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HomeMy WebLinkAbout38295-Z Town of Southold Annex 12/11/2013 P.O. Box 1179 54375 Main Road Southold, New York 11971 f 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 of iced 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 r ~ U o ' ed Si ture TOWN OF SOUTHOLD BUILDING DEPARTMENT ® TOWN CLERK'S OFFICE a!'' SOUTHOLD, NY f 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 3/112015. Fees: SINGLE FAMILY DWELLING - ADDITION OR ALTERATION $292.00 CO - ADDITION TO DWELLING $50.00 Total: $342.00 _4 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 of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1% 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 I. 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 $15.00 Date. R )b 113 New Construction: Old or Pre-existing Building: (check one) Location of Property: y3yo C Yarid Owe- . (rjG,-f-~ act House No,.,, / ~p Street_ Hamlet Owner or Owners of Property: yV i 0 j m A Pbzeey/ r,roj ,8ulam{ t4,s Suffolk County Tax Map No 1000, Section /b Block a 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: $ V) 4 e Al /I A,1 Applica n t e 1%r Town Hall Annex Oy Telephone (631) 765-1802 pF SOUjyol 54375 Main Road 4 T Fax (631) 765-9502 P.O. Box 1179 roger. riche rt(o town. Southold. ny. us Southold, NY 11971-0959 coufm 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 Basement Service Only Commerical Outdoor tat Floor X Pool New Renovation 2nd Floor Hot Tub Addition X Survey X 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 Fixture Time Clocks Disconnect Switches 1 Twist Lock Exit Fixtures TVSS Other Equipment: SUN ROOM Notes: Inspector Signature:v g Date: Dec 10 2013 81-Cent Electrical Compliance Form.xls SW TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 INSPECTION [bef FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING ( ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATE c INSPECTOR TOWN OF SO ILDING DEPT. C2n=1802 INSPECTION [ ] FOUND 1ST [ ] ROUGH PLBG. [ ] FO DATION 2ND [ ] INSULATION RAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: / c -t v - / DATE 3 INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. /a 765.1802 INSPECTION [ ] FOUNDATION 1 ST [ ] 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 1061,bi INSPECTOR ~L~'J o~.l,Of SOUTy~ TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 INSPECTION [ ] FOUNDATION 1 ST [ YIRO H PLEIG. FOUNDATION 2ND LATION FRAMING / STRAPPING L [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATE / INSPECTO / ~o0 souty~6 i TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 INSPECTION [ ] FOUNDATION 1 ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) LECTRICAL (FINAL) REMARKS: DATE , INSPECTOR 3'ba~-5 L6l„rrv\A,)5 - 112 Wilson Drive Port Jefferson, NY (c) 631-560-0259 (f) 631-938-0784 784 www.asenaineeri naservices.com A.S. November 5, 2013 Joe Segreti Four Seasons Holbrook j 5005 Veterans Memorial Highway NOV 19 2013 Holbrook, NY - Re: Sunroom Addition 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. F NElvy ~P ~*\SSPy9 Op P~ * it r Q 0 W 2 6-r...~~. } Z N~ ~ ~C4 82 7 5 Oq 359 ~ v ROFESSIaNP Alexis Spyrou, PE President FIELD ox D COMIKENTS W ro rA 15 FOUiVDA~'ION (IST) „Q FOUNDATION (2ND) z © c W ROUGH FRAUMCF & PLUMBING INOULATION PER N, Y. STATE ENERGY CODE 11Z-~e~ CI FINAL ADDITIONAL COMMENTS L c • it C2c f Ce~ OA W. x 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 Board approval ND FAX: (631) 765-9502 / Survey 7/ SoutholdTown.NorthFork.net PERMIT NO. _32_,s Check Septic Form N.Y.S.D.E.C. ~ p jp Trustees I`° Flood Permit Examined, 20 D Storm-Water Assessment Form 6 ,2013 tact: Approved 20 AUG Mail t''oLL i Disapproved a/c Ll 1-rwr( l Fh)PIC+. Ci Yra 1 n ELi; DEF[. TC•±+~; GF SO'JIi+OLD Phonet n~~-V~1Q~~j Expiration, 20_1~ Building Inspector APPLICATION FOR BUILDING PERMIT Date lX 20-B- 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 l 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 r f appli ant or name, if a corporation) d 4nwiIbnCf.C.nrG.m fly 117x"1 (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder a a,( + Name of owner of premises W l I II QI YI 4 f i c -Bwl'DN/5 (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. y n L1A - H Plumbers License No. Electricians License No. Other Trade's License No. 1. Location of land on whic proposed work will be done: q 3L40 rand Uve:. ma-tlittarV, House Number - Street Hamlet . t County Tax Map No. 1000 Section I~~l 1 / t Block a _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 ffi b. Intended use and occupancy S(i rn o 1 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 Number of 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. N Ilk 7. Dimensions of existing structures, if any: Front S3 •S Rear 53.3 Depth 3a -t-1 Height Number of Stories Dimensions of amt; structure with alterations or additions: Front 53 -S Rear 53 •3 Depth g'•q -Height Number of Stories 1 8. Dimensions of entirg n?w construction: Front Rear /0 g Depth (Z Height S Number of Stories 9. Size of lot: Front ~O0 Rear /O0 Dee~pth X50 J 10. Date of Purchase Name of Former Owner (it O-4,e lb Vt c ne rCin 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_ 0 dpeomo 14. Names of Owner of remises11 4 •;Ll', br1Jl^~,ddressmA ',k.,`6 Y_n /~aPhone No. tDRI- O?90ffo Name of Architect SN' Addresslla'W1&n Q. la/. •?Mone No -6125 17 Name of Contractor e Addres t. rnim Phone No. &4317 3- y0bb 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 ) U1 Q/(( A&DISO being duly sworn, deposes and says that (s)he is the applicant (Name of indivi ual signing contract) above named, (S)He is the (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. Sw to before me s dad o 2A L4 ~HERRI HILLENBERG MI-S PUB LIC STATE OF N Notary Public C. #01HI4916462 i ature f Applicant SION IN SUFFOI`K ffUNTY COMM.1 9126120 ho~~oF soveyo~ Town Hall Annex l~f Telephone (631) 765-1802 54375 Main Road ,a ~g5pg P.O. Box 1179 roger.richert c toNttl.sODU101U m us Southold, NY 11971-0959~Q~~ 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: ~urrrr7~S *Address: :BQ A Aib -1--)Yo G~ o ~Q rEy~wu2 -yG(a_v ; fLL~ 1Z *Cross Street: Qf rz-0-ftr, d ~Vz-1- 1 i 14Sa *Phone No-: a q~ •gS t y- Permit No.: 3 8-,9,9 S` Tax Map District: 1000 Section: /0 Block: y Lot: *BRIEF DESCRIPTION OF WORK (Please Print Clearly) (Please Circle AN That Apply) *Is job ready for inspection: YES (14-_ Rough In Final *Do you need a Temp Certificate: YES / NO Temp Information (if needed) *Service Size: 1 Phase 313hase 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 82-Request for Inspection Form C-J c~- SCOTT A. RUSSELL Gy JAMES A. RICHTER, R.A. SUPERVISOR , MICHAEL M. COLLINS, P.E. TOWN HALL 53095 MAIN ROAD ?l TOWN OF SOUTHOLD NEW YORK 11971 Td. (631)-765-1560 Fex (631) - 765 9015 Mfl f { 1T_L CO(I INS u,I'(1$ \ lO(1 I:I IQI 17 \ S IjS lAM1F_K1( tj fl N, FR^e TQK SOU I'_I1C)f, Q )A' YL OFFICE OF THE ENGINEER W E TOWN OF SOUTHOLD D I D AM Z 3 2013 STORMWATER MANAGEMENT CONTROL PLAN REVIEW OV R SHEET (To be completed by the applicant) i TO: Engineering Department PLEASE ATTACH. FROM: Building Department p Acopy of the completed Application for Building Perrrdt DATE: TTSB _ J1!am Dl A.! o A complete set of Building Plans APPLICANT: A completed Chapter 236 Stormwater PERMIT Review Checklist S.C.T.M -ear BRIEF PROJECT DESCRIPTION: Ioocse lolg~lX (~li~ll ,~,tnmr~m ~di-~on I~ `7~1e+~Re ROOF ~S R~-pS~tj lid's P.