tat Pro) I Wft) 51.37 l General Slip-stitical aabe ar is B t5>p 795 21 65 1411) 17 115 t bcta�alumimtm sactoph,sit 1ht c,acwtn541 b al c un as Struttmd Com`.00at (RCS t s mini,,bah RescalrL Craun>d' ,.,Joint V t ArM A325 Or Bolts a aB be iWUJld to dt vr]np s��,�ie.s for Stnrctu boa�hed im str6cm A 49D Bnhs. Alla+i0bic SVW Cz�m mod�d date-s 5 om a bah is a *�°Wd�m Oa me effect on slip>rt � R m C005, hoe.T>Dc tthrr oe Pb w far the boh (St±tioa aatd tyc Mel tacemd t}se wabkble �manbms a�isaxato a cmal mpm-siom of ahmnanm aad srr�sbaIIbe 5.1.17 4).t3rt all° ``s>rk>ra-irsp` )mil(5 w M. add• (5rdma 3.4.53.orthcslkm mblt 511721�'Lat�al 51.17A Washers ws shall ba+t a a) chat] be used lmda bull}rands and under Aluminumusedu �15 ke 05 UN).Bolts Rashes =$at %jC115 svrsFd E.33.sQut sbal] a MIY nib b)�a long sltml bat m Im ante P1S•a Falvurirad slsrll coroPly W. RS Ild A19; C,cadt lam.�%sh—tr bQ m Iran 5%is CF�)shi3 aritb st-�p tSI7,11 A553 Gads DR or F+STrE .uhQ or ba sbaII 1ritb AST F43L Bmo � �bolt&steal!be used. The P>mr w-eslrr=s rha11 COMA d b.ftbo+-ft =plemly eo,•rs ft slap hurt a�na be pam bw sa� w-asls—s abaD bt.zi= ��td im AOX�'S' c)Wbers*t tiut>s fez of the bold Peal tc ft bnb deposited pr'uxssc F c=ibw J aD ait�to a Pie aoasa azjL.it bv]ca ILI&pr shall bt U=&. 51573 Ho1rs boles. tbun , Hobs 511a be namds� boles, o+,�ltt � 5,1,I7:�ia�llation "• _ dornr.d bolts.err ltmf sidacd boll Mm aaatmd � � in a�rdsma vitb the RCSC tlrt»e sbsr�s m Bela shall be tip for CRA bolt n'Pe o e: S ;fennl RCSC Spt t�ficntian 7 Desi�s fan Strength 5.2 IJletal Sfdr- ing Staples Isms®a bolt stball nm b.�23 I.ti(145 Eam..Nt P =Oh•-alms far meal snit�fi-s in]pII1m Tbc sl+r� R-it>,th��is the PbrF pleat and 3D 1si t3�atcdloadsshaD bt tslablislnd osa 121~brsis of IJlPtn)for bolts m the Pbem Plam Bch =witb 5ccfim S- ('+�S W Pa)fC bobs aridrvm � t�t�tiesrtal>� USE m a � sb stresses in bmd do t m trDmimal (ceded body area)of a boll: The b saws tim the 7a ing Screw Connections Pa dun ncn m and the a�o•�•ablebsaeinb arm5 3 PP lie>n tlns scsiom Tye iollaa'isp amavw"P Sp-.,::jbcd is Stxdm au CE irna *red ps >t>�suippmc c n far Slip Residence wvt)cntth of C"Fatcrr n 51.I7_Desig blasud'itb Coal slag to 5 on&7m%lOCzUw azs abrasion C _ ca=f56tm afiib dcpm& Aluminum surf ti of:_D mils;(0-35 SSPC SP-5 to att av=.Ot eubstra 1 mm _ nominal Pam'diametQ • •itb utm-lar alumm»m susfa= m tint D aim) is c0,12,n film Chid rss of _ t10v1vw bolt dismc= paimed steel surfaxs.ritb a m:X71 g1 �cimu far D. - 4 mils(0.1 mm)arc Clas<B surfaces 1P Cued in axordanx with ilrC D� a0minal vashcr diam� othc aurfaxs shall bt d�a' RCSC Specification AFpardl,A. January 20M 1-A-50 D.. = la tv o!the nominal washy diameter sad P.shaD be the Its=of the tars had tcasac uhimata wmmb of mmnber is ccmum w•io the&MW held n rl t n. Fie s tatmilt uWmant ima-h of member neat in centers+-A the serer•bead " - Fla = it=-lt yield wmpb of mtmba pod is "• t:otaa_tw-A the sates bead Jr, cmfimirx ai icb dt�nds oa mcmbr< F'O°LA t ).4 P.shill m also cxeeed t3nckmu P. ` ■ = number td tbreads per uan kngtb fm a strew as, = factor oftafely v 3.0 533.2 Shear in So Eva P. = anowablt shear fora per stew Me ulfw art dm cmpz67 of dx sass,LW bt dama- P= a monmW six=Snmgth per Sara miatd by mulipl3in=tbt mDtmvMt shm capw ft 6=- mincd axort)iag to Stcooa 5.1.1 -by&facto of tatty P. = 131OW It masrlt fmcc pc Saew used err b)•=axordv4 m Scum S.m c Uhimstt Shear 1'.. = aotninl Wmk saragtb p3 Sara cap6iy of tbt Sat* sh9 mm be less tlum I_S P,r P,,. = mo+rnial VA-mn stieagtb per sue+ S3.2 Tension P. = nmmmil Putt svragtb PC sa:st • T-W S=L-% Whicb cagy temOt loads,the h:ad of tbt u, = thi;lass of m:mbff is tcnas w-itb dht uses of w•ncba, if a rasher is prvei6mL SW lint a &=,.hmd dramssa D.nm less Om Sn 6 is(6 taml W-26cs char k as)=m 0.050 is(13 tam)"cL = tbi:b=of be mm im tosser=with the The tcn6am fw= sbaD not excsad P. ml=dmzd as bead _ fo7)vwz r, = &A cf fuD d vmd-tm<r„&=m:m of sas+r p- ,prina imo6 ass indudmS m dimin;Pcim lra�7. P.sbA bt ta as fm Icn=of P, aid P.dm--mind _ AMIhtrzqui D!0&t=tiamsbatiipplywtapping b:]osia5t�paat532)and533.2. sa•t W%wf diatnat:D-r1HA bL(43 vW)'hoop)D.'3 i2L (6.3 tam). The sistw -Sbsl be tbmad-forming aQ 5.33.1 PuA-4ts! . . 't}brad-�,,,eitLor.•it2,outtrli•-d�lid�poitR.Alttrna- tive3J.design.•class for a pwti mlxr applicaD� cba bt Me morainal puD-flat carrn�h.P,,,far Pulling a Sae.. P--mnzd to bt beard m t-cm x=w%Tmg to St cdm L om of a for-adtd pact.it: - Ss=m s "be installed and ti& ntd is tt_--ordamz 1)fm INC tbatadt(Sam ovtad types C D.F.G.sad T) s<-itb the mattufx==d spcdfica6mL -73t u msailt mess tm tbt na =rson tit eacb m=mbs a)fm ILDW is D.1:3 it.(13 mm 11.s 3 mm) joined by a Stan.Conn..ciicm shad nrn ez the mMm-mbk P�_!L,D r,F,� (Eg.S321•]) - Lln= from S=dam 3AJ tbrougb 3A.4.TTtt dies=croon ShmD br determined x=on2mg to Sc=itm 5.1.6. wham 1C,-1.01 for DJM is s t,c D-W is (1-5mmsr,c2mm) S3.2 Sbdar =3.2D far D.DBD im.S r,s D,1'K is lbt shtw fora d aII mar timed the allm ablt b..Sring r,s 3 mra) farce fen'a s=ry a=mding m S=aiom 3.45 me tbt allow- b)for 0.125 it-c t,c 0 5 in.C?mm c r,c 63 mm) ables a.=-erdrag ID rstbm-rrron.,of thit=cmim P =l 2D F,:(025-r.?+3.16A.F,(t,-0.12.9 S3.1.1 Unnec iom Shear tbq.5.3.2.1-2) The&hew farm per screw-shall am exceed P.calculmed c)for VS is: t,s 0375 in.(63 mm r t,. 1 D mm) as follows: P =DSGA�t,F (Eq.5?.21-3j A., s Pala, (Eq.s9.1.1•I) >rht= January 2DDD 1-A-61 The Wo-k shear rUPWM vlo,rablt to=p,ai we]aed _) far spaced oor. s(sots'thm d 1�.p=Ia.R.BE BF. connections on a ton=Path with sb:w to some segncnu and B71 and tcasiDn on the ot}ic StrMCOU tC • a)for 0.03t in.E 4 e Zin U mm : t,a Jn) for F�A�: F.Ar, p.-K.D f.F.& (Eq. p�_(F.Ar,+F.ArVe, ,,hrm r, 1.01 fta ama s [,a Eli-=in. v},7.•ise (1 mm s k c 2 mm) 5. 1.2D for DASD in.L [�s Jn (F.Alm.+ Ft.A�J►�. (� 4-4) (=tnm=4 s Wn) wilers b)fm Jw c t,c 4h Aw pDg aru is ACV WE) As, FVU we&isUnsiom F�lam't.)+3.'�D F.:(fir WE) AR mist area in sbear A (E9.532-) 5) .=met area in um itm c)sat 4/n a t,.C375 is(41a s r.s mm) 5.5 Laps in Building Sheathing P.It 1.6w[r,, (Eq•5.32)-6) 551 Fssdlop's nm =MopL t� � �� � in Table 53Z.2 Pula-0m 1's""a' Tur nominal PUB-Ovw wet.-Th.P,0' off of a sc b for plains ego- pen SSJ-1. es] mm=W um to ead ss' •�ma='if ��� sss stad$� (Eq.531ow) Foa a sisrasciaal sb�4s to WUM sid-.lap Ct[F�(D.-DJ ds ra sue*•]oamom(]D !m raafinj sbal]ha+t e waft �f�sbil]ft ceff- hr�e a w btu C is a on thtc d_-p= m om•and 1be=Wim iat-•-alley- ad to for vtram fastening.D.is the w�e�to ball the OUL - then]itL('-5 large of the sct+'bad diamcer oQ the uvib diameter. F �>rrep�ttidal Lh=ai■depth pzm -arid sbaM be salsa=UTW tban 1R is (1'-mm} mm,).L taia muan sidekap fm brut and sidini Lbam bsee a dt*s]opcd W-4&txpnl v the w•ift ad the nzrrow-st 5333 Tenood in 5c vr5 pyns 2 is(50 man)A dal sbe>r a titpth of ._`.�) leas sham btnti enu]ep Df pm"ra deice . of tbt saa.� sham be, ] i� (' nitinwe tetmle eapa�ty j am tsntistpbot ie . dtt b7 ttm1*13•mL the ■IIowabk=Mae cspact7 zwiludint _ a.,�ned ats�i m St=oom 5.1.1 by the is Of safety used or by Srzfi m L TIC U16m= F L"Cis im Iips capaft.ad tle=v-sbam babe less than 1125 P� 1Aini�a sia��I2s + 3/16ib(5 mm)dram ,arcs: shall bt ossd is tad laps and side lap:. Maxima 5.4 Block Shew Rupture spa=ng for=goi�Si�f�=L`�'�be 12 in.(3DD aDow-able fora P of bolted mm).Ea lap fistwwn addod for the pmpasc crimp udnL Zbe blwk sbtw y sit cl+eas on samec-grD�ts closort sham be 1oea�r9 t tnmt thtm 2 m(50 tam)from eorure=Haas am a fml=p& the emd of the ovclappinb x - and tmsioa M the tab--mpmtnts iz for FAA_2 F.w_ fi.6 Flashing's and Closures (� 5�)) Flasbinp sball be futmtd fro®ahrmirmm IDDY sheet of P�= (FAr;F.A�In, approximmly tbt samt thidscts a Lk mofmE or siding oth=ruia (Eq.5.4-2) shsrL Unlrss enpn�f tsatp� ocs d�nint otber- Arya. .aim uw minimum C I2=M-m 306 in-(S mm)diamcw rim to s CUM flasbinp to the rooSn j a'siding- . January 2DDD 1-A-52 Table S.S.1-1 MINIMUM END LAPS Yinimia the L bps Dept%at a-rdim Rwtgn&51W 1"M r t+,so t sh Roor�np slope s on 1:w nonon Sid,r� �kexbm 6i< tR (2S term 1w h"q (15D (�ppr+rr+l Gt=Mv"Am 1 YV irras than I bL P it. 6 k t h tyrostw fhw,�Z eek MD mmq (ISO n.np ppp" im Own N mmi t iti or Brame iL t it IN warn Or MIF4 (75G n.eQ nw�D January 2030 �_�q Section 6. Fabrication 6.1 Laying Out t. Sane ekvued umpe atmt pmc:c&%s.=6 as%=7 a. H olic, [mitt sbd be amcr eba aed tattofi Tinrs palm eurittg ter fainE of ptttseiaio asamt]taartings,cm Pun induce tic tncrhanical pr q=Tic%of the steal.Sines tic shall bt punebed to scnIct Canaptuuhing and se,'b- amount of the tedutaioe w4B w'my %itb the alloy and ing sb%M not be used•bete toeb nuns would tenuin on Irxw ustA as w d as with the tIM'Utd trmp:r== faba•ieated mmcri& t.xpmwt.the mppliet sluff be eontulmd for mechanical EL ,A %=npes•attue Cmressioa $LIM be spplied w•hut prom.apecifieanemts for the plvxsScd ntataia. n=e:s;xwy in the laymn of s iti:al d'anatsiotrt 7be cot f icict t of expantioo"bt takes u QOD5OI3 ps 6.4 Punching, Grilling, and Reaming derroc Fabrenbeit M.0MM po der se CeatiFm&). 71c foDor<ing valet for puwciing,drilling,and naming 6.2 Cutting that be obswvct it. IJletuial chat be e?earsd,sa>�.tan•�a[ulna,wa Ilivo of boh holes shall be tidies punched a&Me& Panchint shah mto be used if the msatl thi:7s is ms t:nt. AD edges which tare hers cat by the rue seam than the diam==of the hok.7k tmtoam by pry slut be:pl ned tD nzmo t tdFt earls w-bich to diatoetc of a sub-p►mrbed litat a I=team b. CM edges shun be tree tad m maiL w d fist from that of the finished Dole shall be at ]no ]II the czastiwe bum a nr=cd kemb [Mermen of the piece wad is no lase less thso 182 is t Re-ezc = =n dtall fit Meted by dMiny pins[to roB mm) . 9- b. Tm finished diamc= of boles for trld-6rcD rn d. Ox.• shall bt tom mate than ag p== tba tit mammal grn tatttin=thsl>urn be usad om ahtaunttm allays. ditme=of the rise[. 