}v ~ /~(ll.J1}Co~ ~ ~ ~ 1~ eQ U ll~ ~ 7/22/2013 psfIIc', DATE: 3 YS CHAPTER 236 APPLICANT: cJ Stormwater Review Checklist S.C.T.M.#: -a- ~7 ..3:, PHYSICAL ADDRESS: Nay y 4wk Stormwater Management Control Plan Requirements Yes No NA If No or NA, Please Provide Additional Information 7,' 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 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 finished 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 m. location of all proposed erosion and sediment control measures Plan includes calculations showing that the stormwater improvements L' V JOIAL ' are sized to capture, store and infiltrate on-site the runoff from all O UP-0 n J impervious surfaces generated b a two--inch ch rainfall W~7t. 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 TOWN OF SOUTHOLD PROPERTY RECORD CARD /ooo - o7- a_ l ~j - /s OWNER STREE(TC / ='t! VILLAGE DIST. SUB. LOT vv~ FORMER OWNER A Hnr ifo N E AC~j {a ~fe _ SC NZ G•- SC!-lFaz •~7 COr~ er ,a ~y ~J(t~. S W TYPE OF BUILDING 5C2 (0 141CIH RES. ~,LA) SEAS. VL. { FARM COMM. CB. MICS. Mkt. Value LAND IMP. TOTAL DATE REMARKS I y L b=Y t - _.v V n'7 74 S ev v2 Im . C- i Soy ~yc oar or' $ Y rSoea ty1aY-{-i" fo 9/F/ ~.ee Juft a ~l ! V }ti ^I I rl P oOr7 As -vim i:L 700 -4bva 00u lo ro &~1? 2 GL r Q-43-74 7 L 11'"70 U 1~5.40U 27 - z- ~n -Ea r 92.SUo SG S 7I3SS3P 1~iO~F irlGdzi~ Pooi_ r e.*'7, ~0•~' r O C f,'a~, X500, -s 5 -b r 3r 9 ~e ¢o 7 12,1 - SUE - l 9n/l d - ~C>cn AGE BUILDING CONDITION NEW NORMAL BELOW ABOVE FARM Acre Value Per Value Acre rillabie FRONTAGE ON WATER Noodland FRONTAGE ON ROAD Aeadowland DEPTH -Z louse Plot BULKHEAD 'otol DOCK COLOR tiATUc4nL_ TRIM 32ow w] v 9 ,q y i I roe 1 1 1 r x ~ - A 1 iz4xaL=-- 3w+84 ~h. Bldg. x pis 449 l07 2 3.25 1-3w+84/r- Extension Extension l K 19 c 'L Is q5 ~ b~~- I I f &xtension j FoundationC Bath ---Tr,-Dinette orch Basement T'o Ll loors pK. orch Ext. Walls Interior' Finish - VrE a-T SiD U S.Z. LR. reezewoy ! Fire Place Heat } a(j DR. 1 Garage 13 x ype Roof Ca W rSt..c Rooms Ist Floor J BR. - creation oo z Rooms 2nd Floor FIN. B B. ormer f Driveway tat .4 ~[3G 6'12. pF SOUTyolo Town Hall Annex yy Telephone (631) 765-1802 54375 Main Road T Fax (631) 765-9502 P.O. Box 1179 G Q Southold, NY 11971-0959 :N~ com,N 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 $50.00. Final Health Department Approval. Plumbers Solder Certificate. (All permits involving plumbing after 4/1/84) Trustees Certificate of Compliance. (Town Trustees # 765-1892) Final Planning Board Approval. (Planning # 765-1938) Final Fire Inspection from Fire Marshall. Final Landmark Preservation approval. Final inspection by Building Dept BUILDING PERMIT: BP 38295 - Sunroom Addition , T } n bw6 5rg 40 E ! .4. 956 S f. r e prey _ g 1 V3 t~ m ~,er9. ora~ r + Iso o a , ~a s i. as N • a NI e 2 1 `I\ 1 ~ r • ' roo.oo ...•''40 g W' , 743.36 p.15°2 GRA NE s. is°Zg ao„E Np AV 5-N known ds , ; R also V Z4 • v, , t ROAD EEE ROAD M I L BUrbK COURT'i AEAriTyI DEPART"2 So Z3 \ SEP i 8 in (UiOS Of C$erYiCeA. CTl -v, m N < m m $ ' m Grace SchonfZ • -Z now or formerly n 0 Q w 150.00 "0R• Cl W Ln Ol ~M N. 78° ?`4 20 18 1 0 O xN lo- ~ 3 la 1 to ~ JW- u 2 gzd Gil t11 m s ' / c yg 2 bb a O- V v bb/ l~0 -%9 m n Q \ Sg. 11O C (k 0 7w O b' O N P C zg.5' 6 VIP pR/Vf m $ ; , /6000, p. N H, $.780 g4i 20 Robert Anri9 now ;or formerly I SURVEY FOR AIVGE40 ACCAt?DO ? AVC. 3), 1984 AT AfATT1T41CK DATE: ?AN. 7, 1984 TOWN OF SOUTNOLD SCALE+ IF 11930 3UFF0 K .000NTiY, NEW YORK NO. 83 - 945 Y1N~A11TIIOi11ZC0 ALTL TI ON OR ~ODITION TO 1013 !{IIIkES' A A vKIL4T1011 SECTIO TZOS OF TNC 11C%166141, IIKTAT[Eo11CA JON LAM 1~Iit.sIXIV r NOT SLAANO TXL LAND fy v To s 'It 0 st =.OR LMSO CO $CAL sNALL NO HEOLRLO TTpp !.A yA41t TROI COPY ,t4. OF A/E.IY M 41 LS.1N01 1` LRLON ALL RUl/OONNLLY TO ?OITW L t11RV If Nt?Al1ED HEALTH 'DEpARTM NT'-DATA FOR 6PPROVpL TO CONSTRUCT, 7 t n W ~b SLR' W U Nn[ OMPANY, LOVDIX- V.` 9 NM'Rtsr.w~7y{ • ML! Itsounj Wash. Pam ~L?UsLIC N,E TAI Y 11 M0.'LC PINO':1NfT.YYT10/1 LISTLO p yQ ~fi h X:EUFGF'I17; T~711N1? T(QSLCTION L1DCK QiG:LO _-.L. N f~t~II 0', W ws LAfLES o rle LeNo1NO 4s r a RTNCSC -Ass L60 1ss WITXIM. t 'O )[CT of rims ?Roozot" >tJIriGN.• OL1RA~ t :ARLO NO}..T ?EIIALLE w . 1 l l~, ' OTNtR 3NAN TROLL !ApvN ~~NLRCON. W wL sst s R s s EMT I • I~l WIL4 IMjR1~ sORR AIIp SCKILLC OImir T C U"CL 1. COON Y RAIOCNCt L CONIO TOT LTAXOARps 0/ T L 7U/FOLK COUNTY OL?ARTNC11r t {NOT1Ip M t,OAt fR A SP.& IFI UMCS ,z Of NLA ICC . A!?LI WfJ TX SEM, LMI E f>~• TRyR 11 M 'TO 91T SL CMTr 1Pqq{{ N171~ARC'NQQ. TO d=!,070 ESTAIfN 4` MO?,f,I1TY;LINts' ON P'0 riles LIT'TION W FENCES C 45 J T[L. i YOUNG & YOYN:G: ND@R AVENUE NOTE: o + STAKE ~iRAb' NEW YORK AL FN WiVOONG, PROFESSIONAL ENGINEER AN -LAND SURVEYOR N.YS.UCENSE NO. 12045 HOTARD-W. YOUNG, LAND SURVEYOR rrNLLOCAg.Crwn:UW1;EVTiCTANXICT)bCES OLI(CM wNxtl)[oN ML FROM N.YS.LICENO 00.45893 OM A OtLL~RITT10Nl AN0 OR DATA OtTA1NC0 FROM OTNCR S~ RRANOIS L SONS INC. 1066 , I . "l . 3..11r>.7a&.Iaiialti!4N?AIYe'~!`!.•.,:..r :~j:... W/ wl s~ 2,2 WOOD BALV5TER5 I/4' 4--if4° 1 N u ® 5' O.C. MM. I,6 CONTINUOUS TOP RAR. ~i ATTACH TO TOP PIATE WRn (2) 5D3,1.25 AlOOD j- 5CREYl @ 12' O.C. , 5LOPE TOP TO DRAIN 3 w fEip[{y°c I J } ~nc ~;Zl~, _ O EEy4 1 CONT. 2x4 RAIL ATTACH TO z Z POSTS 4 TOP PUTS M-M (2) Y m E! 5 11I- WSCREN9 RnTH MIN. 'O EMBED. { OC COW. 2,4 TOP PUTS. p §ee ATTA TO FO5T5 WTRf S e6~ R ~ @{@y kk 4x4 WOOD 4M WOOD (2) I GEHOG 514E P05i POST' `SI@B o v B m 212 WOOD BIU5TER5 F3 [a~~~° Pl 5' C.C.. ATTACn TO TOP i TPA ~p BOTTOM RN5 Mtn 1/4• F a iN WOOD SCREW9'MTn MIN, - I•EMBED. pt~C N m of NEµ.Y ! CONT. 2.4 5O-OM 1P sp~A "L, ATTACH TO 5 POSTS WITH (2) I/4' C WOOD SCREWS WITH MIN. TWEED. i O 1 r DECMNG F~ ~FB23" y4.? 5810N~ !O v,ww mm: MU -ATTAACNPOST9 STRUCTURAL TO (2) 2.. RIM ,OEiT M DL 1CA) LS (2) 11210 THRU BOLTS (COUNTERBORE) CONT. 121 2x RIM ID T DE INK RCV15KM (`~E Icwu~ms+. oecx wri> PU4i1 ` I SHEET 53 53 PET FOR SIZE ZE . NOTE: ALL WOOD SHALL BE L WEATHER 5EALED. CONT. (2) 1 SPACING see Pukr 2. IUM JOIST DRAWN BY: GWN A TYP. WOOD GUARD RAIL EDGE OF WOOD DECK REV!MV BY: AS ) I Ro**o xAi 5CAlf: SEE PLAN Al DATE: 09-03-13 SII OF II N' i 4N00 GUARDfWi `rJ V ~rpE~ Z w eye e~ Pox wPO. Nor ; X 5 a; :g,Fare SNOWN 5EE: i F e 6aFa 1 ':YNOD GUARDRAIL_ 0 XC 4~@F~ POR INPO. 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CONNECTIONS OF NEIy rq YO.9 µ Ex15TING M015E DAND u' __1 coNSERVAD 6v 0 FORINFO. NOT _ SftOWN 5R • I[ 1 1 I. DECKING T • ' w 'o'I i e A r II 1 = EII15T, FOUNOATIO ~~I ? 