6.3- Heating � ofl�desfoebat-dri�cxmz¢sl:at be sot mart them 7%greases lass tic nominal ditmm= SUVC ss-al men_=rial*a urn be bsed w•id:on IcMCM- Asp. m•_tzxcgmo� • d. 2be_fimsbad diwmesa of bole; for bola silt b�i►ot a Maixls�atbspermiaadtDbcbeued>oat�ap=amtt mo%tbaalAbie (1.6mm)]a-�e:thaDtltetat?miablboh Ltut =tx=ffing• 4WT (ZOO *Q.for a prod mat diatz=,unless 94"Crititml eaame ctiom we execs 30 imimm Sud beating @ran be doiat o* If�!holes mast be ettisge� to admit the tints _ w3s�props trmperanm eombnls andeap=riseim ail bolttthel•that]lr_�porarmwt�aDgtdlmissialJ . prro�°ide d m iasmt th>d tbt Iitaittttious oa be CMM fcrr*=ioa Auks shall sm be&Hind in M:b and time iaro easfuth•owed_If wm=Lqd mairW is a irttmner at to distort the tae-.aL All chips }edged subje.^ttad-to e3tvaod artims m e to of bMvc eoma.=g surfa= sbat be rtmaved boat the foregvur=•the of mabk ts=sm shop.-he Ttdozd asstsnb)y. ra7nsisttmt with m icil'p opatia tptcif'ed fir the atancid sfte?the]rung pq 'b Far SA7.'7C amsies alloys w� magrcs um tm fi'S Riveting l Q tbam 3 pens[.holding with7m tht: =mpaattue fi_U Drir m Head range from ISD (66"C) to 45D OF (:30 OQ mast be Tbr.d,iv y,cad vi aluminum alloy riven dab:of the. avoided in mda w minimfa the pom-Why of fW a the tune Pdun 717x,with di as Iotlur't .lieu wtzfoliati=ondttts:stoarosiom as:isn6. 71C lenstb of lime as tesnpc:WM a is a critical f=W is a. Fba lstads shall)lave it diameter not ku than IX timms detrn anal the kpss of Setts itiratitta.Ho¢forming the noiniaal rivet ditu mar and a bei;ht trot fen than DA [techniques meat its hidt quid btu[up m a tctnpss Mm: cs ex vomits)rirm diamesa not to extend 5WT (29D 'Cj w minimize loss of b. Cone-point h=&%W)tare it diamner net lm thm I A mechanical propo-h Forming must be complacd times the nominal tiro diameter and a height to the before the meta[cols bolus 4507 rJO*4 7bt metal apa of tbt cunt nat less than D.bS times the nominal shall then be fao coolcd,to drop the tt--W tempest= riv p da==.Tht:included angle et tht opm of the from<SD'F('3D'C7 to I SD'F(66'Q in the minimm tort$hail Ix appruxirmmelr 12T. tirnt pcossUr w prvtsn sctrsititntion. f A-64 .fanua►y ZDDD 632 Rule Filioet surfaces SW be given a hts,11•coat of OkaL=Sig= bituminous palm or other Cw6vIr prodding esguiralcm Rivcu shaU fill dx boles complpely.Rive heads shall pro=cxia,b-.lme inmOnlion_Aluminum in contra with be coaccnvk with the aves holes and shaD be in proper mnottu eR rna awy shall be simtivly-prMcMcd in am contact v ith Or Sdace of the M=& Ubwe noun= is prr-sesn and cwrDdcnu %in be cutmppc:d btswet:a the curfacet 653 De-fed %Rircts r- Aluminum smAB= to be embedded in wncae Defective rives sW be resmvcd by 6nining, ordmnanly need not be pained, unless tmrros ve componeau are addend w the coataste Or =I= the 6.6 Painting as:=rnbly is anbjeswd far exunded periods W cam rmly LOrrOilvC ea„wmuun&au iiuiy r.*+. Sv.u=wm of tk ano3t covered b3•this SPec!f cw'M am "be giver,oat coat of mAwbk guOhy pain such U rmrn ordinan-ly pained Swfacss shall be pained w-bert:: anc mo13•bdau primer evtdoroft to Fsderal SPe:i- ?D141-T6 Our ae a:posed to eano�K em'ironrr�a>� f Cation 7'T P-MSB or e�gaism1em.W.a brsvy cm6n[cf IL aDu]i resist"bimuninum pain to L%aD be unpla b. abvaiaum sM rpwu are is cw=with,Or We fLum d with a suiubk plastitt upe applied is ncb it mam w as ID.oaeomed nut]mrinbers m other dasimsnW mauziah. w patnide mum ProUZIiom sn the vvcrbg&Nasar e exposed w exvcur33-rarraflvc Cm ffi6D - mom Shan non be embedded is tsmtsete w w•hiA em- ros;ve compmean Sueb as dilmidesbave b=added 9 d. :starred by tlz dtsip =for YCZM of appwat- the altaaiaum wil be e3ecViA-cMwcvutd to F=I caw. is the fonow�t SCcouas w x=the bas 3'amting p�mt� d. A7srmiatan sbaD an be=:posed m 6.6_l and 6.62.ad metbods of dewing and P=Paraa® is CMUM wish it bcavy meral tucb as Copp=as sub are found im Scum fL7. (Irsatamem and paiz>D4 of the M=mh cam c3ww cwmsicm of alsmimu=The bury earncavt is acwdanx wilb United Sum )Mitry metal sha be pamtcd a r camcd with planner to the Sp=iB=z:joa ML-T 7Dt k also accpuNt-) d7nivve from the mew dmn:d ewTY from the alurninom 6.6.1 Contact w•itb D•cssimitar Idateriak p Mtn d 33mmim m owyrequv=adi3 imW prvrtitm Wh= the Khmiam alloy pars are m Can=with.to w•h_a sp=i5ed by the-d2siga w abater =Vcvr_1J arm fan:_-nr�ta-iaW members or D*w dssdmr'1Q ma>=ials. corrosive copditioasi. _ the aIIs=sintun"be I=ps Sumo dart Cams:.-t with the sty cc others dzsjm w aan=rW by pimung as fDDvwz EA2 0•7s-AD Painting , a_' Stex] snncccs to bt'p]a=d iv =D= w-itb uaeortzd . 5 of ft au Dys CUvcTcd b3-&a Speafum�are - m3r n;urc duct be psanud witl:1�66 auaE13"atma]Cad eilb-am-vrdiaanlr paiUmd for=In=protr�om(vi6 the cwmu a nlp�f)�saw asiintvolybdate-aD-gd e:eptiam of 2014-76 u-b=Cxposcd to eu:rflsive c siavo- t`pe p� �Sao tM= withFzderal Sp���m" mom)or an.MKk of prepamue almninim:armpoa . 'T P=6C5B.f&vwedb)-?mcD tsodpaimccrosi +--6 of What srvCMM are to be exposed to ezvcmely eve Z It.of alnmissm pass piPm=(f'ST1d SpeaS�°a s oaditioas ovcr-dl painting sbam b sp=.ifm& ` D9041. Type Z Gass B) per PDM of •mmsb :w=fng Fzdc d Specif won 7T V-sl-T3pc II-or ft 6.7 Cleaning and Treatment of MeW tomkMt Vlbe>t svOt sm Cewc evnditims -aQt Surlams expo-w4 addltioad PMMC6= cm be obtdmad by appl3•ing a Simac Swa— w time fi3•mg »fac. Prior w field painting a Stmcnat3 all soda=to>e capable of o 40ffi mg momsnae fin® the loon dmint laiumd shall be leaned inuntdiamb-before paimin .b a prolsmged s=-rim in additim to tht Zinc m013idat;- mcthodthuw-nlremvveaUdiMosl.FMr-dups.andot}m= al-3•d 137c primer.Alumidicc&bon-dilp gah &cd w foregm substaaess dt vo-gal ratastd steel pla=d in Contra with alumi- Exposed meal sea=shall bs dra=d with a tuiuibk num need as be pained. S=Wcz at_el (30D staits) a=r t al ekww so*as it solution of phmph"Sad Sad plaid in comaet with aluminum is nog rcgvued w be or�amc sdveats mc:sint United States i,4t7itxry Spcifia- painted c)Lcept in bigb chloride containing tim,buL-M-3 D578.Abrwion-blm inE shah not k usd m enrironmcnts. aluminum less than yr equal to in is(3 mm)NcL b. Aluminum shaD not be pb--td in diirct contact vL$b w-osd.filb=board ar other pvraus mausial that absorbs watt'and causer carrosim V,7bev sub comatu Cannot be rwided,an insulating btsrricr b=tw=the aluminum and the porous material shall be insmMcd-Aluminum {-h-fi5 January 2DDD Section 7. Welded Construction 7.1 Allowable Stresses for Welded 7.12 hie-mbers with Part of th`Cross Section MembersWria-Affected Fw mcmbcm with part of the Cron =602 wdd-af- 7.2.1 General footed,the mllo.able cuss is Tlse wcld-affeaedww OmM be W=w cstcad]ia.(25 F , F _ Az (F, - F� (Eq.7.1.2-1) men) to each side ofco the comer of a weld. Mrrhatncal ►' ' A prvpertia;fair weld-aff=zd metal sMU be sal is from Table whoa 3.3-2 cxezpa skit F�value&shall be mu]tip]"red by 03-The modu]ua of dastictyiar*sid afiec�cd meal u the sari as Fr.= 00-mblc suns oo the cross secuon.pan Of for non-welded mad Wlkh it•cold-affected. F. = ariowabk sure i!an pan of the cost tectioa Allvwabk svexsadevlmcd in aetordancc w itb Section wire weld-affected.L'se bucUm.—co m==m for 7_1-1 apply ten tmt`•dded metal flute&Tabk 33-3 tT 33-4 sad 1) Mc mbers is stial teasitm with t.-ans-'se welds M--Jm iw p, cs from Tabk 33-1. at$ecotm their . *,Uost Smog 2)Bearing stet=to vkrjd-aSeaed taenl. F. = aDo.ab]e amn if the mare Cross ssaional arcs 3) Coltmnns w bmw stt 7wud at both cads with woe wdd-aSftaad Use bu3Tto;comusmts for rsasvesse welds a5esmg this tmfim Mat sttiom and Im mmta)ed mania)(Tabk 33-3)r-gudim of the furthbetwc e]dmg,wad mc& =0 prep= 4 Cd w l� m boT o � or aavcd eompolem ties' Som Table 33-2 a:cePI the ftc lon;imdinal w-it), t:aas ro wrldt aSc=iag tbea came=DS st--roam. %yids s-Aum for F� and F.� tram Tabk 33-2 and sbmM be mu)tiplizd by L73_ 5)Fla cmnponem of mhtomt m be&mt with vm3&Q A s DO cos sectional are&of a=16c :=mb=or the soppwi d edim om)). =mdc r flange of a bay pia ten t=oaa) ores of a t:o]mmm or boa flea fc of a f nvKablc smsm for tbx wr-ided membm shall be bc=L A I flange sbal)mas_in of fir pc•dm calw]atcd f= the same fmma)at vat for azm-wclded of the=:am fw*w tban 203 from the r - me�b�s with the'follo■-im:adjnsttnmts. .*;�w3rse cis the dutanrs from:tk n�a)axis 7) f lIcm% )e sews IN stow] m flume&] tmsioo - fibs (Sta_-tioms 3 AA t woogh 3A.43.b-sing(S 3A.5 sad 3_;_6).and axial or!hone&)immpmssioo tr sbm(SCtiom' A._ .w:]d-affc=fed moss tonal are&. _ 3-4.7 thtvugb 3A.27)witb-slmd=mcn km thn S, sba11 bt_ -1f A.c 0.7 SA.A.sbmM be tatm as zero. calatlm%md using w+r]ded mc6amical pmpstim from Table 33-Z 713 Columns or Beams with Tmnpwn ADvwab]c streses for wb_s and caved components Weltis AvvJ From Supports and in axial oc netstaa]corap Do or sb=w(Sca;ow 3A.10. Cantne.em rrith Trstmrm Welds' . . 3-4.32. and 3AJ 6.1)v63Yskmdaoess 9Tmw slum S) tlsaD be ealculmod ndn= wedded a�3satnca) properties from Ftir co)uamt .m b-rams tu➢portr3 a btnb cads with Table33-2 and brcldmt tnnstants from Table 33-3 aansvc!Xt vm]ds fo tbcr the LM from the m�bCr ends - ��ardless odte3trp�bore v-3ding. - attd canu']evermltmsns or sarrt3lr+�c b�w�itb tsaas.� 3)Ariowabk stress for aD othc msnbcn and cotttpo- welds,a]Iv�able stresses chaII be tals}at�it a-cord®ce rests in axial or fkzund compessiom or shy(St--'lions Sectiom 7.1.2 as if the entire cuss==6=0 w►es w c= 3.4.7 through 3A—M)with SkOdtamcs FrwocthmiSi d aD w•tld-156cmd. be cAculatcd using nw-wcldtd mechaaital proP'n"s from Table 33-3 and bud;bq ccmn wu from Table 33-3 or 33- 7.2 Flier Mire 4 as approprinu for the tamper bcftm wc1dinZ:htr vc+w Fli ler alloys shall be sclemed from Tabk 7.2-1. The the allowable arcm a the wrld shall not as:=d the wllrnr- 0owable slr w sous in fills welds shim k talm from able stress ca]cvl2tcd in a=ordnns wtitb(1)abDvL Table 7 7-3 or 7_2-3 For fills wires not sbo -s in Tabk 7.2-2 or 7.2-3 nnmimum Verj animl prop'-rues shaD b: d L-m inrd by toning is accordan=with Section E. I-A-56 January 2DD0 � try f 8lreee Type of Member or Compomn 6ee. l O.„Oweble Blreee Table Z•ZO Allowable Stresses for BUILDING and Similar Type Structured TENSION,sxW Any lenelon member Ill,! 