06 p93C v 1 ~ ~OEE6810h~ - 1 2> ' XNSi ( wwwimc ' 16' O.C. (2) 2.6 CONTINUOUS ' 1 - B NO AROUNDENTIRE ' STRUCTURAL rLOOK PERIMETER ~ (MIN b-8507 DETAIL 5 (2) 51MP50N M2.5 a EA. JO15T K GIRDER ON OPPME CORNCRS FIVBION5 DECK FRAMING SCE rcwx~ u5i. ua xs: s f21 2.10 DP1W GIROCR 5EF I SHEET 53 FOR 512[ PLAN. ATTACH TO P05T M (3) C SPACING. i 1/2V TMRf 501T5 TTP. 1f2' GAP-'~' f2) 2. CONTINIYJII5 BAND AROUND ENTIRE DOCK P METCR 5EE PIAN. DRAWN by. GWN DECK FRAMING AND GIRDER AT Df15T. 5TRUCTURE B TYP. WOOD DECK ADJACENT TO 5UNROOM REVIEWED BY: A5 59 nm+o xu 59 .+rn TOwu SCALE: 5EE PLAN Q Qj DATE: 0S-03-13 59 OF N ~~a o~S DCNDTCS SMARIDECA PANEL AND WTS'.o[ WE bl9n+l6 ' w 5EE DETAIL51'OR BNC[ SrRUCI1IRli RRAN/r1G1 mm. ` _ AND LDNNFCf10N R[OUIREM[Ni5 gV~ 1J~ CONT. 2. 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LICENSMO & CONSUMER AFFAIRS HO P - V AA f CONTRACTOR V* JOSEPH SEGR£TI This C A SS fhb ft bearer is KkAy Four SEASONS Souw PRocucTS ULC b by the ,S'...?/.L 4WO4-H 04/072011 7--- 041012015 New York State Insurance Fund Workers' Compensation & Disability Benefits Specialists Since 1914 199 CHURCH STREET, NEW YORK, N.Y. 10007-1100 Phone: (888) 9973863 CERTIFICATE OF WORKERS' COMPENSATION INSURANCE n n n n n n 743007449 LOVELL SAFETY MGMT CO., LLC 110 WILLIAM STREET 12TH FLR NEW YORK NY 10038 POLICYHOLDER CERTIFICATE HOLDER FOUR SEASON I,LLC DB/A FOUR TOWN OF SOUTHOLD SEASON HOLBROOK 53095 MAIN ROAD 5005 VETERANS MEMORIAL HIGHWAY SOUTHOLD NY 11971 HOLBROOK NY 11741 POLICY NUMBER CERTIFICATE NUMBER PERIOD COVERED BY THIS CERTIFICATE DATE G 1256 031-4 35528 07/01/2005 TO 07/01/2014 7/15/2013 THIS IS TO CERTIFY THAT THE POLICYHOLDER NAMED ABOVE IS INSURED WITH THE NEW YORK STATE INSURANCE FUND UNDER POLICY NO. 1256031.4 UNTIL 07/01/2014, COVERING THE ENTIRE OBLIGATION OF THIS POLICYHOLDER FOR WORKERS' COMPENSATION UNDER THE NEW YORK WORKERS' COMPENSATION LAW WITH RESPECT TO ALL OPERATIONS IN THE STATE OF NEW YORK. IF SAID POLICY IS CANCELLED, OR CHANGED PRIOR TO 07/01/2014 IN SUCH MANNER AS TO AFFECT THIS CERTIFICATE, 30 DAYS WRITTEN NOTICE OF SUCH CANCELLATION WILL BE GIVEN TO THE CERTIFICATE HOLDER ABOVE. NOTICE BY REGULAR MAIL SO ADDRESSED SHALL BE SUFFICIENT COMPLIANCE WITH THIS PROVISION. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS NOR INSURANCE COVERAGE UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICY. NEW YORK STATE INSURANCE FUND StJQ,~ This certificate can be validated on our web site at hftps://www.nysif.com/cert/certval.asp oC by calling (888) FUND UNDERWRITING VALIDATION NUMBER: 745027768 U-26.3 0/CD50260-21/6 D STATE OF NEW YORK WORKERS' COMPENSATION BOARD CERTIFICATE OF INSURANCE COVERAGE UNDER THE NYS DISABILITY BENEFITS LAW PART 1. To be completed b Disability Benefits Carrier or Licensed Insurance Agent of that Carrier Ia. Legal Name and Address of Insured (Use street address only) Ib. Business Telephone Number of Insured 631-563-4000 ext.168 Four Seasons Solar Products LLC 1 c. NYS Unemployment Insurance Employer Registration 5005 Veterans Memorial Highway Number of Insured Holbrook, NY 11741 Id. Federal Employer Identification Number of Insured or Social Security Number 205809702 DBA: Four Seasons Holbrook 2. Name and Address of the Entity Requesting Proof of Coverage 3a. Name of Insurance Carrier (Entity Being Listed as the Certificate Holder) Zurich American Insurance Company Town of Southold 3b. Policy Number of entity listed in box "la": 53095 Main Rd. 5291935.004 Southold, NY 11971 3c. Policy effective period: 07/01/2013 to 07/01/2014 4. Policy covers: a.® All of the employer's employees eligible under the New York Disability Benefits Law b.? Only the following class or classes of the employer's employees: Under penalty of perjury, I certify that I am an authorized representative or licensed agent of the insurance carrier referenced above and that the named insured has NYS Disability Benefits insurance coverage as described above. Date Signed 8/6/2013 By r - (Signature of insurance carrier's authorized representative or NYS Licensed Insurance Agent of that insurance carrier) Telephone Number (631) 845-2200 Title Administrative Services Manager IMPORTANT: If box "4a" is checked, and this form is signed by the insurance carrier's authorized representative or NYS Licensed Insurance Agent of that carrier, this certificate is COMPLETE. Mail it directly to the certificate holder. If box "4b" is checked, this certificate is NOT COMPLETE for purposes of Section 220, Subd. 8 of the Disability Benefits Law. It must be mailed for completion to the Workers' Compensation Board, DB Plans Acceptance Unit, 20 Park Street, Albany, New York 12207. PART 2. To be completed by NYS Workers' Compensation Board (Only if box "4b" of Part I has been checked) State Of New York Workers' Compensation Board According to information maintained by the NYS Workers' Compensation Board, the above-named employer has complied with the NYS Disability Benefits Law with respect to all of his/her employees. Date Signed By (Signature of NYS Workers' Compensation Board Employee) Telephone Number Title Please Note: Only insurance carriers licensed to write NYS disability benefits insurance policies and NYS licensed insurance agents of those insurance carriers are authorized to issue Form DB-120.1. Insurance brokers are NOT authorized to issue this form. DB-120.1 (5-06) Project Job Ref. BURROWS RESIDENCE Section Sheet no./rev. ASES A.S. 4340 GRAND AVENUE, MATTITUK, NY 11952 1 of 21 . 112 Wilson Dnve, Port Jefferson, NY 11777 Calc. by Date Chk'd by Date App'd by Date (C)891-580-0259 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 @ 51-1.25" 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 NEW 1S SPVq r h C ZY /Y s rf 082359 Q, v gOFESSIONP Project Job Ref. BURROWS RESIDENCE Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 1 of 21 112 Wilson Dnve, Port Jefferson, NY 11777 Cale. by Date Chk'd by Date APP'd by Date (C)631-560-0259 AS 7/912013 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 OF NE4yy Say 9 ~ P S S P r Q m W y ~ 2 40 10 082359 ~~C9 v 90FESS10NP Project Job Ref. BURROWS RESIDENCE Section Sheet no./rev. _ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 1 of 21 112 Wilson Dnve, Port Jefferson, NY 11777 Cato. by Date Chk'd by Date ApD'd by Date tCle31-ee0-0259 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 ~,~'OF NEbyy ~p ~*%S SPy9 O • P t r Q N~10 082359 v~ IT PESSIONP Project Job Ref. BURROWS RESIDENCE Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 1 of 21 •a.:v s..,.:, rc 112 Wilson Drive, Port Jefferson, NY 11777 Calc. by Date Chk-d by Date APp'd by Date (C) 631-660-0259 AS 7/9/2013 ENGINEERING CALCULATIONS FOUR SEASONS SYSTEM 8 MODULAR STRAIGHT EAVE MODEL 12'-6.1875" PROJECTION BY 101-8.75" FRONT WALL WITH 5.5" DEEP RAFTERS @ 51-1.2599 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 NE4yr ~p s spy10 09 q P~ _r W 2 Z~~OA 082359 (p'~O V 90FESSIONP Project Job Ref. BURROWS RESIDENCE Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NV 11952 2 of 21 AlE~~3Mip SSXes.kC 112 Wilson Drive, Pon