6005--T5 Extrusions AeclengWar table,eNtdehlref I Thfaknitoufn Up Through 1.00 In. shoverboylwo rvislangexl T04O s �'�T 19 ►. •fife 6106—Tb Extrusions 51N IN , o l!AMe, Aotard m avd fubee 3 t�' 13. ; Thlokntra.eoo Up Through 0.60 In. .N.vT.v."bar, .�0©.- not eeaRan Shaper bent elrael work axle. ( F-+ WHITE BARS eppN go werr,.e,®ie 1,,.mbore wood b vows ben,pillow 4' ie i�.! . momlym al hrmrfkwm renfler Bran 1.01n,Ilan a Wald. I1.BHAQEO 9AR8 apply Within 1.0 In,of■wsld. On rivets and belle r 11 �, LI Epvvbm RW ebb to shaded and wwhv*W awe NOW 1b both. BRARINCI On Pat surfacer and pine Imd an ball:in ololled { 'For lobes wily droorniviv erl welds,mmil ne of sftft 5 3.e.10, holes (3 le 1 I6 3.4.11,and a.te.1 epph lay R■A• :U. ffraAllewxbh Slondwrrose AftnNoble Slraas sienderneao Ans"VeN Streeo Type of 6lr599 Type of Member or Compe so 5.44� � . �t fr Big doll weundl 8, Sla of milip a d, coINPFledtllvN IUi .O :11.3-ILIN1111),r) !►b.bb 71:lseafl//Fir IN COLUMNS, All columns axial.gross Roden 10,! •- l0j �r/F.70 71AIkN(Wllr Flat Vista*supported alorq am 11 M 01.7 33.1-0.71 IMP M 0 111 1��gM1 edge-eolumne buckilm*bout e symntelry axis ta.! — 111! IrR O t! fllrlf.t) Flal plafee etdRporied along ern it M 0 7.1 11.1-11.7/1Ml Moil 1•ngM1' adge•calurnne Mt bucMrlg iboul •�•-�--U tl.� . .. , e symrrretry axh 10.! (od 101104 1111hirl) COMPAlSSION riot plrtoa with both Fa-f 11 M II,_ , iI.I-0.7!(MI M W JJ SWVIMI edges oupporied IN 41, — IU,! 10.7 Ir?a�7 19pI1J11 COMPONENTS Op cOLUMNs riot pintos with one edge grew otivvem ad errd other edge with 9.1 ago groom 3.e.9.1 aecaen *Illfsner ' m Flat main with both wedgoe evpperfad and with I I 8.2 en go~a.*.r.a Q en Internment*stiffener Iv v Curved rates oupperfod . • c v no n 17. 1Qa tl Ir�r1.7,t 71.7-n.IM . II�A ) f /LIk) on belh Odor*,wane of (rl !1)l) Itx/! round or oval tubes IU.!^ IrrAOl,) II.I-Ddfl *Ir JF A-71g i S AlleMM flntt �111tfw11Me find fltlnd�e f�wnele a rl ®ee. Allelrllbh f�prneet ehndwnNt Until SI _n plyset'. Uudl/1 e/1+r.•II/,end tv Type of Membw of Component �.1, wt,�pm f 15 �/,,■7! `�' v' Type of 511tt1 F013 -q.11/f�► ... twrol to teem"bell)ellalll FT-E 9Mq web ��' RBI•tl s■n+e elf o eltrxlg a■le cio R�.ss •Is.]-170 r► - ®eeeerl�. (� w, , M1 'A,4wtl7,i: J C i1d Round or evol lubee +• OMPS110N � 1Z• l>f . 1• 1 ''�•;' 7e.lrl.11 ��.„ 11'-- - v T !h IN BP.AMs. 11 � _1] �.!-e.t]/1 ..... - • Idhlt ext erne(War ► t—IF-�: • 1 --..::,... �;- � i -' .. ,t.11!! .'I ' •�"' i'1,1111U am raclarrguh I-1A Il!..�. :i'•.' .�•� .IfUe —_ gross round"cow boons V. _ r 4J1��a�7.lvs 7t.r-v.i� ytr_•a section Rsclsngttlllr tubas and •�• U a� 14 J. `i-'��r''.. .10 bon sections i M//.11.1 7T.!-v.t)e'► M�r17. tgl(M) r i -�1'r r� 16 --! - .} �_•� 1 �•!,Ita. .,..' N 31IMM1 FIN plains supported 1 10! nl 1.11•7] _ _ . or,. is .do• L "`4 " M►-7] 77.]-o.n h+- .. _. . _ ..•- !]onMl COMPRESSION Flat plslas with bo1 f' '�I J ,- ,•- .'R,.: li r � 3prN edges avpW@d 1 . ..... ' R IN A flw40 COMPONENTe i ) R—I-rl131r OP curved Pintos sllppotled '\ ' ;.li y ',�' .�tl!•1.� :t t 1oe,*,por-M ore both aft" see section 1.4.19.1 undo►urdlorrn plat plates with ale edge 16.Z M11 Mlon). Imported oral"COW gross section pdge trllh sttnsns► eN Seaton 7.s.1e.S F1■1 plates w11h bed �1ithI 18.3 Fry.Is s•wwriMl' ado.,n,ppa� 1 +e.!-1.01 M an Inl,,,,,date ellllerm 7� Mr.P.! � ,, .. .+ I' ,I,II11lMlM)•� 1' . . , iry w Plat gismo with _I 1'R4' 17 ; I7. , „, -:COMPRESSION compresslon edge live. 1 1.r )._.�=�=(t, i. _0.71 M NI r 73 IN 46 Io.! ,....- . tension edge supported i1 hit. ,s � . - Wow 117• ,•1l7d1M1_ COMPONENTS T �{+ 1 a .";, ,.' Ild ' .. )l1R11rM1 or HaAMs. F1a1 pl■tn Witt both edpee 1 Th /'1./- 1] + r •, M ►,Ir.177 •• . (eampa—M ■uppertad 11 `'�, sry.lst . ..' ..117 •. . • ] M), 71 ••r .M.7+M0 IR1dti berldltq M Flat plels with 1lorfeoldsl ,- - •,.-- 1]!•' . ��'ti ,.d•� r •` 19• 7tA11eIU►'tl' awrl glens) e1111EW,both edges " 1]•3„� a:. "•y M bp.6! prose section ed •i--i— bhw)e •I9.t-s.01t• _ nAMRMIt sup urnrtflraned ZU s eHeAta not wnba '' ' I s ",h••Ml 1. IN WEsd. . 12 -- _ - •. .n�vt. !].OUalw,ry gross 91111sned flat wwbe T_�� Ly I, Z�• "e, •+' ', ' ,' eecllon w-.s.l 1 •0.71.�1e�1 1 see. Table 2.21 �— 1 of Strata Trpa of MQMW of C;cn nl 3,4, .owob(r sUeae Allowable Stresses for BUILDING TENSION,1u1111 Arlyhrtrlonrr>rmbrr ; and 5lmllar Type Structures; 6061-T6r-T651/-T65100-T6511 111ctanpular tubin,arot pn b rkuck*w 'i r' heet i Plata.Plpe, attaround r( 4.0'F� 2 tR• •y II f.'r Eulruslons up thru 1 In.,S TENSION IN 1mv axis 8lsndsrd 8truolurel Shops,Drawn Tubs, saAtleM. w rrr. R.tw.rt..■-t.11tlum polled Red and Barr,635145 Blttrualona ..lro nber. h .O.D a_ 3 3� I!�!i' Mal secllon •, •: eh"-v b-nl abeul weal;etch, ,� { WHI Y .,rM,w.nt..tw■hr.�n.....r.....,d to wMdsd burg,P121// l .-r r 4 3e `•;�1: n+r!mbwru tN leeuflerre hrllrer Then I.D kl.Ilan weld. On rivsle end tlolh t` �NAOEO BARB npptr M"* 1.0 In.of a wind. I 6�o11erle M�111rrMi tt11 slyadlef alas fRwbeded MPu aPpiy Ib 150MIr. REARING On Rut ouriMs and p1m end on bORa In alolled .' • '1 Tm hlbes wlih ehs+stllwstMM wslde.eralwMer+s d ese4iene?.o.(0, Was 8 Id ►.Id{ I a.e.te.end a.e.la./epPh Ibr I7.11•R0. ese. AllpwrtMe el.rwl.rnrrse Allewmbl■ebsee elw+drrnrsue Anewow/Ines Typo of St►Hs Typo of Member of Comporlenl WIrmov A Lfnttl er mesa IMill/o eNnd.II a a 8, � r COMPRleeION .1 M&■0 in.i-n.l7alif/t1 i!h•fal !I fxar'ill/tilr IN COLUMNS!, Aft eolu+nrn wllsl, !1 WI section ous lit •�' -.�._ ..� -- -..•-lid-- - _. .�.d1t .1�i�f Ir Mal plain supported m1mv one -� 31 M•3.1 37,1-0.77(M) H■to 1lv1Mt edge•eolum v MAW"about a --+ a ..••�-...•-- - ---•-- - -. ..__._.. __... . ._. .._. _.. symmetry axleiAd 131, -• i l� ' ir1■IJt 1lNr•'IT M ;� •,•• Fiat plot"suppeded alone one 31 M.3.T I i.l-11,T!(M) M•I I N7lY(M)' edge•colurmynot bmkilrV about -L-+L--J t�•1 --- T'�,T •• •• •• _•••.• •• _ _ .'•-•• s tyrnmelry axle '"III, •- i' tin M■IJR H7dr(►1� ' ti i. r 'L• ••t �t' t t,�r!.( t •t.t't• r• coMpRlfeloN Flat plalae Mpl bolh off adt"supported ( 1 4&1- COMPONENTS or CoLUMNe Fist pletea vAlh am efts O,va tuppoded and lnha edge WM 9.1 B"811c#m 9AAI seollon elltlrmer E] Prj Fiat plalee wilh both edtss suppWed and wllh ' f 1 ' �, 4 evo®ue,llen 7.4.e.1 an lnlarmedlals voltarrar 1 N oov Curved phlus supported R; n. il• RDA.3.3 33.3-Ir.Ro 'R go 141 1=IK) on both edoes,wulle of lug -•_- - _ __...1 .. _ ._� .. . ..-_._-... . _. - rourMor oval lubss lilt RrAwpQ (.! •Q.iO /I R,It�lfll IAr/1)(1 • 117)r A 9ee. ANowsbls ®MMdwrnsss ANewahh @tree@ flow tress Allow"/Ines Type of lines Type of Membsr or Component sh@ss slorwrlMegg UnIN! 3.4. a , going@ l ham o, UTII!f llsrldwrlsee.!s o Sirlple web booms bard ebtrol _ _ 11 f,lr•■11 U.1-U.Il If,/r• l h.•1t I11.0(MI vv strong s■Is -� T-� 1 �71• . .. lit 4+1 ■lilt$• (L'l�•1' r COMIReSsION w, (.�z�Tt} ��: 1Z' » 7■0.0- ae.l-7.711 •Ir INI.al .,..,... Sound or evel tube. vF fneBAMs. '•-III R,Ir•!1 �. ms • .71.e+ile , .• R,R•111 _ e.csorra.l.lo swbe Aber gross Solid redarWorend f--IF- 71 toJW•r1 NI,!-e.rlrer rlr .111 I1.41Kl section round..ctlon bssme --!:[ '!" • 13 .7t IAI rn .74 IUJ-O, *1 ,- �'f IA/r11lLr►dl R.dengul■r tubes and .�' 14 7t I,s•/ ff;7-11s u.r-11.31 I,s, , I,r,/�,rT7■1nla 71.11is1 bow @@cllorrs $•a• 171 _. t7� MJ.1.3 •X=j ILrS.�J1 •'1 Flal plates supported on 11i r•-1'-11 71 r Mr■A.11 37.3-A.IIJ M Mr■It1 I It711M1 one ode. nr s+f•Ist IsvtMl -Ib1- ,, >tl Fh.7>f21.3Mr.�a �I■r1/AI COMPRESSION Flat plots@ with both ��-•~ -"AfM IN @dgas supported T v ,1 _ .131 Mr•11t SWIM) COMPONENTS 1(l1K1 OF BEAM@, Curved plates supported RA■1.6 70.7-Il.p r r Rd(■161 - (component on both edges ( I 1 ti.1 Rr/r■:.7 II.1-0.14 R, f vi.leU IRf/fl(1 Il,rf ��►' under uniform cornpression), Flat plots@ with one•de@ supported and the oUlsr E , 16.Z off seenon 3.4.18.2 gross eeesen edge with siillener Flat plates with both edger nipported and wAh 16.3 egg @eeNon a,1.1l..7 tun Inlerrr+ediale elirlirnMr Aft Flat Onion with h►f.11.e 1•.Ieel Ml• OMpAE@OION ,�, � H1.J-1.11 M Nr•la C aom ffnelon edge Ices, '�•� 17 'IN I.1f01Y1M1r ten _ �tension edge supported I.01 . Nr■17 40.9-1.41 M off a It COMPONENTS ' OF BEAM@. Fist viols with both adgss T T ,. 7A Mf■IA 4It.a-11,71 M IMr■i! IJI1e1M) (cummneni supotmed h 11 •�( 18 Int . _ tar 1Mr.011 ll7mlNr) undo►bending M Flef viols wlKl rrortsonlsl J< �4 . . own pi■„o1 11 1 '0 3K Mf•1117 411.1-U,1I1 M Mr.11a a!t■IgMI gross section Winner,boor edges h �- 19' � _ M eupporfed L 161 r .:c lot MI.1Ht JIUM 1 SHEAR Unellllsned T r-�-�- I1 Mf.311 -11•11"M h'f■F! �eJa@e1M1' . 1 L 1" � rid IN wags, IIN webs 7-sr •.• 7.91, _ - - Nr.73t araanMl• @@@lion dalfened Irrrl webs , 17 - 17 w,Ir-AA !�!,leerre,hl� I J-6MEVMj Z1. w• A,/ 1 U.l e,le,) 1.lt 1.lr rr,ll.�,t,. !l,glltlrlw.hl FT), If stress Type of Member or Component �e�' gebPe street Table Z•Z2 Allowable Stresses for BUILDING cc TEN810N,ar<le1 Any lemilun member y, �a and Similar Type Structures I 6063-T5 Roclsnpuler lubee,lbuElurll f.a F Z g.! 1! Eu4ulllons shapes benl wound elrong We ,-ENSIVN IN ' (' : {Thlakness up Ihru 0.600 In,) 9lAMtl. ,,,,,�avI tnua• I eprlreme llber, pe ►e 0©'_ 3 11.! 1.4 not section 1 Ii1 T E 8AF1' "orb r"""tdad low nbera a,.a r•..wage Shaper bent about week sprig, . 1.! ben,00101 1 ntantbere el bathers hrther Itmt 1.0 kt.Ir m a weld, 5 �i ,1� ' SHADED BARS sp*"Ift 1.0In•of a weld. on*foal.and boll. 1 rquomm Ihel allw*ft the arreda end unAlodbd rasa•)r1#1'b bah BEARING on Hal"*erases and ptm and on Will In Hailed 'For lubere with OrvurntwwOmi wales•aqusftm of Beef"0.4.10. holes 3.4,11,end 3.4.16.1 apply for IA'A•to- .slie. Allrrwabis Allowable alreas Type of alress Type of Member or C 1 ohrldw^sas IIh11'irrllsee Mho ft le es a of yP �n 7.1• eNrrlrrnwr!•R Lhnn 1J, d erw�ww�,g ni r!, Lkeli/. BienderMse i it COMPRltlet0lf HIP•1t 0.9-MIT 1110.1 SIAWO ILAf IN COLUMNIl, All aolurmi 7 ► s■Ial,groom ' section . 6.! Wi■b! 1.9 0.077 IUA) , 161E■99. 3 i.WfX(4l/11, Flel pieles suppnled None one � t 9.! M e 1.! 10-0.12 IMt h?•ifi I01ryM) edge•colinme buckling sboul a -=C 1� 1) r• ••-• -• -- _. . . , syn m "axis e.! e! ��•Ia Iel/1b11 Fie(pietes euppvmw along one 9.! M+7.3 In-0.77IMI Ad•11 le>7YIMIr edge•columne not bucktillg about •�'—�—U �.� - :,_ .. . -r n symmetry sate .,i.! M■Ilf ,• , lu a 9.21 IM) Id■If .. 197aIM� COMppRrlalON F101 platen wnh both j�j g r l')'1.11 111.11-n,1171 IM) 1r1 a nl 1nYfM1 IN edgee ruppsrNd l� .ae . .e!• e.! ' M•a9 WWI COMPONENTS OF COLUMNS Flat pleles with one edge groae gummind and olhsr edge with 9.1 Bee esclon 1.d.e.1. seven" rlllla or C- c) Flat plalee wlih both �''�'�/''�� m a edges supporlad and w11h I 1 ! • ' 9..� en eavtten a.r.e.[ an Inlermedlels sllnemr 1 1, R7 Curved piston stmmMed R, 11 Ill. r., A.n.1.3 9.0-U.71 Hprh F,n.110 on bolh edges.welt*of (� 1 ��� _ I round o►oval lubea ��••JJ It'sRrA.ln:• 1,1-0.21 ll�rr I,h.710 IAA rllt R�ll/13)r AllawnM■snots Slelldwmeee Akw*M 511et1 G. 9e,, Allnwwbll eltndwntate f)Nndmwgll Lpnll SI--Fflileniefneee a It Blr�oe Type of Pool Type of Member of Component 3.1. t/ Lliwll D, {1riw..n e,Iatd r, a 11f J )r/r •1R III 1-e,lld( r, 1A N swe 7e eon brl eboI T Lhf•111 o 1 v ills virmg ells ' 11/1•IN1 JIM"at . w,rr-.a Ir.s-o.n� sRtana.•.ro COMPRESSMN (�Q•�- 12® ® Irr/1.61 IL/-O r r » .el Ir�1. Pound or oval tubs, TT IN BEAM, din7`''- a t! lb, {I,IINI extreme Ir r-11••- IL! dR�•11 17.i-tl.ie�rir� (All)I{LFfA) Build►.elarrgltlsr■nd • 1 ' ,'111 •,! , gron _I�d ' 1.7 �-7J.)! .,' 17.7•u.1/i►r� round sodium boanrn �1�'' �••� section NS�•!Y'•" •aRMi 2I.Igtll 1 ! /� 7 a NN 0711 Ltd, . r -� nea/eneular tubas and a • 14 _ .ai1t1 10.1-0.O10 l�d� ! ► l.s•�'ry'r ban aMlene w'! 1�dr I IItIMI If.11-O.i11d hh•lA Fla{pistol tuppolled on {- s-{ 5 e.! Mr•I/ 11. L 6.! .• _ .wrrrr+l one edge .�-•--^ -__ - -Ibl-stir va ran�sa r I.w-wawa a+ 3111r1f:�1) COMPREeeluff Fla,plots,with both e! bit.l1 edged supported Rif• 1�1tr1 IN tl.l I Le-{1 li PIT, Not a 770 COMPONENT® Rb 's 11.5 OF eEAMer Curved plates suppotlad 16.E 1.1r-U.1! , r R�r s 710 Imnpune„{ an both edg,t und uniform Flat piste@ with one edge lice 8ecllan�.A.1e.1 er eomprsoolon)v supported and 1111 ulh,r 16.2 groin oeclon rdge w11h tllllerler Flat Vistas with both 7-17P9 16.3etc eoellon 7.4,1e.7 wipes supported and with s.asNMt' .n Inierrnedlwle e1111ener I1j bit {1.7-O.1t M All•it Fiat plates with 1 1 1 T Ary.is • a.spY(MI COMPRleetON compression edge 1raa, - • 'R * IN 1 w! 6//•ii I1.3-0.1y b► brr•111.4 qqvlMt lenslen edge supporied hit •Al I l.i-t1.011 hA COMPONENT■ 1i•! t11ty1M1 OF®EAMN. Flat plate with both edges I� /1 /' i 8 R! IY e•I ld• . (car"Ver,a 1 supp�•d 1 /1. "` 7tlilYrMt I1.7-w.n�ilvr nn-lnr under banding M 1 i.! Mr•1/1 »�M) FI.I plain with harl:onlN T�,� 16 hry.7 o own plan.) ■Illlener,both adgte gross secl0rt L r hry.at lelasvtMlr snpporled hit.14 4•! ]1fdiM1' S Unsllllenad I [��T zo inn.foo n■1 w• • ®HaAn b 1 l_.—.J..i+-- J,s , ��n..a ••.n■w^,nl' r}r IN Wass, _ Grows gllRanad Il,rl w.bs ������ 3.9 1.11•l 17 I FT,, �(9lrttt typt of Mtrnbtr er Calnptrrml +' rr,rawsbie olives Table Z-Z3 c Allowable 51reseea fur BUILDING TENSION,axial Any lension mvmba and SIrt111ar Type Structures; 6063-T6 FI@%:1r Wm lutial,lkuolurM ehepte 6tn1 around tar 4.Q. Extrualona,Pipe TENSION IN �1h Z ly � . 6•�':oM!xh ®IAMB.Williams Pbeii Reund or ovd h,bee met omega" Shepve bent about was%axle. VVIiITESAnU mppivewrwrmwded"m"OwworpdlvwoWW bets,plains 1 `~ • 4 30 4.3 ,,m"be,e,q loeattone forever•ran 1.0 In.from a weld. l BHAOE BAnG epp+y trithlrt t.0 in.of■wold. On rivals and bolls "�'71'. 11 gW sRadbtt tilt sltisrArd elxd erntlsrJlyd vans sppff Ib beat. REARING On tint surlaees and plrm and an bolls In ela8ed 'Fa Illbse lom dmWWWtnRd wilds,"Willem of Set aem 3.4.Ia. holey 8 31 Ili 1.4.Ia.and 2.I.19.1 appry for A,A.20. see. A11,ewxhff •Nnd.rwae• AllewwM e" vaaa �lendenraee Allies to 21he ea Type of alrsss Type vl Msmbw a Cemporwnl 2-1. thm do, 1 LImfI 0, awh—t,W"tr Lim"Dr 51 lids love a So COMPREeeivN II/I•a it 14.1-OM14111J11 11/i•■Tit !l uevllU.)r IN COLUMNS. An column• 7 V axial,gross .. �... ..: _. .. r !letfan 6.! �- a,! IVr■a! llaNllt/tltAi Flal piston supported along WN 13 M■3.4 1&1-U.Ifi iMl Marts 13lfiMt edge-ealum, buck"shoals •I C-�-�' �1 - :�• ... .. •.- ' symmetry axis ILI, — • l 6! M•3U 13lytMl Flat plalaa eupportad slang ors it AA a 3.4 t a.1-11,I6I41 M'a 11 1911I1M1' edge-miumne not buck"Omit a symmetry exls 6.! : — a! bliss? 1l1te1►►�1r � a ' 1! M■).6 Ilt,l-0.111iM1 hr.)e dltgMl COMPRESSION FI41 plelae wllh both iN edges supported COMPONENTS OP COLUMNIf Flal plelae wllh on edge g,VVv supporled mid other edge with ' Ell 9.1 an nod"3.1.11.1 tec"on enflaner W J Flel pldH with beer ' edges eupporoad and e.I1h gar e••e.clra+a...v.: �2 r1n Inlerrrredlels NIIIana/ iii ro ocurved plalevsupawind q� 4 i1- I1q. 1l.1t-ll.Ml 11'll R,Ra1xR 11fKi an bolh edges.wolfs of lot (R d1tI . round or oval lutree j tie! ;i R,A.IU ' 7.1�0.33 a t, R,A■!le p`I Aflewwbfe itsrtdernytla Alienable Slre111 Clendaneda Allowebls®troll Typi1 of Sittig Trpv of Membar or Comptm rd s°Q' ofroes ef.ne l I nl 3.1. �•! .t.sal or, iJrltlt lr SNndarnyee s or Limit d, w v Single web beams Will abotil _j .j.•.j 1! l,Irr• v elmng axis ,1 1 �„ 1 1 �•!i.! � . . _ ) ,, R!- ; L/r »I Is ^► ^• ^► Iw d�.l1 7i.T-t.Tn r r A.r fill Bermes COMPRESSION Round or oral lute! ..�t) 1 Zs t"• " >t r f ff� toe Eeenee 3.4.10 IN REAMS► .ef 111-0.di salroma gross Bond rsatengutar and ► �-y-° 1� Ill �r••r•J.11 IT,�-tl,ll,Hr ,/ dff TTi .1! 1)SIN) ewcllon round eecilon bysms -_11 II.! , _ 11•! rYr�CT•!7 {�fryl tl�l d 1 Ryclangular tubes and I![[]] Lin I4,11(11t ban.etuana 1' a• 14 a,� d,! ys.�at�TT'14�o IL,S,/.l ff71 Fill plates supported on Ml•7.4 1>r.11-Ir q4 64 Mr•1 f 1d7A1M11 any edge I r\J.. 15 6.! ' -- 6.!' ,. lwf all ISVIMi COMPRlS810N Flat plaint wflh both "`I"� 1! Mr•11 Hen-a.t711 M Mr•!� 41MKMt IN edges supported COMPONENTt! 111,!•l1.111 ff P►feIlllt j�iMl Or BeAMe. Curved plates etlpportad R e 111 R r•11.1 . r (componenl on With edpye `.• .g�.0.1 1.d.•11.tf t I• ' ft,/r+lto IRe/r►11 R,lr l!!11 under unlla►m eomprvsslon). Ftsl plelee Mih ono edge (�1 gross seallen supported and the a*w ] 16.2 SH Its~0,4.1d.t1 edge r.,lh sulln e .. i._.t Flat plates wish both 7'""1 edges euppailed and wilh i 16.3 ago seeltolt 3.4,IGJ wn Irrl^►medlwle w1111wnef COMPRESSION Flat plates wllh all• Mr t,n lilt-"At M Ff1�fi �,werrMl' rY 74 camproesion vd0v five, -L - 1� _. IN . . d� f 4.ttUlMlfrrir lenslen edge supported �•!. � • COMPONENTS OF SSAMS. Flat plate wllh both edge. 4, 111 ills r!I 71.1-0.111 h4 frh•911 Il6tslltvlt (evmpon supported I l 8 ' g.t , •.I ,! Wt.14! T^ eM 1761YIM) on.under bonding Flat plain vrilh horlawdel In a i fit MI.1111 71.11 Il,lwl)M Mr•2fA s�reerMl gross section sllllener,ba111 edgsf L + 19 1;, '' • _ g! M.!10 lsUr1M) wupparled L < SHEAR Un.uitened 1r�f " ZO 11,3 hit..19 IILT-o.u56M All•To Jt►.awnMl' v IN WEBS 11e1 webs I 1.—J,I • lr� _ !•s (yry.fua 10,Ir10dtM)' dross �! y _ g,! w,/r.ts lr,a■nw,m' glittered row,...,,. I��Zi1 t r rl 7/ 1.! w nor•• TABLE L NJMIKJCL 54to"D TENSILE STRESSES FOR STAIN'ESS S EEL STsL 87LTS WlJJI� TYPE Dim l EP ti?EF. DIk H_l,DI tsi I fps I� in e►� in. t5i t D.262 '3.7 �5 D 2L5 5 5 6 5.5. Q i"sE G D1-' :,3.7 .a16 75B « g S.S. Q1EA I D.C2 i G2'12 - S5.0 5se 1n;t 7 D S.S. D.190 L'-028 U-s:5 :.�., D �,D 9D5 1T38 i� 5 S. D_i�2 D.D4: �c80 =3-7 1E55 430 -�7 55.D 967 114 ' S.S. D.25D D.D49 p MOD 35.7 56.D i257 2oD 17 SS. DZPS D.� 33.7 55-D 2176 4173 3B' S.S. D.375 D.110 D.E25 , 5c D 3Bc9 ;SSE 9 5.5. D.SDD D.195 D.75D �3.7 3!4' SS. D.75D DA42 i.DDD '-,3.7 y5.D Ei DS 15=�1 F=rEP,ENrE. fSCE S,ANDFP.D 5pa:ff for th design d L�zrned Stainless Siff'S U6.IUI 01 W-"tr-S pxE-6-9D pea-29 MUNTIN CAP A�4MXB INSULATED RIDGE CUP RIDGE GLASS CK8106 A•8FRG RIDGE BEAN CUP TRIM WNBRCP INNER CAP A'81C ROOF BEAM 8CB3 GOING CAP A•SGC 2 x 6 LEDGER END CAPS (BY OTHERS) C'8110 WALL BAR ROOF GABLE FLASHING A'61YBB A'9RFi GUIM END CAP FACIA • 7�125 - _ - - EAIVE.GUTTER ASSY STRAIGHT CONNECTOR A"BSC ILL - - A•7C5 . ABOVE WINDOWS SILL A'7CS 2'-6. OR 3'-0- MODULAR WINDOWS LLJ ASSEMBLY WITH 10' S' OR 6' OR 17 1/2- TRANSOMS FRENCH INSWING DOOR DOWN SPOUT KIT 7'999 o IF®NIA ®FTC SYSTEM 8 MODULAR DWI;. NO. 8U-01 PACE 1 >� aumaGms EXPLODED VIEW DATE: 12-20-9e lor 1 10'-9 1/2' 10'-1/2' I - W-5 1/2' 12'-6 1/8' 11'-6 3/6" 15'-6 3/4' o �'®�� ©�� SYSTEM 8 MODULAR ELEVATIONS DWG NO�+-97OF W� oumoo � DATE two LEMM WITH GNU--t' 3 3/16'--+--�BFua --—>? 3 1/it GP a/B Gl A4 IX/12f A Mp GAP GBLE DD-0N mC FA>� re110 7/0 C As CAP 74RF CABLE MO �� 4FL ALWAYS 4 3/8 mroBEaY •12DU --7 BEII a7r To FITNEDLEAUS- Off / j AIN FIN/ GE WNBPFSiSU OR BU-3 011 7" BTT NS111AT1(IN am . By UIHM) • ES FE]G •' GLASS TRAPEZOID WJE6 _HN2O25 TRUMN 110 X 5/5 DRILL 1/4' WEEP NOIFS •. AT EMN a AY BET ME'TOi= SILLTRW WINDOM 59 1/2 HN2027 - WIN WINDOWmmm w - - _ SILL 7C5 H11= JwB EXIFTOER (4 PER WINWN) e!E B1 3/B To at 3/e 70P OF PINE 1URItG a It WHDOILS 3/B STRIP . CIS >K. 1nNOO1 TIBY BCS I KER OR FINISH I (BT OIHm FACTORY 21 1/Z(S1¢ / _ BtisEivul 21 7/6 \—INTERIOR FINISH BUILT BASEWAIL) (B1'01HERS) LAG BDLTS (N01 SUPPLIED) li . Etn SU Fw15H �--U, �L�H (NMIT slPPum) sHFwrHwG uNrt wmTH T FRONT WALL SECTION GABLE WALL SECTION DWG NO 8M-03 PAGE 1 o®FOUR SEASONS C'VC'TC►A 0 IA/1r1111 AU MA 1 c C('T1f)T.Ic R - L . I I I Zl I o/tr ,4h' �• 3 a/r aG]/r ao e/e•ac ucr inicm o IF®�T� �lEA�®RTC TITLE — LINE 1 owc No - PAGE ® ;SIUI�II3®®I�Y1I� TITLE — LINE 2 DATE — of I --{ 498' 2 f .750 Bt 3/B' 5/B' 79 3/4' - / _ I • /. 7/8' x 1 7/8• j o I'+`GM MI 5005 TITLE - LINE 1 DWC No ' PAGE gumRoo B TITLE - LINE 2 DAM ' °F 9 „m.mc TITLE - LINE 1 DWG ND - PAGE EVE TITLE - LINF 9 IFO)im- BY 40ONS TITLE - LINE IPAGE O UNMOO 19 TITLE - LINE 2 IDF SYSTEM 6 MODULAR MILINTIN TO ROOF BEAM CONNECTIONS MUNTIN INNER CAP A•BIC INSULA70 GLASS J10 s 1/8' PP Y NS W2G11 WOOD BEAM BG GLAZING TAPE I I I HK1009 -• i ca am TOP VIEW STRAIGHT. BAY SECTION • "0" TOP VIEW- ANGLED BAY�SECTION- "N" INSULAIM GLASS MUNnN 10 ' 1 1/4` ?a Nun• J10 . 1 1/4'TEK GLl�4 0260T 4 H•2026 S WS GLASS ---- T I� CAP A•BIC 1, W000 TPoY INNER CAP _ a•eIc wooD BEAM SIDE VIEW ANGLED BAY END VIEW ANGLED BAY FOUR OM ®KO DWG. A0. 