Jefferson, NV 11777 Cale. by Date Chk'd by Date App'd by Date (C)631-660-0259 AS 7/9/2013 Table of Contents DETERMINE BASE SHEARS BASED ON WIND LOADS ....................................................................................................................3 WIND SHEAR ....................................................................................................................................................................................4 SNOW LOAD Errorl Bookmark not defined. COMPONENTS AND CONNECTIONS .................................................................................................................................................6 GLAZING BAR ...................................................................................................................................................................................7 BEARING WALL COLUMNS .............................................................................................................................................................9 GABLE WALL COLUMN 11 EAVE ...............................................................................................................................................................................................12 SECTION PROPERTIES 13 CONNECTION DESIGN 14 Project Job Ref. Ada BURROWS RESIDENCE t Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 3 of 21 uSa s-.oe. 112 Wilson Drive, Port Jefferson, NY 11777 Cale. by Dale Chk'd by Dale App'd by Date (C)631-560-0259 AS 7/9/2013 DETERMINE BASE SHEARS BASED ON WIND LOADS Project Job Ref. BURROWS RESIDENCE Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 4 of 21 AS 112 Wilson Drive, Port Jefferson. NY 11777 Calc. by Date Chk'd by Date App'd by Dale (C) 631 60 02,9 AS :1 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 = gGCn - q,(GC„) Where, q = 0.00256 K, K„ K, V2 1 Velcity Pressure Exposure Where, Kr = Coefficient = _ 0.85 for Exposure C 0.7 FOR EXP B K, = Topographical Factor = 1.0 0.85 FOR EXP C Ka = Directionality factor = 0.85 V = Wind Speed = 120 mph I = Importance factor = 1.0 Therefore, q = 26.63 psf Design wind pressure, p = qGC, - q,(GCn,) Where, q = 26.63 psf G = Gust Factor = 0.85 0.55 FOR PARTIALLY EXPOSED GC,, = 0.55 for STRUCTURE 018 FOR ENCLOSED Cn = 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 Project Job Ref. BURROWS RESIDENCE + Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 5 of 21 "E~s-,oc 112 Wilson Drive, Port Jefferson, NY 11777 Cale. by Date Chk'd by Date App'd by Dale (C) 631-560.0269 AS 7/9/2013 ROOM INPUT PROJECTION --12.50 FT EAVE HEIGTH 6.75 FT RIDGE HEIGHT 10.75 FT FRONT WALL LENGTH 10.75 FT WIND PRESSURES 32.76 psf for Windward Wall 25.97 psf for Leeward Wall Side 30.50 psffor Wall 35.02 psf for Roof WIND BASE SHEAR CALCULATIONS X-Direction Surface Area = 109.375 sq ft for peaked wall Y-Direction Surface Area = 72.5625 sq ft for side wall Therefore, X-Direction Wind Shear, V. = 4261 Ibs Y-Direction Wind Shear, V.Y = 2377 IDS LATERAL FORCE RESISTING SYSTEM LOAD Vx = 4261 112 TO FOUNDATION = 2131 2131 112 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 Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 6 of 21 112 Wilson Drive, Port Jefferson, NY 11777 Calc. by Date Chk'd by Date App'd by Date (C)63136 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 Pro,ec[ Job Ref - BURROWS RESIDENCE Section Sheet no /rev ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 7 of 21 AS 112 Wilson Drive, Port Jefferson, NY 11777 Calc. by Date Chk'd by Date App 'd by Date (C)631560-0259 AS 7/9/2013 GLAZING BAR REQUIRED BEAM SECTIONAL PROPERTIES - (GRAVITY LOADS) (FOR WALL 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: 5 psf (Zero) LIVE LOAD : 15 psf << (Wind Pressure) TOT. w= 100 plf END REACTIONS = 625 Ibs ft- Moment = 1953 lb 23437.5 in-lb STEEL... ALUMINUM - WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES: - REQUIRED PROPERTIES ae 24000 psi ah` 19000 psi ab: 1600 psi E: 29000000 psi E: 10100000 psi E: 1600000 psi rr.: 110 psi Sx>=51; 0.977 ins Sx>= 1.23 ins Sx>= 14.6 in3 Ix>=.1.515 in IX 4.351 in Ix>= 27.5 in' Ax>= 8.5 in2 CS: 3.527228 RECTANGULAR DIMENSIONS v. 1.25 WIDTH: 3 in 2.44 DEPTH= 5.41 in minimum project Job Ref_ ; BURROWS RESIDENCE section Sheet no /rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 8 of 21 112 WllsonpDrive, Port Jefferson, NV 11777 Cale by Date Chk'd by Date Ared by Date cct savseo-ozss AS 7/9/201.3 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 I 120 = 1.250 in to each support) Between For ridge - WIDTH/2 Two Windows) DEAD LOAD: 0 psf (Zero) LIVE LOAD: 32.02 psf << (Wind Pressure) TOT. w= 88.06607 plf END REACTIONS = 550.4129 Ibs ft- Moment = 1720 lb 20640.49 in-lb STEEL ALUMINUM' WOOD REQUIRED PROPERTIES `i 'REQUIRED PROPERTIES:` REQUIRED PROPERTIES ob: 24000 psi Ob 19000 psi ab: 1600 psi E " 29000000 , psi... E 1010I psi E: 1600000 psi 110 psi Sx> 0.860 in}: Sz> 1.09 ,,In 3 Sx>= 12.9 in3 Iz> 1.335 in° Ix> 3.832 'in° Ix>= 24.2 in" C 3.527228 RECTANGULAR DIMENSIONS .'1.25 WIDTH: 3 in 2.34 DEPTH= 5.08 in minimum GLAZING BAR DESIGN CONTROLLED BY GRAVITY LOADS AND 3X5.5 ADEQUATE Project Job Ref. BURROWS RESIDENCE ~ - l Section Sheet no./rev. pASES 4340 GRAND AVENUE, MATTITUK, NY 11952 i 9 of 21 S, I 112 W ilson Drive, Port Jefferson, NY 11777 ICalc. by Date Ghk'd by Date App'd by Date (G) 631 560 U259 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) DEAD LOAD: 0 psf (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; ALUMINUM V40,0D •p3[4IRED PROPERTIES REQUIRED PROPERTIES ,t!', y2EQUIREDPt2OPERTIE54`.••° rn 24000 psi 9b: 19000 00 PSI ab E 4 i:; 29000000 psf E: 10100000 psi Ear. > 16Q00.0 :o ; air: 0.141 tin' Sx>= 0.18 tn3 31~,1rn IX>='W 0.092 in° Ix r- 0.264 din°r X17 mot ,r t 4 u . v i ' u1 `J ATT.' e- M 1481436 RECTANGULARDIMENSZb,.,. xt, x 1.25 WIDTH, 75inr a 0'.96 / u, DEPTH- 1KK39 . Tri1n muNr Project Job Pet. BURROWS RESIDENCE Section Sheet no /rev A. SES 4340 GRAND AVENUE, MATTITUK, NY 11952 10 of 21 A 112 VJ llson Drive, Port Jefferson, NY 11777 Calc. by Date Chk'd by Date App 'd by Date (C)63t-s6002ee AS 7/9/2013 Combined Ratio Check: Member Force/ stresses Member Properties Axial Force = _ 625 Ibs Unsupported Length, Lx = 5.250 ft Max-Bending Moment, Mz 282 Ibs-ft Unsupported Length, Ly = 1 ft Max Sending Momenl,_MY = _ 0 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, Fox = 1600 psi = 9.38 cu in Allowale Bending Stress,Fby 1600 psi Radius of Gyration, rx = 1.003 in Young's Modulus, E 1600000 psi Radius of Gyration, = 0.695 in K = 1.00 Crux, 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 Fox = (s)12`E /(nu'(KLx/rx)A2) 2052.61 psi Fey = (s)12'E /(nu'(KLy/ry )A2) _ _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 Protect Job Ref BURROWS RESIDENCE - t Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 11 of 21 49 112 Wilson Drive, Port Jefferson, NY 11777 Calc by Date Chk'd by Date App 'd by Date ~j fc1631 -6600259 AS 7/9/2013 GABLE WALL COLUMN REQUIRED BEAM SECTIONAL PROPERTIES - GABLE WALL COLUMN (FOR WALL DESIGNS) LENGTH: 7.250 it 87 00 in << (Eave Height) << (Average O.C.: 3.000 ft 36.00 in << (Average distance Distance DEFL. LIMIT L / 120 = 0.725 in to each support) Between For ridge - WIDTH/2 Two Windows) DEAD LOAD: 0 psi (Zero) LIVE LOAD: 32.76 psf << (Wind Pressure) TOT. w= 98.28035 pit END REACTIONS = 356.2663 Ibs ft- Moment= 646 to 7748.791 in-lb STEEL' ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES ab:. 