6C-26 PAGE' 1 5UM®®MS SYS T Ef`4 8 MODULAR MUNTIN DETAILS pWG. 6-15-96 of 1 SYSTEM 8 MODULAR ATTA+vP-BWAENT DETAILS UNR LENCIH UATT LENGTH 2 T/16' 38 5/B' FOR 3R'WS 1 5/d' 30 5/8 FOR 3V Bq5 8/16 CABLE PUSHING in CLAZIN scce RRtC]SeB9 REAM D.c. 1D-24 t 1 1/2'PP H 10 1A.D G N2OD4 xoao�R1u °°snNc A, \�SLHUCIURRE CUT TO 2 7/1 mAnNC LORD jB 1/2'TEK R-"NCL SCREWS O'O.0 •I50 1NSUU I O 1/9 J Y GLASS (Br o,; s) I — MEII CAo — A•Blc ACEtw�= ADEQUATE FAME-IS UNITWOTH I APPFMX 22 7 CLt r1QPP MS/NS PR )APPROX 2' 0.0 I (BY mHm) WOOD PLUS j F- -- (Err MHERS) - mom STRUCRIAE ROOF BEAM WDOD CASEW-ff NINDwM 7 - • VIIALJL BAR DETAIL SE�YIflN'B' - NO GABLE END SECTION'Am SIOUNC MY OTHERS Doom • S'iRUCTURE. . JAMB EXI UM _ 1 1!- Al . CAULIONG Ala FLA4IHG (BY OTHERS) (B* OTHERS) CASEMDff GLAXM VANDDM TRW 1MOM 8C5 WSUTATEO A•8FRG CLASS I t - INNER CLA2ING 2' � CAP A•81C 1 1 V HOOD ROOF BEAMSIMP RIOCE BEAM S. CUP TRIM 2 D LEDGERIN / (BY OTHERS) RIDGE BEAM CIJP C lOfi FACE OF SHEATHING 1 UNIT vm)i t Xk oC®F(Dua LqZABoK SYSTEM 8 MODULAR DWu^ ?4C UmD6 ATTACHMENT DETAILS DA7- 1-15-97 DF I A5-5727/3300 STANDARD COMMERCIAL TOLE•RANCE.S FOR EXTRUDED BA [rma= roR � T Y T . AS REF. NO. R£rERENCE DNLT CCWTRCXD MOUCKM or INERTM �c INDICATES' ACCEPTABLE LIGHT PAINT COVERAGE - EXPOSED _ . I _ I I I - I L-------------------J ACTUAL SIZE ( ) INDICATES 0.030 R. (5) ALL UNSPECIFIED WALL THICKNESS TO BE 0.125 IN ALL UNSPECIFIED CORNERS & FILLETS TO BE 0.015 R ALLOY & TEMPER 6063 ? SHAPES APPLY UNLESS SPECIFICALLY -SHOWN OTHERWISE 6738 vtanA iuou or crFuna+ Pu+►+ciPu L+wt►rts ABOUT Y A r Axts REMENct ONLY IASTRO DIE Nc 0.125 (TYP WALL) t i 1.000 ,3.000 A 0.483 so.IN. EST. ASTRO SHAPES, INC. 0.580 LBS. SOLID IN TOT.EST. PER. 936 IN- CLASS PER. 65 MAIN STREET STRUTHERS, OHIO 4447_ CLE 3.15 IN. FACTOR 13.692 APP. No. DESCRIPTION FIXED PANEL LARGE ANGLE SCALE 1.5=1 DRAWN N.K.M. DATE 3/26/95 CUSTOMER I STATE NY COST. PART NO. 7KLA FOUR SEASONS SOLAR PRODUCTS SECTION PROPERTIES ST. CONN AND ST. CONN. 8SC, 6063—T6 4/24/97 STCOLS8.DWG - I519' 15;0. -- 560' 460' ----------------- REGIONS ———————————————— Area: - 0.712 sq in Perimeter: 21.503 in Bounding box: X: —0.564 -- 0.565 in Y: —1 .520 -- 1.519 in Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 0.703 sq in sq in Y: 0.141 sq in sq in. Product of inertia: XY: —0.020 sq in sq in Radii of gyration: X: 0.994 in Y: 0.445 in Principal moments (sq in sq in) and X—Y directions about centroid: I: 0.140 along [0.035 —0.999] J: 0.704 along [0.999 0.035] SECTION MODULUS Sx TOP: 0.463 IN3 Sx BOT: 0.463 IN3 Sy LEFT: 0.252 IN3 1.83' 3.51' 1.68' 1.6 8 7' ��-- 1.8_2 3.' - i ------=--=------ REGIONS ------------ Area: 1.118 sq in Perimeter: 29.200 in Bounding box: X: =1.823 -- 1.687 in Y: —1.680 -- 1.830 -in.. ' Centroid: X: 0.000 in Y: 0.000 in Moments of -inertia: X: 1.645 sq in sq in Y: 1.656 sq in sq in Product of inertia: XY: —0.033 sq in sq in Radii of gyration: X: 1.213 in Y: 1.217 in Principal moments (sq in sq in) and X—Y directions about centraid: I: 1.617 along [0.761 —0.649] J: 1.684 along [0.649 0.761] N0. REVISION By FOUR SEASONS SOLAR PRODUCTS CORP. TE PER 6063—T5 1 5005 VETERANS MEMORIAL HIGHWAY TYPAL AL 0.078 HOLBROOK. NEW YORK 11741 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH — 3 TITLE SECTION PROPERTIES DIE NO. 8562 4 T 90 DEGREE CORNER PART NO. 7C9 5 DO NOT SCALE DRAWINGS SCALE 1 =1 DRAWN BY RPL DWG. 7C9 6 TOLERANCES + - N APPROVED 07-22-02 1.558' 3.51' 1.952' 1.958' -- - 1.562 "3.52' -------------- REGIONS ---------------- Area: - _ 1:733 sq in _ Perimeter: 48.092 in Bounding box: X: -1.958 -- 1.562 in Y: -1.950 -- 1.560 in Centroid: 1: .0.000 in . Y: 0.000 in Moments of inertia: X:. 2.657 sq in sq in Y: 2.689 sq in sq in Product of inertia: XY: •-0.281 sq in sq in Radii of gyration: X: 1.k40 in Y: 1.246 in Principal moments (sq in, sq in) and X-Y directions about centroid: a: 2.397 along [0.721 -0.693] J: 2.959 along [0.693 0.721] NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. ALLOY ER 6063-T5, 6005-T5 1 - O 5006 VETERANS MEMORIAL HIGHWAY TYPICAL 0.078, 0.065 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 8562, 7139E 4 T 90 DEGREE CORNER W/ STRAIGHT CONNECTORS PART NO. 7C9, BSC 5 DO NOT SCALE DRAWINGS SCALE 1 1 " DRAWN BY RPL DWG. 6 TOLERANCES + N N APPROVED 07-22-02 7C9-8SC 5/16' DIA (4 HOLES) 3/4 29/32 I = 1 13/16 3 9/32 S i i I 12 GAGE x 3/4 �--2-~ C.105' WALL) 1/8'. DEEP x 90' 2 PLACES 1/4 ...... +.015 _.{� .250 E 4 HOLES EACH SIDE 3i4 1/2 j --�1/2�---1 1/4-1 3/4 - : ALLOY NO_ REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER Q 5DO5 VETERANS MEMORIAL H1GHMAY TYPICAL WALL HOLBROOK. NEW YORK 11741 FINISH PAINT BLACK 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS DIE NO. 3 PART NAME SYSTEM 8 4 RIDGE CLIP PART NO.CKB106 5 DO NOT SCALE DRAWINGS sCALE FULL DRAWN BY MT DWG N0. 7 OF 8F—076 _ T/1i rnnr.ir CC 1 ... — .., nononrn n.tr .^r it ins FOUR SEASONS SOLAR PRODUCTS SECTION PROPERTIES WOOD COLUMNS BSC, 6063—T6 5/15/97 STCOLSB.DWG 1.524" 2.226" 1.873" 1.673" _ 3.746" ---------------- REGIONS ---------------- Area: 7.634 sq in Perimeter: 46.017 in Bounding box: X: —1.873 -- 1.B73 in Y: —2.226- -- 1.533 in Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 7.676 sq in sq in Y: 10.133 sq in sq in Product of inertia: XY: —0.056 sq in sq in Radii of gyration: X: 1.003 in Y: 1.152 in Principal moments (sq in sq in) and X—Y directions about Centroid: I: 7.674 along [1.000 —0.023] J: 10.134 olong [0.023 1.0001 FOUR SEASONS SOLAR PRODUCTS SECTION PROPERTIES 45 ANGLE AND STRAIGHT CONNECTOR 84AC,8SC, 6005—T5,6005—T5 8/9/96 45DEGS8.DWG 1.875" ICY" 1.550" 1.439" 1.529" ---------------- REGIONS- ------=--=---=_-_ _ Area: '0.8594- sq in - Perimeter: 25.7992- in - Bounding box: X: — 1 .4642 1.5451. in Y: — 1 .549�5 1 .8750 in Centroid: X: 0.0000 in Y: 0.0000 in " Moments of inertia: X: 0.9338 sq in sq in Y: 0.6505 sq in �q in Product of inertia: XY: 0.0 1 18 sq in -sq in Radii of gyrotion: X: 1 .0424 in Y: 0.8700 in Principal moments (sq in sq in) and X—Y directions about Centroid: I: 0.6500 along [0.0416 0.9991 ] J: 0.9343 along [-0.9991 0.0416] SECTION MODULUS Sx TOP: .498 IN3 Sx BOT: .602 IN3 Sy LEFT: .452 IN3 Sy RIGHT: .425 IN3 FOUR SEASONS SOLAR PRODUCTS SECTION PROPERTIES SYSTEM 8 PIV ❑ TING SAVE AND SILL 7EB , 7ET ,7CS , 6005 - T5 , 6005 - T5 , 6005- 7 4 / 84 / 97 SYS8EAVE ,DWG .090, 4.000' 1.910' 2.475' 1.869' 4.34 4' ---------------- REGI❑NS ---------------- Area: 1.416 sq in Perimeter: 48.115 in Bounding box: X: -2.948 -- 2.791 in Y: -2.736 -- 3.113 in Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 2.086 sq in sq in Y. 2.108 sq in sq in Product of inertia: XY: -0.065 sq in sq in Radii of gyration: X: 1.214 in Y: 1.220 in Principal moments (sq in sq in) and X-Y directions about centroid: 1: 2.031 alono C0.763 -0.6461 EDUR SEASONS SDLAR PRDDUCTS SECTION PRDPERTIES' SYSTEM 8 4 3/ 80 WDOD BEAM NORTHERN PINE 4/22 / 97 438BEAM8.DWG 2.776' 5.033' - 2.257' - 1.5' 7 — 1.5' -71 3' -- ------------ REGIONS ---------------- Area: 13.469 sq in Perimeter: 27.472.in Bounding box:- X: -1.500 -- 1.500 in Y: -2.257 -- 2.776 in Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 23.081 sq in sq in Y: 10.100 sq in sq in Product of inertia: XY: 0.000 sq in sq in Radii of gyration: X: 1.309 in Y: 0.866 in Principal moments (sq in sq in) and X-Y directions about Centroid: I: 10.100 along C0.000 1.0001 J: 23.081 along C-1.000 0.0001 POUR SEASONS SOLAR PRODUCTS SECTION PROPERTIES SYSTEM 8 5 1 /20 WOOD BEAM NORTHERN PINE 4/ 29/97 512BEAM8.DWG 3.34' 1.5' --- — 1.5' 3' ' ---------------- REGIONS - ---- Area: - 16.844 sq in Perimeter: 29.722 in Bounding bbx: X: -1.500 -- 1.500 in Y: -2.81B -- 3.340 in Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 44.816 sq in sq in Y: 12.631 sq in sq in Product of inertia: XY: 0.000 sq in sq in Radii of gyration: X: 1.631 in Y: 0.866 in Principal moments (sq in sq in) and X-Y directions about centroid: I: 12.631 along MODO -1.D001 J: 44.B16 along C1.00D 0.0001 i FOUR SEASONS SOLAR PRODUCTS . SECTION PROPERTIES SYSTEM 8 7 3/4' WOOD BEAM NORTHERN PINE 4/30/97 734BEAM8.DWG 4.4 66' 8.408' 3.942' 1.5' -- F 1.5• 3' --------------- REGIONS ------- Area: 23.594 sq in Perimeter: 34.222 in Bounding box: X: -1.500 -- 1.500 in Y: -3.942 -- 4.466 in Centroid: X: D.000 in Y: 0.000 in Moments of inertia: X: 122.398 sq in sq in Y: 17.694 sq in sq in Product of inertia: XY: 0.000 sq in sq in Radii of gyration: X: 2.278 in Y: 0.866 in Principal moments (sq in sq in) and X-Y directions about Centroid: 1: 17.694 along E0.000 -1.0003 J: 122.398 along E1.000 0.0003 FOUR SEASONS SOLAR PRODUCTS SECTION PROPERTIES SYSTEM 8 9 1/4' WOOD BEAM . NORTHERN PINE 4/30/97 914BEAM8.DWG 5.217' 9.908, 4.691' 1.5' — — 1.5' 3' ---------------- REGI❑NS ---------------- Area: 28.094 sq in Perimeter: 37.222 In Hounding box: X: -1.500 -- 1.500 in Y: -4.691 -- 5.217 in Centroid: X. 0.000 in Y: 0.000 in Moments of inertia: X: 206.243 sq in sq in Y: 21.069 sq in sq in Product of inertia: XY: 0.000 sq in sq in Radii of gyration: X: 2.709 in Y: 0.866 in Principal moments (sq in sq in) and X-Y directions about Centroid: I: 21.069 along [D.000 -1.0001 .I: Pnk.?47 ninnn ri nnn n nnnl a uu oZoO DURROW5 RE51Df. NCE ND AVE . MATTITUK NY 1 1 952 W . ooQ," 4340 GRAND G G 3� �� 7 Lu .. a: N PLOT PLAN °^ ._, y N - uj DRAWING INDEX ` . a o 51 - PLOT PLAN Lj0 €l g 52 - GEN. NOTES �� ' 53 - FOUND./FLR. FRAMING PLAN AUG -6 2013 g Q n fil 54 - PARTIAL ROOF FRAMING PLAN vb 55 - STRUCTURAL DETAILS BLDG.COUTHOLD Z Qtm z N 78°54'20"E TOWN Of m 10 — m 5G - STRUCTURAL DETAILS _ — _ 150.00' o z� >o � € 57 - STRUCTURAL DETAILS I _ — — N �o m Ln w z} ����o� 58 - STRUCTURAL DETAILS b b z Z m °� -5 A ) - PARTIAL FLOOR PLAN I o I �o > o- R I - SUNROOM PLAN ELEV. $' UJ > 0 Q a v, R2 - SUNROOM DETAILS 0 8 ss.oa 324 r• I € W � R3 - 5UNROOM DETAILS c N m 21Ht, R4 - SUNROOM DETAILS '� lLl ASPHALT DRIVEWAY3a0� lb- m GARAGE 0 " R5 - SUNROOM DETAILS Q z 4.P I Hop o�i3N6 5.T. I STORY Ex15T. o B FASTENER SCHEDULE FOR 5Y5TEM G, 8 9 I J � FRAME DECK 51.92' o TO EX15TING 5TRUCTURE5* FOUNDATIONS O Q — f10U5E * ��oF NEW y FA5TENER NO./5PACING (�/ �, ^/ I 1.8' GARAGE I �Q. �X�$ SPy9 O COMPONENT (MIN.) FA5TENEP5 rV v 1- S ,r p �' A 1.8' 52.05' 318"0 2(MIN.)Q EACH COLUMN LU COLUMN15ILL 11/4"WASHER ;J w r " Q GLAZING BAR 114"0 2(MIN.) 1' 1 z N PROPOS �Ut�J ¢CAM � WALL COLUMN 3/8"0 2 IN TOP 6"(3"APART) c7I 30"O.C.