24000 psi ob: 19000 : psi Ch: 1600 psi E: 29000000 psi E: 10100000 ' psi E: 1600000 psi 110 psi Sx, 0.323 in Sx>= 0.41 m3 Sx>= 4.8 in3 Ix 0.291 in° Ix>= 0.834, in IX 5.3 in° r' f Ax>= 4.9 in2 C= 2.045792 RECTANGULAR DIMENSIONS: 1.25 WID'I'i~; 3 tSr at` u r , 1.41 DEPTH 3.11 in minimum Cross Section Area 24.1616 Section Modulus, Sx _ 7.68 Project Job Ref BURROWS RESIDENCE ~ Section Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 12 of 21 112 W dson Drive, Port Jefferson, NY 11777 Calc. by Date Chk d by Date App'd by Date tcl 631-560 0259 AS 71912013 EAVE N/A i Pru~xct ~I . BURROWS RESIDENCE Job Ref a Section _ Sheet no./rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 13 of 21 G5 - - - 112 Wilson Drive, Port Jefferson, NV 1777 Calc. by Date Ghk'd by Date App 'd by Dade (C)6315600259 AS 7/9/2013 I _o- 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 .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 SHB3-4RSB 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 3.48 165 2.65 5CB5-5CBI _ 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 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. BURROWS RESIDENCE SecLOn Sheet no /rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 14 of 21 AS, L112 Wit son Drive, Port Jefferson, NY 11777 cmc. by Date ChKd by Date App'd by Date (C) 6315600259 AS 7/9!2013 CONNECTION DESIGN PI Job Ref. BURROWS RESIDENCE Section Sheet no./rev. ASES 1 4340 GRAND AVENUE, MATTITUK, NY 11952 15 of 21 A.S. 1 112 Wilson Drive, Pon Jefferson, NV 11777 rCalc. by Date Chk'd by Date App'd by Date (c)631-560-02se 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= 3/8" Lag Screw Wood Screw Length= 150 in Wood Screw 3.00 in Embedment = Wood Screw Thread 22S in Length = D= 0.375 in , Dowel Diameter D,,, = 0.265 in , Dowel Diameter at max, stress in main member D'_ 0.265 in , Dowel Diameter at max, stress in side member F, - 70,000 psi , Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value: W = 351 Ibs Penetration Factor Co 225 in (based on 1/2 screw length +.5) Duration Factor Cc= 1.60 Withdrawal Allowable (W') = 1263.0 Ibs Wood Screw Lateral Calculations Substrate (Main Douglas FirLarch Member)_ Frame (Side Member). Aluminum 6005 Lis Cantilever Distance. 0 in , Fame hollow space - shim g'. 0 in , Gap between members (If applicable cantilever/2( _ 3.000 In , Main member dowel bearing length ( 0.375 in , Side member dowel bearing length F,.m = 3,646 psi Main mem der dowel bearing strength 13 39,000 psi Side member dowel bearing strength q„ = 1,367 Ibs/in , Main member dowel bearing resistance = F, ,D q,= 14,250 Ibs/in Side member dowel bearing resistance = F„D Project Job Ref. BURROWS RESIDENCE Section Sheet no hrev_ ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 16 of 21 A.S. • 112 Wilson Drive, Port Jefferson, NY 11777 Calc. by Date Chk'd by Date Aped by Date (C)631-5600259 AS 7/9/2013 M„= 217.11 in Ids , Main member dowel moment resistance =Fa(D,'/6) M,= 217.11 in-Ibs , Side memberdowel moment resistance = F,(D,'/6) Maximum angler load to grain O°<0b90°) botany member ina 0= 90 degrees connection Ka= 1258 KD 3.000 Single Shear Double Shear Mode , Main Member Im Z.= 4101.79 to, 4101.79 Ibs Bearing , Reduction 5.03 Term Mode Im Zi= 815.14 Ibs 815.14 Ibs Mode , Side Member Z,= 5343.75 Ids 106875D Ibs Bearing , Reduction 5.03 Term Mode I: Z,= 1061.95 Ibs 2123.91 Ibs I Mode , Side and Main II Z„= 1754.39 lids Member Bearing A - 0.0002 B = 1.688 C= 3577.32 Reduction 3.52 Term Mode II Zip 498.07 Ibs Mode , Main Member Bearing Ill, Z„- 1750.45 Ibs and Dowel Yielding in A - 0.0002 the Side Member B- 1.500 C= 3293.45 Reduction 3.52 Term . . IF- - Job Ref Prgect BURROWS RESIDENCE - - Section Sheet no /rev SES 4340 GRAND AVENUE, MATTITUK, NY 11952 17 of 21 112 Wilson Drive. Per. Jefferson, NY 11777 Calc. by D-[t19/20 Chk'd by Date App d by Date (C 63'-560 0259 AS 13 Mode Illm Z,,,= 496.95 Has Mode Side Member Bearing III, Z„= 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 III, Zin= 325.32 Ibis 650.64 Ibs Mode , Dowel Yielding In the IV ZN= 1040.89 Ids 2081.77 Ibs Side and Main Member 1 A 00004 B = 0.000 C = 434.22 RCduCHOn 3.77 Term Mode IV Ziv= 275.80 Ibs 551.61 Ibs Cd = 1515' , Load Duration Cr = 1.000 , Penetration Factor Single Lateral Allowable (Z',)= 317.2 Ibs Double Lateral Allowable (Z'e)= 634.4 Ibs 2 BOLTS FOR BAR, THEREFORE TOTAL CAPACITY CONNECTION = 634 LBS ! BAR > ACTUAL REACTION - - - - Protect Job Ref. BURROWS RESIDENCE Section Sheet no /rev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 18 of 21 j 112 Wilson Drive, Port Jefferson, NV 71777 Gala by Date 'I Chk'd by Dale App'tl 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 = 3/8" Lag Screw Wood Screw Length = 6.00 in Wood Screw Embedment= 3.00 In Wood Screw Thread 3 50 Length= - in D = 0375 In , Dowel Diameter q,= 0.265 In Dowel Diameter at max. stress in main member D, = 0.265 Dowel Diameter at max. stress in side member F„ = 70,000 psi , Dowel bending strength Wood Screw Withdrawal Calculations Substrate. Mixed Maple Southern Pine Tabulated withdrawal design value. W - 351 It,, Penetration I actor: Cr- 3.50 in (based on 1/2 screw length +.5) Duration Factor. C,= 1.60 Withdrawal Allowable we) = 1965.0 Ibs Wood Screw Lateral Calculations Substrate (Main Member). Douglas Fir -I arch Frame (Side Member)- Douglas Fir Larch Cantilever Distance- 0 in , Frame hollow space +shim g. 0 in Gap between members (if applicable cantilever/2) I.- 3.000 in , Main member dowel bearing length 1 = 3.000 In Side member dowel bearing length F_ - 3,646 psi , Main member dowel bearing strength 13 3,646 psi Side member dowel bearing strength q- 1,367 Ibs/in , Main member dowel bearing reSlstance - 1, D Pro-teat Job Rof. BURROWS RESIDENCE II Section Sheet nohev- ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 19 of 21 n. 112 W iIson Dnve, Port Jefferson, NY 11777 Calc. by Date Chk'd by Date App n by Date c) 631560 0259 AS 719/2013 q,= 1,367 Ibs/in , Side member dowel bearing resistance= F„D M..,= 217.11 in-Ibs , Main member dowel moment resistance = I DID,,'/61 M,= 217.11 in-Ibs , Side member dowel moment resistance= FD)D,'/6) B= 90 degrees , Maximum angle of load to grain (0° <0 <-9W) for any member in a connection K,- 1.258 KD= 3.000 Single Shear Double Shear Mode Win Member lr-. Z,= 4101.79 des 4101.79 Ibs Bearing 5.03 Reduction Term Mode In Zi= 815.14 Ibs 815.14 Ibs Mode , Side Member Zi= 4101.79 Ibs 8203.58 Ibs Bearing 5.03 Reduction Term Mode 1, Zp 815.14 Ibs 1630.28 Ibis Mode , Side and Main Member II Z„= 1699.02 Ibs Bearing A 0.0004 B = 3.000 C - 6152.68 3.52 , Reduction Term Mode 11 ZF 482.35 Ibs Mode Main Member Bearing 111,_ Z.,,= 1438.70 its and Dowel Yielding in the Side Member A = 0.0005 B 1.500 C 3293.45 3.52 Reduction Term Protect Job Ref BURROWS RESIDENCE 1171 ^1 1 Section Sheet no !rev. AS ES 4340 GRAND AVENUE, MATTITUK, NY 11952 20 of 21 N.5 App'tl by Date 112 Wilson Drive, Pon Jefferson, NY 11777 Calc, by Date Chk'd by Data (C)63r-560-0259 AS 7/9/2013 Mode III,,, Z408.44 Ill Mode , Side Member Bearing III, Z11- 1438.70 Ibs 2877 40 Ibs and Dowel Yielding in the Main Member A 00005 B= 1500 C 329345 3.52 , Reduction I erm Mode III, 2,ii= 408.44 Ibs 816.89 Ibs Mode , Dowel Yielding in the IV Z„v= 770.52 lids 1541.04 Ibs Side and Main Member A 00007 B 0.000 C 434.22 377 , Reduction Term Made IV Z,v= 204.17 Ill 408.33 Ibs C'= 1.15 , Load Duration C, = 1.000 , Penetration Factor Sinele Lateral Allowable (Z',) = 234.8 Ibs Double Lateral Allowable (Z'a) = 469.6 Ibs HAVE (2) @ 12" O.C THEREFORE TOTAL CAPACITY 470 PLF OR 2350 LBS PER BAR BUT ALSO HAVE ADDITIONAL LEDGER BELOW Protect Job Rel. BURROWS RESIDENCE Section Sheet nohev. ASES 4340 GRAND AVENUE, MATTITUK, NY 11952 21 of 21 C 5 112 Wilson Dnve, POC Jefferson, NV 11777 Calc. by Date Chk'd by Dade Appd by Date C) 6a' "60 0259 AS I 7/9/2013 CONNECTION SUMMARY SYSTEM 8 MODULAR MAX ALLOWABLE BACK UP ACTUAL CONNECTION FORCE (LBS) CALC FORCE (LBS) GOOD (Y/N) TENSION SHEAR PAGE ROOF BEAM TO ROOF CLIP 1264 17 625 ROOF CLIP TO EXISTING 3333 18 625 ROOF BEAM TO EAVE CLIP 1264 16 721 EAVE CLP TO EAVE 1013 15 721 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 BMLT 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: 1117/2002 Fax: (631) 218-9076 STAMPED BY. DATE: SYSTEM 8 MODULAR STRAIGHT COLUMNS (8SC) 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 BMLT MAXIMUM ALLOWABLE STRESSES 5005 Veterans Memorial Highway SHEET NO. 2 OF 24 Holbrook, New York 11741 CALCULATED BY Lawrence Duffy DATE 111612002 (631) 563-4000 CHECKED BY Bob Lupo DATE. 11 /712002 Fax: (631) 218-9076 STAMPED BY. DATE: SYSTEM 8 MODULAR CORNER COLUMS (7C9) ALLOY:6063-T5 INPUTS k 1 SPEC 3.41 L (in) 81 375 o = 9500 psi r (in) 1.285 SPEC 3 4 2 2 EDGE b (in) 1 975 a = 9500 psi t (in) .078 SPEC 14.7 Lp (in) 81.375 a = 8.9-0.037(kUr) = 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 14,16 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-. 1116/2002 (631) 5634000 CHECKED BY. Bob Lupo DATE. 1117/2002 Fax: (631) 218-9076 STAMPED BY DATE'. SYSTEM 8 MODULAR EAVE HEADER 17E3B ) ALLOY 6005-T5 INPUTS k 1 SPEC 3 41 L (in) 36 a = 19000 psi r (in) 987 SPEC 3.4 .2 2 EDGE b (in) 1.766 a = 19000 psi t (in) 08 SPEC 3 4.7 h (in) 3.68 C' = 20.2-0 126(kUr) = 15604 psi Lb (in) 36 SPEC 34.9 r, (in) 1 358 o = 23.1-025(b/t) = 17519 psi I,(in4) 1.76 SPEC 3.4.11 I,(in4) 0929 C' = 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 3.4.1.6_ _ a = 27.3-0.29(b/t) = 20826 psi MEMBER CONSTANTS SPEC 3.418 KL/r= 36.47 a = 40 5-0.27(h1t) = 28060 psi - 2 EDGE bit = 22.33 h/t = 46 Lb/rY 26 51 MAXIMUM ALLOWABLE STRESSES L,I,r/(ly Y)= 8.757 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. 11/512002 (631) 563-4000 CHECKED BY. Bob Lupo DATE: 11/7/2002 Fax: (631) 216-9076 STAMPED BY DATE. SYSTEM B 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) 5634000 CHECKED BY-. Bob Lupo DATE. 11/7/2002 Fax: 1631) 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) 5634000 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 Memonal Highway SHEET NO. 7 OF 24 Holbrook, New York 11741 CALCULAI ED BY. Lawrence Duffy DATE 11/6/2002 (631) 563-4001 CHECKED BY. Bob Lupo DATE. 1 1 /712 002 Fax: (631) 563-3399 STAMPED BY. DATE: Toll Free: 1.800-431-1586 SILL (A'BSL) TO FOUNDATION SCREWS'. 2 - 3/8 LAG BOLTS @ EACH COLUMN AND 16" O C. SPACING ALLOWABLE CONNECTION BEARING Firs (0l)(T1)(Fb,,)/1,65 .375 08 56 )11.65 = 1018.2 # INPUTS Al. Alloy of Piece 1 6005-T5 P,,, D1)(T1)(Fo,,,)1234 N: Number of Screws 2 .375 08 80 )/234- 1025.6 # D1 Diameter of Screws (in) .375 D2. Diameter of Screwhead/Washer (in) 75 pas = N * Pnsm,, T1: Thickness of Piece 1 (in) .08 2 1018.2 2036 # ALLOWABLE CONNECTION TENSION Values From An External Table For Alloys P„o, =(D2-D1)(T1)(F,,,,)(C)/3 F.., Ultimate Bearing of Piece 1 (ksi) 80 .75 - .375 08 38 1 )/3 = 380.0 If Fps, Yield Bearing of Piece 1 (ksi) 56 Pai = (N)(Pnm,r) 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 8ML1 MAX. ALLOWABLE CONECTION LOADS 5005 Veterans Memonal Highway SHEET NO: 8 OFF. 24 Holbrook, New York 11741 CALCULATED BY. Lawrence Duffy DATE'. 11162002 (631) 563-4001 CHECKED BY. Bob Lupo DATE-. 111712002 Fax: (631) 563-3399 STAMPED BY'. DATE: Toll Free: 1-800-431-1586 SILL (BSL) TO VERTICAL STRAIGHT COLUMN (BSC) SCREWS: 2 - #10 X 1/2" SCREWS ALLOWABLE CONNECTION BEARING P, _ (D1)(T1)(Fr,„)/1.65 INPUTS .19 08 56 )/1.65 = 515.9 # Al Alloy of Piece 1 6005-T5 P, D1)(T2)(Fv,)/1.65 A2. Alloy of Piece 2 6063-T6 19 .065 40 )/1.65 = 299.4 # N. Number of Screws 2 P,,, D1)(T1)(Fp,,,)/2-34 Crown (C) or Valley (V) Fastening C 19 08 80 )/234= 519.7# D1. Diameter of Screws (in) .19 P,,, D1)(T2)(F,„ )/234 D2: Diameter of Screwhead/Washer (in) .361 19 .065 63 )1234 = 332.5 # T1'. Thickness of Piece 1 (in) .08 P,,, =((T2)(T2)(T2)(D1))E0. 5 -4 2(F,12) for T2 T1 T2. Thickness of Connecting Piece (in) .065 -065 .065 .065 19 ))EC-5'4.2( 30 ) = 910.2 # P = N' Pns,,,, 2 299.4 598.8 # ALLOWABLE CONNE ION TENSION _ P„o, = (0 85)(D1)(T2)(F,,, 3 Values From An External Table For Alloys 0.85 19 0 30 - )/3 = - 105.0 # F.,,, Ultimate Bearing of Piece 1 (ksi) 80 P„o, =(D2-D1)(T1)(F,,,,)(C)/3 - F,,, Yield Bearing of Piece 1 (ksi) 56 .361 - 19 OB 3 ( 1 )/3 = 1733 # F,,,...Ultimate Tension of Piece 1 (ksi) 38 -Pa, _ (N)(Pnm,,) F..,: Ultimate Bearing of Piece 2 (ksi) 63 2 105 ) = 210.0 # F,,,z. Yield Bearing of Piece 2 (ksi) 40 F,,;z. 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 5MLT MAX. ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO 9 OF 24 Holbrook, New York 11741 CALCULATED BY Lawrence Duffy DATE. 111612002 (631) 5634001 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 P, =(D1)(T1)(Fpy,)/165 INPUTS 19 08 56 )/1.65 = 515 9 # At Alloy of Piece 1 6005-T5 P,,, _ ( Dt)(T2)(F1,2)/1.65 A2'. Alloy of Piece 2 6063-T6 19 .065 40 )/1.65 = 299.4 # N: Number of Screws 4 P,,, _ ( D1)(T1)(Fb,,,)/2.34 Crown (C) or Valley (V) Fastening C 19 08 BO )/2.34 = 519.7 # D1 Diameter of Screws (in) .19 P,,, _ ( D1)(T2)(Fp„ 2)12 34 02: Diameter of ScfewheadANashef (in) .361 19 .065 63 )/234- 332.5 # Tt Thickness of Piece 1 (in) .08 P,,, =((T2)(T2)(T2)(D1))E0 5 -4.2(F,,,2) for T2 T7 T2 Thickness of Connecting Piece (in) .065 .065 .065 .065 19 ))E0.5 -4.2( 30 ) = 910.2 # Pas = N' Pns, 4 299.4 1198 # ALLOWABLE CONNECTION TENSION P,,,,, _ (0.85)(D1)(T2)(F,,,,)/3 Values From An External Table For Alloys 0.85 19 .065 30 )/3 = 105.0 # Fo,r Ultimate Bearing of Pepe 1 (ksi) 80 P„o, =(D2-D1)(T1)(F,,,,)(C)/3 - Fps, Yield Bearing of Piece 1 (ksi) - 56 .361 - 19 08 38 - 1 )13- 173 3 # F,,,,- Ultimate Tension of Piece 1 (ksi) 38 Pa = (N)(Pnm) - F.,z Ultimate Bearing of Piece 2 (ksi) 63 4 105 ) = 419.9 # Fby2 Yield Bearing of Piece 2 (ksi) 40 F,,,Z. 