(MAX.)VERTICALLY I DI<OF-5 3 6 # 5 �� 082359 NOTE:'ALL FA5TENER5 SHALL BE 5TAINLE55 STEEL" 28.5' FEE: ��— BY AgOFESSI�NP NOTIFY BUILDING DE ARTMENT IT 765-1802 8 AM TO 4 PM FOR T E m FOLLOWING INSPECTIONS: DRAWING TITLE: A PLOT PLAN I N 1. FOUNDATION-TWO REQUIRED FOR POURED CONCRETE COVER 5H EET S I SCALE: 1"= 20' 2. ROUGH-FRAMING,PLUMBING, _ HEDGE ON LINE STRAPPING, ELECTRICAL&CAULK! G NOTE: I 1 . TH15 PLOT PLAN 15 FOR REFERENCE ONLY, s 7854'20"W CATION REV1510NIS FOR ADDITIONAL INFORMATION SEE 5URVEY 150.00' L PROVIDED BY A LICEN5ED LAND 5URVEYOR. MUST BE COMPLETE FOR C. . �,� ALL CONSTRUCTION SHALL MEET THE 2. LOT COVERAGE CALC5 (FOOT PRINT ONLY) a_�,,0, 4r e B� REQUIREMENTS OF THE CODES OF N YORK STATE. NOT RESPONSIBLE FOR LOT AREA: = 14,956 SQ.FT. ` _`"? � aa 9q `a f l' j� (� �? DESIGN OR CONSTRUCTION ERRORS. y,Y.a,i C� C icy J:—. 4i i7 U-1.m EXIST. HOU5E: = 1,575 SQ.FT. EX15T. DECK: = 132 5Q.FT. �'� ` _ I �T CE 1 i 1 3i �m ®� a DRAWN BY: GWN PROPOSED: = 135 5Q,FT, _ ��� - E�.EC�°���,��, REVIEWED BY: AS TOTAL: = 1,841 SQ.FT. �" r E'=, (q � } 9 � I�_y � '' _:'' ti; ; �3 SCALE: SEE PLAN LOT COVERAGE = 12.3 1% L DATE: 06-1 3-1 3 S I of 8 GENERAL NOTES a P' > = N to: w U3 ozo� A.FOUNDATIONS M.DESIGN LIVE LOADS m Z Z I.MAXIMUM PRESUMPTIVE ALLOWABLE SOIL BEARING PRESSURE FOR NEW FOOTINGS=3000 P5F. H.GLASS STRUCTURAL MEMBERS HAVE BEEN DESIGNED FOR FULL DEAD LOADS AND THE ` c O O 2.FOOTING EXCAVATIONS AND PORM5 SHALL BE REVIEWED BY LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. I•GLA55 UNITS CONSISTS OF TWO PANES OF I/8'THICK TEMPERED GLASS c _ FOLLOWING LIVE LOADS IN ACCORDANCE WITH THE 201 O NEW YORK STATE Z WITH A 5/8'STAINLESS STEEL SPACER BETWEEN PANES WITH AN ARGON FILL. a a) ��m cr) 3.FOOTING ELEVATIONS SHALL NOT BE RAISED OR LOWERED WITHOUT APPROVAL OF THE ENGINEER. BUILDING CODE: � �p 2.GLA55 CONFORMS TO A5TM E 1300. rd B.CONCRETE 3.ALL MC-16(CODE 78)CLEAR ARGON ROOF GLA55 HA5 THE FOLLOWING o: r N � MINIMUM PROPERTIES: I.GROUND SNOW LOAD:20 PSFLu 1.ALL CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 3,000 P51. VISIBILITY TRANSMITTANCE - I G% 22 . Us 12 U u- 2.ALL CONCRETE WORK SHALL CONFORM TO ACI 318. SOLAR TRANSMITTANCE = I O°h 2.WIND LOAD: ` N O 3.PLACE}'FXPAN510N JOINT MATERIAL BETWEEN EDGES OF SLABS AND VERTICAL 5URFACE5 UNLE55 OTHERWISE NOTED. ULTRAVIOLET TRANSMITANCE -7`Yo BASIC WIND SPEED: 120 MPH 6�N a a.. V151BLE OUTSIDE REFLECTIVITY = I I% WIND EXPOSURE:C M C.REINFORCING STEEL VISIBLE INSIDE REFLECTIVITY =2596 VELOCITY PRESSURE EXPOSURE COEFFICIENT,Kz:0.85 I.BARS SHALL BE ROLLED FROM NEW BILLET-STEEL CONFORMING TO ASTM AG 15,GRADE GO. DIRECTIONALITY FACTOR,Kd:0.85 SHADING COEFFICIENT = .18 � 2.WELDED WIRE FABRIC SHALL CONFORM TO A5TM A 185 OR A5TM A497. SOLAR HEAT GAIN COEFFICIENT =.15 GUST EFFECT FACTOR,G:0.85 0 /^ 3.DETAIL AND FABRICATE REINFORCING STEEL IN ACCORDANCE WITH`ACI DETAILING MANUAL!,PUBLICATION 5P-66. IMPORTANCE FACTOR,I: 1.0 RELATIVE HEAT GAIN -39 V, 4.REINFORCING STEEL SHALL BE REVIEWED BY THE LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. A5HRAE WINTER U VALUE =.25 INTERNAL PRESSURE COEFFICIENT,GGPi:±0.55 C Q o 5.PROVIDE BARS AT CORNERS AND INTERSECTIONS OF THE SAME NUMBER AND SIZE AS LONGITUDINAL BAR5 IN FOOTINGS A5HRAE WINTER R VALUE =4.0 DE51GN WIND PPE55URE(WALU:33 P5F L WALLS. 4,ALL MC-56(CODE 74)CLEAR ARGON WALL GLASS HAS THE FOLLOWING DE51GN WIND PRESSURE(ROOF):35 P5F O MINIMUM PROPERTIES: CONFORMS WITH PARTIALLY ENCL05ED DESIGN AND DOES NOT REQUIRE HURRICANE SHUTTERS O Lu 3 o z 3 D.STRUCTURAL LUMBER VISIBILITY TRANSMITTANCE =56 � V e € I.STRUCTURAL LU BER HALL BE GREEN DOUGLAS FIR LARCH NO.2,OR BETTER,UNLESS OTHERWISE NOTED SOLAR TRANSMITTANCE -29 WIND-BORNE DEBRIS REGIONS:(EITHER) 6 ON THE PLANS WITH THE FOLLOWING MINIMUM PROPERTIES: ULTRAVIOLET TRANSMITANCE = 13 1)AREAS WITHIN HURRICANE-PRONE REGIONS WITHIN I MILE OF THE COASTAL Z a r m LLJ N �� � a. Fb=850 P51 VISIBLE OUTSIDE REFLECTIVITY I 0 MEAN NIGH WATER LINE WHERE THE BASIC WIND SPEED IS I 10 MILES PER HOUR OR GREATER. O CO Q ; o a b. Fc(PERPENDICULAR)=625 P51 2)AREAS WITH A BASIC WIND SPEED OF 120 MILES PER HOUR OR GREATER. /^ >- VISIBLE IN51DE REFLECTIVITY = 17 V, :E Z U? Q Lo - Y `It c. Fv 95 P51 SHADING COEFFICIENT = .38 W W �"€ d. E= 15 F51 00 P51 IN THESE REGION5 ACCORDING TO SECTION 1 G09.1.4 OF 2010 NY5BC,THE GLA55 SHALL BE ,^ C)- z m 2.ALL PRESSURE TREATED LUMBER SHALL BE No.2 SOUTHERN YELLOW PINE,OR BETTER,WITH SOLAR HEAT GAIN COEFFICIENT = .33 ASSUMED TO BE OPEN. THE 5UNROOM I5 THEREFORE ANALYZED AS A PARTIALLY OPEN STRUCTURE V J UI O 0 � QZQ Z s� RELATIVE HEAT GAIN -79 Z z K ACID(ALKALINE COPPER QUATERNARY)TREATMENT. ASHRAE WINTER U VALUE v.25 ACCORDING TO A5CE 7-02 O Q V, ' 1§g z� 3.PROVIDE WASHERS BETWEEN ALL THE BOLT HEADS AND WOOD AND BETWEEN ALL NUTS ASHRAE WINTER R VALUE -4.0 oWC J O!_ 9 � AND WOOD, 3.LATERAL DESIGN CONTROLLED BY WIND, O O 4.LAG BOLTS AND SCREWS SHALL BE PROVIDED WITH LEAD HOLES HAVING A DIAMETER NOT .SEALANT 4FLOOR LIVE LOAD=40 PSF O co 1 Q 6 o GREATER THAN 70 PERCENT OF THE THREAD DIAMETER OF THE BOLT OR SCREW. ALL LAG BOLTS 1.ALL SEALANT CONFORMS TO TT-5-001543-A,TT-5-002306, . . u) �[ W E, AND 5CREW5 SHALL BE INSERTED IN LEAD HOLES BY TURNING AND UNDER NO CIRCUMSTANCES A5TM C-920 TYPE 5,GRADE N5,CLA55 25. ,^ Q 3 V J ` �8� BY DRIVING WITH A HAMMER ENERGY INFORMATION:. in �� R-VALUE 3'SOLID ROOF PANEL: 13.4 � z I� 5.THROUGH BOLTS SHALL BE PROVIDED WITH BOLT HOLES WHICH ARE TO r�INCH LARGER THAN J.GASKETS R-VALUE 4.25'SOLID ROOF PANEL: 18.6 I s€c g THE BOLTS. I.ALL GASKETS ARE CO-EXTRUDED AND ARE NON-MIGRATORY. obt of G.STEEL FOR ALL ACCESSORIES SHALL CONFORM TO A5TM A36. R-VALUE 7/8'ROOF GLA55 PANEL:4.0 7.PLYWOOD SHALL BE C-C EXTERIOR,DFPA GRADE MARKED OR EQUIVALENT,OF THE THICKNF55 K.ROOM SPECIFICS R-VALUE 3'SOLID WALL PANEL: I:4. O m m R-VALUE 7/8"WALL GLA55 PANEL:4.0 &� SHOWN ON THE DRAWINGS. 6.PROVIDE OTHER MANUFACTURED ACCESSORIES AS REQUIRED AND AS SPECIFIED. 1.ROOM DEAD LOADS N.COORDINATION o 6a 9.ALL FABRICATED STEEL A55EM5UE5 EXP05ED TO WEATHER AND ALL STEEL FASTENERS,INCLUDING ROOF:7 P5F 1.THE CONTRACTOR SHALL VERIFY CONDITIONS IN THE FIELD AND IMMEDIATELY u r N BUT NOT LIMITED TO NAILS,ANCHOR BOLTS,CONNECTION BOLTS,NUTS,WASHERS,LAG BOLTS WALLS:5 P5F NOTIFY THE ENGINEER OF ANY CONDITION NOT AS ASSUMED. HE SHALL TAKE FIELD d OR SCREWS SHALL BE GALVANIZED IN ACCORDANCE WITH THE A5TM STANDARD FOR THAT ACCESSORY, FLOOR: 10 P5F MEA5UREMENT5 AND BE RESPONSIBLE FOR THE SAME. A5TM A21'3,A 153 OR OTHER. C 10.FABRICATED ITEMS INDICATED ON THE PLANS ARE DESIGNATED AS PRODUCTS PRODUCED BY THE REFERENCE STANDARDS: 0.ABBREVIATIONS NEIv SIMP50N STRONG TIE COMPANY. PROVIDE ITEMS NOTED OR EQUIVALENT PRODUCTS. A5TM E 1 19 THE FOLLOWING L15T Of ABBREVIATIONS 15 NOT INTENDED TO REPRESENT 1 1.ALL LAMINATED VENEER LUMBER(LVLJ SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: A5TM E 1300 ALL TH05E USED ON THESE DRAWINGS,BUT TO SUPPLEMENT THE MORE P \S$P y a. Fb= 2,600 P51 A5CE 7-02 COMMON ABBREVIATIONS USED: b. Fv=285 P5I Q c. Fc(PERPENDICULAR)=750 P51 a)ROOF GLA55 CODE 78,R-VALUE=4.0 1.TYP.-TYPICAL d. E= 1,900.000 P5I WALL GLA-95 CODE 74,R-VALUE=4.0 b)WALL PANELS TO BE 3"INSULATED,R=13.4 2.SIM.-SIMIUAR 3.LION-UNLE55 OTHERWISE NOTED �- W E.STRUCTURAL STEEL 4.CONT.-CONTINUOUS 0 I1► I.ALL STRUCTURAL STEEL CONFORMS TO A5TM A36 OR A5TM A572 GRADE 50. L.DEFLECTION CRITERIA (n 2 1.ALL MEMBERS MEET OR EXCEEDS THE FOLLOWING MINIMUM Z� .CONSTRUCTION SAFETY F.ALUMINUM DEFLECTION LIMITS: I..THESE DRAWINGS DO NOT CONTAIN NECESSARY COMPONENTS FOR SAFETY 1.ALL STRUCTURAL ALUMINUM CONFORMS TO THE MINIMUM REQUIREMENTS OF 6005-T5 FOR ALLOY AND TEMPER LL DL+LL DURING CONSTRUCTION. �� 082359 EXCEPTCOPNE AS OT��EtD BELOW: 6063-TS a.b.GTRRU55 URALALUMINUM: U�75 U120 AROF NPV 2.THE INSTALLER SHALL PROVIDE ADEQUATE TEMPORARY BRACING,SHORING 4 GUYING OF FRAMING AGAINST WIND,CONSTRUCTION LOADS 4 OTHER ESSI� H-COLUMN........................................GO63-T5 c.FLOORS: U3GO U240 TEMPORARY FORCES UNTIL NO LONGER REQUIRED FOR THE SUPPORT OF UTILITY W COLUMN.............................6063-TG THE FRAMING, 2.ALL STRUCTURAL ALUMINUM WORK CONFORMS TO"PART I-A-SPECIFICATIONS FOR ALUMINUM STRUCTURES- Q.MISCELLANEOUS ALLOWABLE 5TRE55 DESIGN'OR"PART I-B-SPECIFICATIONS FOR ALUMINUM STRUCTURES-BUILDING LOAD AND 1.ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE 20I 0 BUILDING CODE DRAWING TITLE: RE515TANCE FACTOR DE51GN'OF THE ALUMINUM ASSOCIATION,INC.SEVENTH EDITION,EFFECTIVE JANUARY 2000, OF NEW YORK STATE,THE RESIDENTIAL CODE OF NEW YORK STATE,THE ENERGY G E N E IAA L 3.IN ALL INSTANCES WHERE ALUMINUM COMES INTO CONTACT WITH STEEL,PROVIDE DIELECTRIC SEPARATION. CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE,AND THE LOCAL 4.ALL EXPOSED ALUMINUM RECEIVES ONE COAT OF PAINT. COLOR TO IS COORDINATED WITH MODEL AVAILABILITY. ZONING RULES AND REGULATIONS. 5.ALL FASTENERS CONNECTING ALUMINUM COMPONENTS ARE STAINLESS STEEL TYPE 300 18-8 UNLE55 OTHERWISE 2.NO NOTE OR LACK THERE OF SHALL BE CONSTRUED AS RELIEVING THE NOTED ON PLANS. NOTES CONTRACTOR FROM EXECUTING ALL THE WORK IN ACCORDANCE WITH THE G.STAIRS BUILDING CODE OF NEW YORK STATE,THE RESIDENTIAL CODE OF NEW YORK STATE AND ALL LOCAL REGULATIONS HAVING JURISDICTION. SEE NEW YORK STATE RESIDENTIAL BUILDING CODE �� FOR STAIR REQUIREMENTS. 3.THE ENGINEER SHALL NOT BE RESPONSIBLE FOR ACTS OF OMISSION OF R Y I5ION5 SECTIONS R31 I.5 THRU R3 I 1.5.8 THE CONTRACTOR OR ANY SUBCONTRACTOR OR AGENTS OR ANY OTHER PERSONS PERFORMING THE WORK. " 4.THE ENGINEER 15 NOT RESPONSIBLE FOR OBTAINING ANY BUILDING PERMITS AND/OR VARIANCE APPROVAL. CLIMATIC GEOGRAPHIC DESIGN CRITERIA DRAWN BY: GWN GROUND SNOW WIND SEISMIC SUBJECT TO DAMAGE FROM FLOOD REVIEWED BY: A5 LOAD DE51GN FR05T LINE HAZARD SCALE: SEE PLAN SPEED(MPH) CATEGORY WEATHERING DEPTH TERMITE5 DECAY 5EE GENERAL SEE GENERAL C 5EVERE 3G" MOD, TO HEAVY 5LIGHT TO MOD. NO DATE: 06-13-13 NOTES j NO TES S^ Q o G� G of � U h D. n CIDu: o- c w - u, R o C? DENOTES,5MARTDECK PANEL AND W uj N z z CD TYPE. SEE DETAILS FOR SPLICE = ' O O �a? 0 VON AND CONNECTION REQUIREMENT5 0 L m OUTSIDE FACE EX15TING WALL w Q'�, '� N W (Q STRUCTURAL FRAMING)TYP. 2'-- w` - L w cu u ? V w 0 M CONT. 2x LEDGER a6 p ff w 3G E U n m Z -m Lu a � � ap II 4 0 2 z'0 m >m ts 1� �,Z- W o- H m O p p 7 lup Or- Q �'� O It F 6 'Bali 0 8 wLl/ g3II. < DROP KB (2) 2x8 KB KB GIRDER KB I co Ex 15T. Gtx og 1 -- ----------N ---- --- - - - --- - - - N DECK ° �m9 z IL B N a. II N O �Ilfi�m II N LK[3K5 N of NE IN II j1 q .��G % W Y . o II 5 II SPy9p 0,9 II 5 II ' r I w DROP I I 2 2 II KB (2) 2x8 GIRDER KBNOTE: kp082359 1. FOR INFORMATION NOT SHOWN SEE SUNROOM q 2 - ---------- ------- - - - - ----- - DRAWINGS.(2) 2xG BAND I 2. DECK HEIGHT 15 2'-10"±ABOVE FINISH GRADE R�FESSIONP A 3. SEE GENERAL NOTES FOR MINIMUM CONCRETE u REQUIREMENT5 55 4. MAXIMUM ALLOWABLE CANTILEVER EQUALS"d" DRAWING TITLE: TYP. I I WHERE"el"IS DEPTH OF CANTILEVERED MEMBER AS FOUND. FLR. MEASURED FROM EDGE OF SUPPORT. 5. ALL GIRDER SPLICES SHALL OCCUR OVER SUPPORT. 4x4 P05T ON 12"0 G."KB"INDICATES KNEE-BRACES. FOR DETAIL REFER FRAMING PLAN FOOTING TYP UON GilI 4'-1 0 3/8" I 41-1 0 3/8" Gil TO: A 10'-2 3/4" 57 R1L1/ISIOPIS 1 O'-8 3/4" 10'-0" A B C DRAWN BY: GWN REVIEWED BY: A5 A FOUNDATION CONSERVADECK PLAN 5CALE: 5EE PLAN S3 3/8'm I-0 DATE: OG-13-13 53 of 8 o u n UJ J 0O w, � oZo� La zz cm 00 ^ 0 0 I I I I I 11 I I I I I I I I I I I I oGY lu .T N I I lu I I _'..''j�I.'.'..''...''..''...'..:_ .:.: .:I .'.'.I —W 1I .'.'...'......... u .. ....:.....:.: : . .. ... ''''' ':'' ' ':':..'":.:....':.....:'..:.. .. ... ..... . . NLL Uj . ....... . o . .. . ..... .... l u : � II IIIi IIII IIII III III IIII IIII IIII III ......... Q} G�` �5 Wo _^m Z ���1 .......... ........ . ..tl Z _ UJ p m Q a NEW 2x I'd LEDGER I I I I I I I I I (f� w z Lo Q L J- i z (9)0 IL Q � 0 �m Cn cD I=Z= °o � (J� 0 m -.182485 �PHU o2gn EXIST. a DECK oF NEt�,r N 5UNROOM ROOF SYSTEM �, ��.��S SPyRO O,Q BY FOUR SEASONS * ,r 5UNROOM5. SEE 'T ,- SHEETS FOR MORE INFO, m uw Z�F 7-�IGis 2C? O �82359 v 9�PESSI�N� DRAWING TITLE: PARTIAL ROOF FRAMING PLAN REV151ON5 AL 10'-8 3/4's A PARTIAL ROOF FRAMING PLAN DRAWN BY: GWN S4 spa°= r_o° REVIEWED BY: A5 5GALE: 5EE PLAN DATE: OG-13-13 54 OF 8 L' t-m G . 4 G W — ln _ a w � — �, w � pp i?m z , LQ .� u �mch a 07 (V W W 44 2 �u WOOD POST (SEE PLAN) 51MP50N STRONG a TIE PB POST BASE O W g 0� CONCRETE FOOTING, Z Q m Z =V?F6� lu SEE PLAN ON SHEET 53 o-m w� m€$� FOR LOCATIONS (� z Q m ��' �t' 3/4" LIP AS PROVIDED o� Z Z �z '�s �► FINISHED BY FACTORY 0 o o v g GRADE lu w=v >CD g Ln < A � s LL APPLY SEALANT PRIOR TO INSTALLATION OF SPLINE "°� U r�u N d Z u ° 8d NAILS @ 8" O.C. STEP I STAGGERED EACH pF NEb��y a, m 51DE OF SPLINE 2 X G SPLINE Q� �.�15 SP ° yR O v • j CON5EKVADECK :•tiW.. {• PANEL w Lu a \ ,• „ m a NOTE: L �� 082359 �Ci2 / A FASTEN PANELS \\ \\ \\ \\ \\ \\ AT SIM. SECTION ROFESSIONP�' ///\/�\\/�\///\\ \/X DROP GIRDER ACCORDANCE TOAP SEALANTPLY O EDGE O\ / / TO DETAIL D STEP 2 HAS PANEL ONCE PANEL S BEEN INSTALLED BUT DRAWING TITLE: SEE PLAN 56 PRIOR TO INSTALLATION OF 5TRU CTU RAL SECOND PANEL. A TYP. POST FOUNDATION B TYP CONSERVADECK CONNECTION AT SPLINE DETAILS NOT TO 5CALE S 5 NOT TO SCALE RF 11510145 S5 DRAWN BY: GWN REVIEWED BY: AS SCALE: SEE PLAN DATE: OG-13-13 55 of (5 A A F WOOD NAILER a� N w n L c = u - cvr (2) 3/8"X 3 1/2" LAG �h R�- o q BOLT @EACH COLUMN W Z ;U CO L 0o ^m (2) 2x6 CONT, TOP PLATE G � y `. lu CO CO N � J LL- 6 •, _ W COLUMN w 2x6 STUDS @ 16" O.C. REQUIRED FLASHING 2�,s' i.. y O u O EXISTING 4�f M a R-19 BATT. INSULATION STRUCTURET 8d NAILS @ 8" O.C. ANCHOR BOLT �� (TYP) CONT. 2X6 PRESSURE i i (n VIEW A-A TREATED SILL � � a III CON5ERVADECK TRUFA5T 51PLDB000 -------- -L-_-= SCREW @ I G" O.C. ----------- I' OL U .e� (P/N: HN8000) � ;�' t,; ,;.. Z arm W a z� toj (2) 2x 6 CONTINUOUS - ` '', ` '•� ..! ::� p y m p BAND AROUND ENTIRE ` �, ..� FLOOR PERIMETER f, >:. +; ;`;". ;; ISm W z "gym CON5ERVADECK i ' Z Z Zffis8 PANEL ---- -----� : ........ ... ... . 0 0�m � H T ISOLATOR TAPE, 111 0 tE p > o--- � g I ISOLATOR TAPE rl--- --- Q Q ox � G tit----- d (P/N: HN3130) LL�J I 2X4 LEDGER ATTACHED g p[ 3 FOR INFO. NOT EXISTING HOUSE BAND W/3/8" 0 LAG BOLTS inp .� o DROP GIRDER I @ 12" O.C. M CD ��moo SHOWN SEE IF EXIST FLOOR FRAMING IS v�ig SEE PLANS 0 zyos PARALLEL PROVIDE I 2x 10 LEDGER FASTEN TO EXISTING lL S6 SOLID BLOCKING AS REQ'D STRUCTURE (3) ROWS 3/8"0 LAG BOLTS 199 v p FOR ADEQUATE CONNECTION W/MIN 3" EMBEDMENT @ 1 2" O.C., BOLTS NO CLOSER THAN 2" FROM TOP* BOTTOM AND NO CLOSER THAN 5" FROM ENDS. e NEwY A TYP FRAMING CONNECTION AT EXTERIOR DROPPED GIRDER C TYP FRAMING CONNECTION AT LEDGER TO EXISTING STRUCTURE �Q� sp O SG NOT TO 5CALE 56 NOT TO SCALE g Q� G r � TRUFAST 51PLD8000 n rr I uw SCREW @ I G" O.C. z 2 Lu FOR INFO. NOT CON5ERVADECK PANEL N •�' SHOWN SEE: (P/N: HN8000) (CONTINUOUS OVER �4,� �082359 �!i= A DROPPED GIRDER). ROFESs10NP� R-19 GATT. MIN.3/8" 0 LAG BOLT WITH 3" DRAWING TITLE: INSULATION , MIN. EMBED. SEE SHEET 52 ' STRUCTURAL FOR MIN. CONNECTIONS t ' CON5ERVADECK 8d NAILS @ I G" O.C. DETAI L5 PANEL ISOLATOR TAPE (P/N: HN3130) 1�/ISIOPIS DROP GIRDER SEE PLANS < . P05T SEE PLANS (2) 2x6 CONTINUOUS BAND O AROUND ENTIRE FLOOR 51MP50N STRONG DRAWN BY: GWN PERIMETER(MIN fb=850) TIE BC4 P05T CAP REVIEWED BY: AS SCALE: 5EE PLAN B TYP CON5ERVADECK CONNECTION AT GABLE WALL D TYP CONSERVADECK CONNECTION TO INTERIOR DROPPED GIRDER DATE: OG-13-13 5 NOT TO SCALE G NOT TO SCALE J 5G of 5 "0 V to aU C c> > — N � S 0 } pp C] �j ZO� W zZLnCO 00 N W CD O w Li w 42 fJl U LL dG3ti__� a 0 M } mill W Q _� V �8a V DROP GIRDER lLl N � o ii 5EE PLANS 2'-O" oZco > TYP I I I N z,n Q°' Nil rb I > I I 11 1 E o c— �� � EX15T. 2x STUD WALL I I I I > Q EX15T. 2x STUD CORNER FRAMING o € g� 11 oC � CD EX15T. EXTERIOR SHEATHING I — _ O N —�� — — — — �- — — — -� � '"�^&�s - I X I I X I pyy_ NV — — — — U r3 n — — — — — — — — 2x4 BUILD-OUT FROM FLOOR TONS BOTTOM OF NEW LEDGER. ATTACH w/ ��OF SP p 3/8'IM N. 3NTERBORED EMBED @ 2LAG O.C.I (V AND C�Q,Q���`S SPygo O WITHIN 3"TOP AND BOTTOM. * 4 MIN,3/8" 0 LAG BOLTS WITH 3" �- cc i MIN. EMBED. 5EE SHEET 51 n r I w FOR MIN. CONNECTIONS m w 5UNROOM WALL,5EE 4x4 DIAGONAL POST 5HEET5 FOR MORE INFO. O 082359 DENOTED"KB"ON PLAN5 A �. O'YP) EXTERIOR ii INTERIOR gOFESSIONA PLAN VIEW DRAWING TITLE: 4�PO5T STRUCTURAL A TYP "KB" DETAIL 6 2x4 WALL BUILD-OUT EXIST. WALL CORNER A NOT TO SCALE G3 NOT TO SCALE DETAILS �57REV1510N5 DRAWN BY. GWN REVIEWED BY: A5 SCALE: 5EE PLAN DATE: 06-13-13 57 of 8 CFI U h Q, ` �_ y }. rz R Q y C k z0Q W Lll l Z:i ~d 'u7 N W ` —-�j W cc �o22i N U 9�gk a a n_ M I-SIMP50N STRONG TIE "A35"FRAMING CLIP @ ) EACH RAFTER �Q NEW 2xG RAFTERS I O -.„:18� NEW 2x 10 LEDGER. FASTEN TO NEW WALL @ I G"O.C. w/MAX = Lu RF z 6 O EXTENSION TOP PLATE AND SOLID BLOCKING 8'-0"SPAN I wl(2)3/8"0 LAG BOLTS @ 1 2"O.C. w/MIN 3" oz r m Z 2����� EMBEDMENT. COUNTERSINK BOLT5 A5 i Z m-`� W FLASHING REQ'D TO INSTALL SUNROOM RIDGE. I = O>-co — u-1 in > H NEW(2) 2x8 LEDGER, CUT TO FIT TIGHT TO (gY OTHERS) / i I (� w z N � Q m 55 UNDERSIDE OF 5UNROOM ROOF BEAMS i I (J� z n821 AND 2x 10 LEDGER. FASTEN TO NEW WALL NEW(2) 2x SOLID 90 9 € EXTENSION 5TUD5 w/(2)3/8"0 LAG 5OLT5 BLOCKING BETWEEN @ I G"O.C. w/MIN 3"EMBEDMENT. RAFTERS 0 g ? w 0 O r $ O 6Fair, LO 5UNROOM ROOF I I i i 3 I N o CV/ + ,s 10'-8 1/4"RIDGE HEIGHT I i i r,JE.p u`00000 2X10 VALLEY PLATE O OSgg NEW(2) 2x4 J i PLACE DIRECTLY ON TO � ,a8w I STRUCTURAL ROOF CONT.TOP PLATE I SHEATHING t FASTEN TO I ` L i i I EACH EXIST RAFTER w/ 3-1Gd NAILS. i 0�N NE►tiY s s P y CO Ro O,A I - - - cc W 0 I W TRIM AROUND . I I I 2N LEDGER `?•:.'. ::;; ry' , i I I - - - - - - - - - - - - - - - - - - - -I �O 082359 {• ,,,:'• ::{', :T-; A9�FESS1oNP NEW 5HEATHING TO MATCH EXISTING SHEATHING TO EXTEND TO TOP OF NEW L;: .i' ' '` NEW WALL EXTENSION wl 2x4 WALL. FASTEN TO WALL FRAMING wl 8d I I 5TUD5 @ I G"OC. FASTEN TO EXISTING NAIL5 @ 8"OC ALONG PERIMETER FRAMING I I EXISTING RAFTERS w/4-1 Gd NAILS ROOF FRAMING DRAWING TITLE: 4 12"OC AT ALL INTERMEDIATE FRAMING I I 5TRU CTU RAL DENOTES PORTION OF EXISTING I I FRAMING TO BE REMOVED I I� DETAILS 2x BUILD-OUT BELOW RIDGE AT 5UNROOM I I EXIST 2x STUDS @ 16"O.0 RI=VISIONS WALL5 TYP, 5EE PLAN SHEET"A I 1 1/2" BUILD-OUT— DRAWN BY: GWN A TYP STRAIGHT SAVE CONNECTION AT EX15T STRUCTURE REVIEWED BY: A5 58 NOT TO SCALE SCALE: 5EE PLAN DATE: OG-13-13 58 of 8 a U I- N m o- c w — in • Q u > - NIA OC Z 0i O U) � o C, zzr)m o: _• a N w V" aW -� U W ,vG3fiM 0 O 3 O U = J m Z �e :g DINING ROOM Z a - m w N �fi z o a 4 ° F m KITCHEN Z Z°o�o o Z m8v,� U '4 /� �-' oi- gug V) CL/ M � cn g Imo € 0 I HS8 f�kOVs a� o y�i�u dFyW EX15T. EX15T. u 0 3040 D.H. 3040 D.H. B B ��pF NEI�y� 5ECTION h 105 LIGHT AND 56 56 Q� �X�S sPYq O VENTILATION/EMERGENCY EGRE55 m 51M. Q� N H 105.1 General. Exterior openings _ required for light and ventilation shall be n r. LWU permitted to open into a patio structure �n EX15T. DECK conforming to 5ectlon AH 101, provided _ that the patio structure shall be — PROPOSED 5UNROOM — ZJ' �• 93 C9 unenclosed if such openings are serving r 1 0'-8 3/4" x 1 2'-G 3/1 G" t` ��,p 082359 �kr� as emergency egress or rescue ESSI N �► P O openings from sleeping rooms. Where � NP such exterior openings serve as an exit from the dwelling unit, the patio structure, unless unenclosed, shall be DRAWING TITLE: provided with exits conforming to the [� provisions of 5ectlon R310 of this code PARTIAL L FLOOR PLAN REV1510N5 10'-5 3/4" 1 0'-0" DRAWN BY: GWN REVIEWED BY: A5 A PARTIAL FLOOR PLAN 5CALE: 5EE PLAN "'"A SCALE: 1/4 = 1 -0 I DATE: 06-13-13 A I of I 1Y Y U N ¢ c� > - N � U Z Z 0,0 Lf7 Z Z ID m OO �� r c LL. CU uj Lu w 4 Zy. Yl C 34J I 4 34J I a Q� 3 M gI5 _-� U =9 � a� `s 0 E E2 El Z Q � 34J 34J m L t H° u O 2'� wN w zA 0 3'-0' 3'_0, 3_0" lu = 3'0" Z z O m *Z = 0MS R4 ASMENT FIXEDFIXED CASMENT O �'One v V'Z WINDOW WINDOW WINDOW w WINDOW p € 41J 41J B to rno w�0 � ffR R3 w l y O Q 5,3 I I I B R3 ,�m 1O o � to � ill R�€� p Ln 411 41J -WH 3 1/8" --5'-1 1/4" 1---5'-1 1/4'--I 3 1/6" BA5EWALL BY � �2 12'-6 3/16" �2�`- 10'-8 3/4" FS HOLBROOK g i�6 If n PLAN VIEW n LEFT E ON u A SCALE i/41-0 V� 4=1-0 OF NE1�,Y 5 sP CO y,� O 71 r_ OC I LLI �O 082359 �li2 �m M �m1 W=' 6'-0" 1 >a 2'-6• 3-0" SLIDING 3'-O" nz DRAWING TITLE:w 2-G -G R 2 e FIXEDF(ED FIXED AEMEN oFIXED DOORw WINDOW WINDOW o NDOW WINDOW WN pm SUN ROO M rno N3 B A me 'n3 A C L I Mnm a R3 R2 W c1 a R6 R3 FLAN * E LF V. m o m A R7 REV1151ON5 a . 