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. 11/612002 (631) 563-4001 CHECKED BY Bob Lupo DATE: 11/7/2002 Fa:: (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)(Fey,)/1 65 A1. Alloy of Piece 1 6063-T6 190 .065 40 )/1.65 = 299.4 # N Number of Screws 2 Pn, D1)(T1)(Fo.,,)/234 Crown (C) or Valley (V) Fastening C .190 .065 63 )/2.34 = 332.5 # D1-. Diameter of Screws (in) .190 P,, = 136 # D2: Diameter of Screwhead(Washer (in) .361 T1. Thickness of Piece 1 (in) .065 P„ = N' Pns,n,n 2 136.0 272 # Values From An External Table For Alloys F,,,: Ultimate Bearing of Piece 1 (ksi) 63 Foy, Yield Bearing of Piece 1 (ksi) 40 F,. Ultimate Tension of Piece 1 (ksi) 30 ALLOWABLE CONNECTION TENSION P,,,,, = ( DEPTH OF SCREW )(WITHDRAWAL VALUE) - - =(.5)(130)=75# - - Pno„ =(D2-D1)(T1)(F,,,)(C)/3 .361 - 190 -065 30 1 )/3= 111.2# Pa1 (N) (Pn,,.,) _ 2 75 ) = 150.09 MAXIMUM ALLOWABLE LOADS SHEAR. ( 272 12) I ( 16) = 204 #/f1. TENSION (150 )(12 )/(16j=112.5#/ff. ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOE STANDARD SYSTEM 8MLT MAX. ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHE ET NO 11 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 VERTICAL STRAIGHT COLUMN (8SC) TO EAVE (7M) SCREWS: 2 - #10 X 1/2" SCREWS ALLOWABLE CONNECTION BEARING INPUTS P,,, _ (D1)(T1)(Fo,,)/1 65 AY. Alloy of Piece 1 6063-T6 .190 .065 40 )/1.65 = 299.4 # A2: Alloy of Piece 2 6005-T5 P,,, _ ( D1)(T2)(Fb,,)/1.65 N: Number of Screws 2 .190 08 56 )11.65 = 515.9 # Crown (C) or Valley (V) Fastening C P,„ _ ( D1)(Tt)(Fp,,,)/234 D1_ Diameter of Screws (in) .190 .190 .065 63 )/2.34 = 332.5 # D2: Diameter of Screwhead/Washer (in) .361 P„i = ( D1)(T2)(Fo,u)/234 T1: Thickness of Piece 1 (in) .065 .190 08 80 )12.34 = 519.7 # T2'. Thickness of Connecting Piece (in) OB P,,, =((T2)(T2)(T2)(D1))EO. 5'4.2(F,,,2) for T2 T1 .08 08 08 .190 ))E0.5 *4.2( 38 ) = N/A T2 > T1 Pa, = N' Finsm,,, 2 299.4 598.8 # ALLOWABLE CONNE ON TENSION Values From An External Table For Alloys P„o, _ (0.85)(D1)(T2)(F1,,2 F,.,: Ultimate Bearing of Piece 1 (ksi) 63 0.85 .190 0 38 )13 = -163.7 # F~,{. Yield Bearing of Piece 1 (ksi) 40 P„o„ =(D2-D1)(T1)(F,,,,)(C)/3 - F,,,, Ultimate Tension of Piece 1 (ks) 30 _ .361 - .190 .065 30 1 )l3 = 111.2 # F.12 ' Ultimate Bearing of Piece 2 (ksi) BD Pa, _ (N)(Pnm,,,) F,,2. Yield Bearing of Piece 2 (ksi) 56 2 111.2) = 222.3 # F1,2: Ultimate Tension of Piece 2 (ksi) 38 have 4 therefore double connection MAXIMUM ALLOWABLE LOADS SHEAR'. 598.8 # TENSION 222.3 # ALL CONNECTIONS OKAY BY INSPECTION FOUR SEASONS SOLAR PRODUCTS JOB: STANDARD SYSTEM BMLT MAX. ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEE7 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: 1-800-4314586 HEADER SILL (8SL) TO EAVE (70B) SCREWS 2 - #10 X 1/2" SCREWS ALLOWABLE CONNECTION BEARING INPUTS P,,, _ (D1)(T1)(Fb„)/1.65 At. Alloy of Piece 1 6005-T5 190 .065 56 )11.65 = 419.2 # A2 Alloy of Piece 2 6005-T5 P,,, D1)(T2)(Fl,,2Y1t65 N. Number of Screws 2 .190 08 56 )/1.65 = 515.9 # Crown (C) or Valley (V) Fastening C P, D1)(T1)(Fb,,,)/2. 34 D1. Diameter of Screws (in) .190 .190 .065 80 )12.34 = 422.2 # D2. Diameter of ScrewheadANasher (in) .361 P,,, D1)(T2)(F~2)/2. 34 T1-. Thickness Of Piece 1 (in) .065 .190 .08 80 )/2.34 = 519.7 # T2. Thickness of Connecting Piece (in) .08 P,,, =((T2)(T2)(T2)(D1))E0.5 *4 2(F,12) for T2 TI 08 08 08 .190 ))E0.5'4.2( 38 ) = N/A T2 > T1 Pa, = N' Pns„„p 2 419.2 838.3 # ALLOWABLE CONNECTION TENSION Values From An External Table For Alloys P„m = (0.85)(D1)(T2)E,,,z)/3- _ Fb,,, Ultimate Fearing ofPiece 1 (ksi) 80 0.85 .190 .08 38 )/3 = 163.7 # Fb„ Yield Bearirg of Piece 1 (ksi) 56 P„o„ =(D2-D1)(T1)(F,,,)(C)/3 F,,,. Ultimate Tension of Piece 1 (ksi) 38 .361 - .190 .065 38 1 )/3 = 140.8 # Fmd Ultimate Bearirg of Piece 2 (ksi) 80 Pa, = (N)(Pn,a,,,) F,,z. Yield Beanrg of Piece 2 (ksi) 56 2 140.8) = 281.6 # F„2. Ultimate Tension of Piece 2 (ks) 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 Memonal Highway SHEET NO. 13 OF 24 Holbrook, New York 11741 CALCULATED BY Lawrence Duffy DATE: 11/612002 (631) 563-4001 CHECKED BY. Bob Lupo DATE: 11/7/2002 Fax: (631) 563-3399 STAMPED BY: DATE: Toll Free: 1-80D-431-1586 CORNER COLUMN (71 TO SILL (8SL) SCREWS: 8 - #10 X 1/2" SCREWS ALLOWABLE CONNECTION BEARING INPUTS P„ _ (D1)(Tt)(Fey,)/1.65 A1: Alloy of Piece 1 6063-T6 .190 .065 40 )11.65 = 299.4 # A2: Alloy of Piece 2 6005-T5 P,,, D1)(T2)(Fn,,a)I1.65 N Number of Screws 8 .190 .08 56 )/1.65 = 515.9 # Crown (C) or Valley (V) Fastening C P, D1)(Tt)(F,,,)/234 D1: Diameter of Screws (in) .190 .190 .065 63 )/234 = 332.5 # D2'. Diameter of Screwhead/Washer (in) .361 P, D1)(T2)(Fp„2)/2.34 _ Tt-. Thickness of Piece 1 (in) .065 .190 .06 80 )/2.34 = 519.7 # T2 Thickness of Connecting Piece (in) .08 P,,, =((T2)(T2)(T2)(D1))E0. 5 *42(F,,,7) for T2 T7 08 08 08 .190 ))EU5.4.2} 38 )=N/AT2-T1 Pas = N ' Pnsmi, 8 299.4 2395 # ALLOWABLE CONNECTION TENSION Values From An External Table For Alloys Fin , _ (0.85)(D1)(T2)(1 _)/3 E,,,. Ultimate Bearing of Piece "1 (ksi) 63 0.85 .190 )08 38 )/3 = 1637 # Foy,: Yield Bearing of Piece 1 (ksi) 40 Pnp~ =(D2-D1)(T1)(F,,,, (((i)l3 F,,,,_ Ultimate Tension of Piece 1 (ksi) 30 .361 - .190 ) 1 -065 ) ( 30 ) ( 1 )/3 , i 11.2 # F,.2 Ultimate Bearing of Piece 2 (ksi) 60 Pa = (N)(Pnm„) Fpyz'. Yield Bearing of Piece 2 (ksi) 56 8 111 2) = 889.2 # F,,,z: 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: 11/612002 (631) 563-4001 CHECKED BY Bob Lupo DATE: 111712002 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 P,,, _ (D1)(T1)(Fey,)11.65 Al Alloy of Piece 1 6063-T6 190 .065 40 )/1.65 = 299.4 # A2. Alloy of Piece 2 6005-T5 Fir, D1)(T2)(Fpy2)11. 65 N. Number of Screws 8 190 08 56 )/1.65 = 515.9 # Crown (C) or Valley (V) Fastening C P,,, D1)(T1)(Fom)1234 D1: Diameter of Screws (in) .190 .190 .065 63 )1234 = 332.5 # D2 Diameter of ScrewheadMasher (in) .361 P,,, D1)(T2)(Fp12)/2. 34 T1: Thickness of Piece 1 (in) .065 .190 08 80 )/234 = 5193 # T2: Thickness of Connecting Piece (in) .08 P,,, ((T2)(T2)(T2)(D1))E0.5-4.2(F,u2)for T2<=T1 08 08 .08 .190 ))EO.5 -4.2( 38 ) = N/A T2 > T1 P„ = N' Pns, 8 299.4 2395 # _ ALLOWABLE CONNECTION TENSION Values From An External Table For Alloys - Pn,, _ (0.85)(D1)(T2)(F,,,2)/3 - F,,,,-. Ultimate Bearing of Piece 1 (ksi) 63 0.85 190 08 38 )13 = - 163.7 # - Fpy,. Yield Bearing of Piece 1 (ksi) 40 P, =(D2-D1)(T1)(F,,,,)(C)/3 F,,,,: Ultimate Tension of Piece 1 (ksi) 30 .361 - .190 .065 30 1 )/3 = 111.2 # F,.2 Ultimate Bearing of Piece 2 (ksi) 80 P,, _ (N)(Prr,) Foy2 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. 