3'-3 1/4'—I----BASEWALL -a 3'-0 11/16" 10'-B 3/4" OPENING 12'-6 3/16" n FRONT ELEVATION n RIGHT ELEVATION '''-0 DRAWN BY: 5T REVIEWED BY: A5 SCALE: 5EE PLAN DATE: 06-13-13 K I OF 7 pp� : U tl- EAVE MUNTIN LOCATION L— th Q 2'04 1 2 FT. UNIT 2 1/2 EXTR'D ALUMINUM w ul Z ap GLAZING CAP(A'8GCB) ° m Z Z00 m TWO 1/8' [.32cm]THK.SETTING EXTR'D ALUMINUM 2 r BLOCKS(HK1023)AT 1/4 POINTS EAVE END CAP(A'8I 10) C 3" ILDM ti EXTR'D ALUMINUM d m �_w I/16'GLAZING TAPE � c EAVE MUNTIN(AN8EM) 5�(1N NI!C&W I ' i (HKI009ACR) �2 W — U EXTR'D ALUMINUM PAUN ' i J 3l4'WOOD SHIM /�y "' d c) OUTER EAVE i' HEADER(A'8EH0) � (BY INSTALLER) HMS l � � GLAZING CORD , i EAVE TRIM(WNBEW) G„ (RK5NGL) i (TO BE MODIFIED IN FIELD) i EXTR'D ALUMINUM i ° I "� BEAUTY CAP(A'4BC) i INNER ALUMINUM C } - GAon} NNER EAVE(A'BEHp ` Q LADDER SUPPORT CLIP ° O =— U �oMs-� N 10 x l/2'TEK SCREW N 14 x l I/4'13.18cm]SCREWS n m z 3 #10 x 1/? (HN2085)(EIGHT PER EAVE U SHAPE CLIP) z Q 7 c W N 2 g Cn W In m�gu2 1/8'THK BENT ALUM.ANGLE (n �Z o � Q $ GUTTER FASCIA EACH 51DE OF RAFTER BY INSTALLER (� �sz— W Z W€BGFG € m QQ 333 3/4'[1.90cm] z Z o u � oL Z =' a ® W N,5G5) M Q� �2) � ip INSULATED FILL PANEL oC W/RING SHANK ® ' (WN8G5) O uj OJ_O \ 25 NAILS(HN20G8)TO —� T 7/1 G' S SECURE TO END OF I 5 1/2'DEEP WOOD RAFTER O Q B ROOF BEAM ,^ 0C N � SILICONE SEALANT / I yw a/.,, O OL ALONG TOPE I S M-rR HAHN BOTTOM OF FILL PANEL CD s€ "� i� r6 GUTTER — 3l8'x 1 1/4'1.95cm x 3.18cm] O 2 m o s 4 A•KSG SELF TAPPING G �R��u° � uNv SCREWS(HN2082) (SIX PER ALUM.ANGLE) u u' n. UNDERSIDE OF EAVE ExrR'DALUMINUM FIXED EAVE(A•7E3B) 81 3/8" [20G.G9cm] OF NEIN IIII Y B EAVE DETAIL m m (8J5)CONNECTOR �S SPy9 O O ^ R2 NOT TO SCALE 'y C. (G)H 10 x 3/4'5D SCREWS(H'2027) WOOD TRIM GUT TO FIT BY INSTALLER CONTINUOUS FLASHING(4Fl) I I I I I I 0 W _ Tt1 1 2 N 10 x 1/2'[1.27cm]TEK III I I I I I V 2(p� SCREW(7'151)ON EITHER I g /�8235g SIDE I COLUMN INTO AND I z WOOD 51LL TRIM .OR ES SI Q` AT Q 16'O.C.IN BETWEEN (WNGPF5T3U) M 10 x 1/2'[1.27cm]TEK WOOD NAILER SCREW(7'1 51) aQ I G'O.G. (BY INSTALLER) EXTR'D ALUMINUM `L DRAWING TITLE: BEAUTY CAP(A'40C) I I I I I I I N 5 U N RO O M IIII I APPLY 51LICONE SEALANT D ETA I L5 ALL OVER FASTENER HEADS _ MINIMUM CONNECTIONS ARE SHOWN I I I I P.EV1510NI5 IN THE SCHEDULE ON PAGE 51. TOP OF BASEWALL 18 5/8" [47.30cm] ROOF PURLIN LOCATION CHART EXTRD ALUMINUM OUT OF INNER EAVE HEADER TO CA OF: SILL(A•85U 12 FT UNIT I ST ROOF PURLIN=38' DRAWN BY: 5T EXTR'D ALUMINUM 2ND ROOF PURLIN=80 3/1 G' FLASHING(A'4FU 3RD ROOF PURLIN = 124 7/8" REVIEWED BY: AS SCALE: 5EE PLAN A_ BA5EWALL DETAIL R2 NOT TO SCAR OUT OF CURB/UNIT LENGTH DATE: OG-13-13 R2 of 7 us _ 4 u w N Q) Z 0 03 � O � Z Z 0 in M co uj f J — LLJ Lo a » N 2 — U y�' d O "f4, EL O _RvE8p MIN. CONNECTIONS ARE SHOWN O w8 IN THE SCHEDULE ON PAGE S1. n m z Z MIN. CONNECTIONS ARE SHO p- m p uj in o€ � � IN THE SCHEDULE ON PAGE S1. N w z N Q°� 4�� z O u Q[ lz g x 1 2 SCREWS (H7'150) (TYP.) O m ti (n O DM� AT APPROX. 9" O.C. ALONG "'O t . VERTICAL, 4 AT BAS 6�1 x 1/2' SCREWS AT I-u=q WOOD VERTICAL CORNER TRIM 9" 0. .1TYP. ALONG VERTICAL 51 �, � 2 a (30WNC — — — — H7 151 0 33 \ #10 x 5/8" WOOD SCREWS a Ln g � 8 \ j j// EXTR'D ALUM I (HN2025) m Q[ CD o m i / % STRAIGHT CONNECTOR (8SC) I Eul) XTR'D ALUM ST AIGHT I WO D TRI M \\\ \ \ I TOIM OFF LEGIT FLUSH 30VIJ CONNECTOR (BSC� WITH �WNVTE� O \\ \\ \ I r 10 x 5/8" WOOD SCREWS I / u- W o tHN2025) \ \\\ \ I•I�I�I�I� I HIM Occ .� iA \ % n W /// ILICONE SEALANT 2 r 2 EXTR'D ALUM STRAIGHT9/16" BY INSTALLER tP ,- 3 9 C? EXTR'D A U CONNECTOR (8SC) 1/2" ,p �825 CORNER t�7C9) I I R.O. TO C/L popess%oN 3 11/16„ 1 1/8" OF BAR A PLAN CORNER CONNECTION PLAN POST R.O. TO WINDOW DRAWiNGTITLE: EIGHT {�10 X 1/2" [1.27CM] S PLAN •-0 � tE:S•-n° R3 ILICONE SEALANT 5lJ N ROOM C PLAN WALL P05T BY INSTALLER p� SCfuE:5•-I.O W D ETAI L5 REV1510N5 DRAWN BY: 5T REVIEWED BY: A5 SCALE: 5EE PLAN DATE: OG-13-13 K3 oL= 7 10.15z 1 1/2•(3,6Icm] WOOD SCREW(HN21 I I) GQ U r 5TAGGARD FROM '1 SIDE TO SIDE , U Lu I�N GLAZING CORD n Q 1i (RK5NGL) w • Q) p Z O ZZU-) ©_3D VIEW OF PURLIN ATTACHMENT Q c0 O 5CAI.E:NT5 y ✓ -. `i6i N LL- �. EXTR'D ALUMINUM 7G LL w INNER SAVE CAP(A-81C) Z. — )LJ 3.,_� w O V(L RIGLET CUT APPROX. !8 x 3/4'11.91=1 CSK WOOD SCREW I'(2.54cm]ABOVE RI `v�hM`-w.... (HN2037)(THREE PER CUP) FILL WITH SILICONE SEADGELANT BY IN5TALLER FXTR'D ALUMINUM COUNTER FLASHING; A BY INSTALLER m a ROOF MUNTIN(A•7CM) �' 1� wu nU uu —u g�eft ovmI poN mNTzc-xlrNoc�F M10x 1/2'11.27cm]TEK G }' �E 75 FOH FROFEI W!IDP]�6AMM➢lALW0E1 S Y y( SCREW(7'151)A5 NEEDED O Y EXTR'D ALUMINUM O = W a€a z �• mow- RIDGE(A'BFILi) F�F Y ROOF PUP.LIN CUP i (CKB 1 17) Q[�Co z 66 E EXTR'D ALUMINUM 9 ® RIDGE-SILL _(h W N r a c z au IN5ERT(A'4RSG) O m Q L j in r; �d"go- TOP OF UNIT (f� 0 z Ln >m W YIOz 1 I/2'[3.81cm] }'CD o � WOOD SCREW(HN2 1 1 1) GIAZING CORD :L : ( Q— E ��z (THREE PER CUP) (PK5NGL) ELEV. 10'-8 1/4' .4 - '" M 10 x 3/8'(.95cm] O m U--I Z} m m§ MACHINE SCREW(HN201 I) Lf) (.D Q Z PINE ROOF PURUN AT CIL EACH BAR - Z aZ O ^ OL (WNBFRP) O K m U (J J OF r (1)WOOD CL05URE AT EACH lu J p H iQ - 91DE OF EACH BEAM W 0.O 9 aI� � ROOF BEAM (CN8020) � m t� ` TRIM TO FIT IN FIELD t> O 1- Lu Q o Y BY INSTALLER 1/I G'[.16cm]THK.GLAZING TAPE O i u (HK 1009ACRI q o *, O38��� USE 2 ROWS IF CLASS FITS FJ to DEEP IN THE RIDGE M< (V CD LEDGER HEIGHT O ° 2 ELEV. 10'-4 15/16" pppS� 4 r i F o zau° CUP HEIGHT uMRD d F OF NIE MUNTIN C PINUM(A-7MC) 1 \ •`• ! •`5 Sp SUP-IN GASKET (RK 125 I)2 PER EACH I ` 1 MINIMUM CONNECTIONS ARE SHOWN * #, LITE AT i/4 POINTS ` IN THE 5CHEDULE ON PAGE 51 FXTR'D ALUMINUM 1 - 0 W MUNTIN(A-7CM) '' I j GLAZING CORD 1 1 �. 2((,1A '7— 7� (RK5NGU ` B 14 x 1 1/4'(3.18cm]SCREWS \` POINT INWARDS (HN2085)(EIGHT PER RIDGE CUP) - QA 082359 A �� 10-I5 z 1 1/2' \�� _ - - °FEs s1o�r� (3.81 cm] WOOD 5CREW (HN21 1 I) WOOD LEDGER BY INSTALLER DRAWING TITLE: PINE ROOF PURUN (1)RIDGE U-CUP(CW8I OGA) (WNBFRP) PER RAFTER 5 U N ROO M A CRO55 MUNTIN DETAIL — — — — DETAI L5 R4 5CALE:s'-1'-O — — — pG�, �� WOOD LEDGER BY INSTALLER RE 151OIr5 5 1/2'DEEP WOOD RAFTERS c RIDGE DETAIL - - - - - - � R4 5CA1E:NT5 DRAWN 5Y: 5T REVIEWED BY: A5 SCALE: 5EE PLAN DATE: OG-13-13 !2'-6 3/1 G'TO FACE OFWALL 0 A 0 F 7 U �\v 13: Y'w La �. ILJ - In� 4 U > —N 06 w^' L zZp 06 b ZZUcy) c" pO�� (n C u- Q cm W C�{D U LL p EL ?�y II^^ N OUT OF 51LL TO C/LOFBAR I 3 � o z� EYTR'DALUMINUM I O W RF.. ROOF GABLE = U G PLASHING(A'BRFF) I Z cm Z 2e�x Q _ch ]L( EXTR'DALUMINUM I = O m W © � 3/4'x 2"[I.9 I cm x } u _ >- HIM BEAUTY CAP(A'4BC) 5.08cm]GABLE I (J� W Z to (� Q 'r EXTR'D ALUMINUM IN5ULATING PANEL I (n O m 10-24 x I 1/2"[3.8I cm] BEAUTY CAP(A'4BC) Z Z O U pa[z � SCREW(HN2004)WITH EXTR'D ALUMINUM 0 v U j �6 THERMAL BUSHING GLAZING CAP(A'8GC8) w ca (CN4201) EXTR'D ALUMINUM I p > v �^ LAZING CAP(A'BGCB) I > O �Q 5 G �J o EXTRDALUMINUM O ROOF GABLE 8 a (� ggF FLA5HING(A'RFF) `oNo #10x 1/2"[1.27cm] O � o$g J�GLAZING CORD TEK SCREW(7'15 I) (RKSNGL) u o �N EXTR'D ALUMINUM I c INNER GLAZING CAP(A'81C) I �! O` NEj/�/ EXTR'D ALUMINUM �P v��\S SPYA O FASCIA(A'74RF) 10-15 x I 1/2°(3.81 cm]WOOD 5CREW(HN21 1 1) ALUMINUM CLADDED 5TAGGARD 51DE TO 51DE INSULATED FILL PANEL r— Lu ; 5 1/2"DEEP BEAM c` I #14 x 1 1/4"[3.18cm] m _ �I LU N I WOOD SCREW(HDW 10303) -4 (FOUR PER CLIP) 9 2°x I I/2°x I I/2'x I/8"THK. FEAR 08235 ALUMINUM L-ANGLE(CN8271) OFESS1oN EXTR'D ALUMINUM GABLE FLASHING(A'5DF) ). DRAWING TITLE: BY N5TALLER) HIM S U N ROO M �FJ762cm] 63ABLE END TRIM D ETA I L5 (WNGPT) A RAFTER DETAIL R5 SCALE:G'- 1'-0• REV151ON5 e GABLE END DETAIL Rg SCALE:G'- P-0' DRAWN BY: 5T REVIEWED BY: A5 SCALE: SEE PLAN DATE: OG-13-13 R5 of 7 %0 U t. kr qQ' 0 > N y : arQQ w.' m inZOc4 u; z C, z o' 0 �� 92 3 LL.. T`. r: N W " L11 — X -,W Q o OL a n toz GgG z —m w N ^gig 73-1/4" FOR 6"-0" DOOR = o r 0 >m � WOOD TRI o W Z- N a-_ a MIN 3 8"0 ADEQUATE 6PBWT a BASEWALL BELOW (() �p� � z� 12x� 1 FASTNERS INTO BY OTHERS z z O iz v m SPECIFIED MATERIAL #10 x 1/2" SCREWS (H7*151) (TY . m IZ 0 u o tE > o~_ -�� I�----------- J BY OTHERS T APPROX. 9 O.C. ALONG ---------- =g co 1 VERTICAL. rJ OOD DOOR TRI , U o � `r t30WNVPE124EU I O RM 9 TRIM IN FIELD TO FIT BASE WALL t BY INSTALLER _ m age /j EXTR'D ALUM JAMB EXTR'D ALUM JAM z \\ \\ \ �\ I IL g,5 �s CONNECTOR 8SC WITH CONNECTOR 8SC WITH c° \\\\ �\. \ ' �� s° �10 x 3/4 WOOD SCREWS 10 x 3/4 WOOD SCREWS �\1;\\\`i\•ry \\ HN1005) HN1005) \ �\� ��``�\ d a 1 ' OF NE�V A. SYSTEM 8 MOD I y! *r' 5 & 6 SLIDING PATIO DOORS \. STRAIGHT BAYS �. �� \\ m ' W 2 �O 082359 v A'40FESSI0NP EDGE OF SILL ON TOP OF BASE WALL 71 3/4" SLIDING DOOR (FOR 6'-0") DRAWING TITLE: 9 61. 1/8" SHIM 1/8 SUNROOM SHIM 9/16" SILICONE SEALAN 3/4" A DOOR JAMB DETAIL SILICONE SEALAN 3/4" DETAILS BY INSTALLER R6 SCALE:G'- V-Cr BY INSTALLER REV1510N5 DRAWN BY: 5T REVIEWED BY: A5 5CALE: 5EE PLAN DATE: OG-13-13 R6 OP 7 a` u r ? N c c> w> —lap —Nn c QZQO 04 FINISH NAILS y o o u m BY INSTALLER DOOR HEAD TRIM sp ' (30WNVPE0721U) `: Q tu cr)m 1 3/4" CUT LENGTH TO FIT DOOR ai' m N w j� BY INSTALLER L� —t2�w WOOD TRIM ti a 0 u 6PBWT ,�Ga",� d OD- SILICONE SEALAN BY INSTALLER ��• %/�j/���/. � % /j��%/� G N /-[3-"\ DOOR HEAD DETAIL 3 ,,��� R7 SCALE:6'-i�-a = uj 3 a 3 8 15Z C9 °�3tm Z Q n m z 11J u =�Sg O N 'Ff � Z1L— W p— >� z O Z 0C) *n 'z 19§11�kfl ,^ w o � UWQ� �=o O 0 '^ o N V/ Ln 'o N CL/cj� CD s`o�� o OLL _ & < WOOD ALUM CLAD G o PATIO SLIDING DOOR € w a � a HEAD AV, NE►,�, SP SILLr_ aC n r I w 111 �O 82359 v RoFESSIONP QDOOR SILL DETAIL O R7 SCALE:6•- i�-0' DRAWING TITLE SUNROOM DOOR SADDLE D.ETAI LS FLASHING RlFV151O1145 r- T.O. SUB-FLOOR O'-O" (DATUM) DRAWN BY: 5T DOOR SADDLE REVIEWED BY: A5 SUPPORT BY INSTALLER SCALE: SEE PLAN I 3�4 DATE: OG-13-13 R7 OF 7