111612002 (631) 5634001 CHECKED BY: Bob Lupo DATE 11/7/2002 Fax: (631) 563-3399 STAMPED BY: DATE. Toll Free: 1-800431-1586 EAVE FE3B) TO EXTRUDED ALUM EAVE CLIP (CW8106A) SCREWS: 4 - 3/8" X 1-1/4" SCREWS ALLOWABLE CONNECTION BEARING INPUTS P,,, _ (D1)(T1)(F,,,)/1.65 At. Alloy of Piece 1 6005-T5 .375 06 56 )/1 65 = 1018.2 # A2. Alloy of Piece 2 6005-T5 P,,, D1)(T2)(Fb,,)/1.65 N_ Number of Screws 4 .375 .156 56 )/1.65 = 1985.5 # Crown (C) or Valley (V) Fastening C P,,, D1)(Tt)(Fp,,,)/2.34 D1'. Diameter of Screws (in) .375 375 08 80 )/234 = 1025.6 # D2: Diameter of ScrewheadMlasher (in) .625 P,,, D1)(T2)(Fb„ )/234 Ti. Thickness of Piece 1 (in) .08 .375 .156 80 )/2.34 = 2000.0 # T2 Thickness of Connecting Piece (in) ASS P,,, =((T2)(T2)(T2)(D1))E0. 5 -4.2(Fw2) for T2 71 N: Number of Clips 1 =q 156 156 156 375 ))E0 5'4 2( 38 ) = NIA T2 > T1 L1 Length of Clip Angle (in) 1.25 Pe, = N ' Pns=,,,, _ 4 10182 4072.7 # ALLOWABLE CONNECTION TENSION Values From An External Table For Alloys P,, _ (0.85)(D1)(T2)(F112)/3 Foul: Ultimate Bearing of Piece 1 (ksi) 80 0.85 .375 .156 38 )/3 = 629.9 # _ F,yl Yield Bearing of Piece 1 (ksi) 56 P, =(D2-D1)(T1)(F,,,,)(C)/3 F,u,. Ultimate Tension of Piece 1 (ksi) 38 .625 - .375. 08 38 1 )/3 = 253.3 # F. 2: Ultimate Bearing of Piece 2 (ks) 80 Pa, _ (N)(Pnm) Fey2: Yield Bearing of Piece 2 (ksi) 56 4 253.33) = 1013.3 If F,12 - Ultimate Tension of Piece 2 (ksi) 38 V,,,. Ultimate Shear (ksi) 24 ALLOWABLE CLIP ANGLE SHEAR Vy,- Yield Shear (ksi) 20 P,,,, =V,; L'T1/2.34 24 1.25 .156)/2.34 = 2000.0 # P„y =Vy'L'T1/2. 34 q 20 1.25 .156 )/2.34 = 1666.67 # P„ = N2'P„ = 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 Dufty DATE: 11/6/2002 (631) 5634001 CHECKED BYE Bob Lupo DATE: 1117/2002 Fax: (631) 563-3399 STAMPED BY DATE. Toll Free: 1-800431-1586 EXTRUDED ALUM EAVE CLIP (CW8106A) TO WOOD RAFTER BEAM SCREWS: 8 - #14 X 1/2" SCREWS ALLOWABLE CONNECTION BEARING INPUTS P„s = (D1)(T1)(Fb,1)/1.65 A1_ Alloy of Piece 1 6005-T5 .242 .156 56 )/1.65 = 1281.3 # N: Number of Screws 8 P„s = ( D1)(T1)(Fo,,,)/2.34 Crown (C) or Valley M 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 Pas = N' Pns,,,, 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 FLT,. Ultimate Bearing of Piece 1 (ksi) 80 P„o, = ( DEPTH OF SCREW WITHDRAWAL VALUE) F,,1 Yield Bearing of Piece 1 (ksi) 56 _ (.5 -156 121) = 41.62 # - Flu,: Ultimate Tension of Piece 1 (ksi) 38 P„o,- =(D2-D1)(T1)(F,,,,)(C)/3 V., Ultimate Shear (ksj) 24 .480 .242 0156 38 1 )/3= 470.4 # - V,,: Yield Shear (ksi) 20 P„ _ (N)(Pn,,,) 8 41.62) = 333.0 # ALLOWABLE CLIP ANGLE SHEAR P,,,, =V,; L'T1/2.34 24 1.25 156)/2 34 = 2000.0 # P„,, =Vy'L'T112.34 20 1.25 .156)/2.34= 1666.67 # Pe, = N2'P„ = 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 (631) 563-4001 CHECKED BY Bob Lupo DATE: 11/72002 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 P,,, _ (D1)(Tt)(Fr,,)11 65 At. Alloy of Piece 1 6005-T5 .242 .156 56 )/1.65 = 1281.3 # M Number of Screws 8 P,,, D1")(T1)(Fp„)12. 34 Crown (C) or Valley (V) Fastening C .242 .156 80 )1234 = 1290.7 # Dt: Diameter of Screws (in) .242 Pws = 158 # D2. Diameter of ScrewheadANasher (in) AB0 T1. Thickness of Piece 1 (in) .156 Pas = N' Pns, N. Number of Clips 1 8 158.0 1264 # Lt: Length of Clip Angle (in) 1.25 Values From An External Table For Alloys "ALLOWABLE CONNECTION TENSION F., Ultimate Bearing of Piece 1 (ksi) 80 P.t = (DEPTH OF SCREW)( WITHDRAWAL VALUE) FB„. Yield Bearing of Piece 1 (ksi) 56 _ (5 -.156)( 121 = 41.62 # F,,. Ultimate Tension of Piece 1 (ksi) 38 P„o, =(D2-D1)(T1)(F,,,,)(C)/3 V., Ultimate Shear (ksi) 24 .480 - .242 0.156 38 1 )/3 = - 470.4 # - V,, Yield Shear (ksi) 20 Per = (N)(Pn.,,) 8 41.62) = 333.0 # - - - ALLOWABLE CLIP ANGLE SHEAR P,„, =V„'L'T1/2.34 =1 24 1.25 .156)1234= 2000.0 # P, =V,.L'Tl/2. 34 20 1.25 .156)/2.34 = 1666.67 # Pa, = N2'P„ = 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. 18 OF 24 Holbrook, New York 11741 CALCULATED BY Lawrence Duffy DATE: 1116/2002 (631) 563-4001 CHECKED BY Bob Lupo DATE: 11/7/2002 Fax: (631) 563-3399 STAMPED BY. DATE: Toll Free: 1-800431-1586 EXTRUDED ALUM RIDGE CLIP (CW8106A) TO LEDGER SCREWS: 4 - 3/8" X 3" SCREWS ALLOWABLE CONNECTION BEARING INPUTS Pn, _ (D1)(T1)(Fp11)/1.65 At'. Alloy of Piece 1 6005-T5 .375 .156 56 )/1.65 = 1985.5 # N: Number of Screws 4 P,,, D1)(T1)(Fp,,,)/234 Crown (C) or Valley M Fastening C .375 .156 80 )/2.34 = 2000.0 # D1 Diameter of Screws (in) .375 D2 Diameter of Screwhead/Washer (in) .625 Pa, = N ' Pns,,, T1: Thickness of Piece 1 (in) .156 4 1985.5 7942 # N. Number of Clips 1 Lt Length of Clip Angle (in) 1.25 ALLOWABLE CONNECTION TENSION Values From An External Table For Alloys Pno„ =(D2-D1)(T1)(F,,,,)(C)13 F.,,, Ultimate Bearing of Piece 1 (ksi) -80 .625 - .375 .156 38 1 )/3 - 494.0 # Fpy,: Yield Bearing of Piece 1 (ksi) 56 Pa, _ (N)(Pn,n,,) F,,,,'. Ultimate Tension of Piece 1 (ksi) 38 4 494 1976.0 0 V,,,: Ultimate Shear (ksi) 24 - Vy,: Yield Shear (ksi) 20 ALLOWABLE CLIP ANGLE SHEAR P, =V,; L-T1/2.34 =1 24 1.25 )(.156)/2.34= 2000.0 # _ P„y =Vy'L'T1/2.34 20 1.25 )(.156)/2.34= 1666.67 # P„ = N2'P„ - 2 1666.67 = 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: 1116/2002 (631) 5631001 CHECKED BY. Bob Lupo DATE: 117/2002 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 spin IN Number of Screws 3 Ae = ( 125 2(.19 " + 118 "))(.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 Screwhead/Washer (in) .312 R = 3 ( 1.2 58 ksi)( 19188 - 7450 # T1 Thickness of Piece 1 (in) .125 Pas = 3393 # WOOD LATERAL LOAD Pws = N' Prism,,, 3 115.0 345 # ALLOWABLE CONNECTION TENSION - P„o, (DEPTH OF SCREW) (WITHDRAWAL VALUE) - =(.75-.125)(82)=51.254 - P, =(D2-D1)(T1)rF,,,,)(C)/3 _ .312 - .164 .125 36 7 )/3 = 218.2 # - - - Pa, = (N)(Pn,) - - 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 8MLT MAX ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO 20 OF 24 Holbrook, New York 11741 CALCULATED BY. Lawrence Duffy DATE. 111612002 (6311563-4001 CHECKED BY: Bob Lupo DATE. 11/7/2002 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 "))(.168 .117 sqin Crown (C) or Valley (V) 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 ScrewheadNVasher (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'Prism, 3 131.0 393 # ALLOWABLE CONNECTION TENSION Pam = ( DEPTH OF SCREW )(WITHDRAWA' -'.LUE) _ =(1.5)(95)=142.5# P,,a~ =(D2-D1)(T1)(Fwi)(C)/3 .361 - .190 125 36 )/3- 256.5 # - P, _ (N)(Pnmm) 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 8MLT MAX. ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO. 21 OF 24 Holbrook, New York 11741 CALCULATED BY. Lawrence Dully DATE. 11/612002 1631) 563-4001 CHECKED BY Bob Lupo DATE 1117@002 Fax: (631) 563-3399 STAMPED BY DATE. Toll Free: 1.800-431-1586 GABLE RAFTER TO EXISTING STRUCTURE (NO GABLE END) SCREWS: 1 --3/8" X 3" LAG SCREW (@ 2" O.C. MAX. ALONG GABLE) INPUTS WOOD LATERAL LOAD N Number of Screws 1 Pws = N ' Pns,n;,, Crown (C) or Valley (V) Fastening C 1 2600-)=- 260 # D7 Diameter of Screws (in) .375 D2 Diameter of Screwhead/Washer (in) .625 ALLOWABLE CONNECTION TENSION P„a,, =(D2-D1)(T1)(Fr„1)(C)/3 0.63 - 0.375 3 1000 1 )f3- 225.0 0 Pa,. _ (N)(Pnm,n) ( 1 )(225) = 225 # \XIMUM ALLOWABLE LC-,CS 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 ANDIOR 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 1116/2002 (631) 563-4001 CHECKED BY Bob Lupo DATE: 11812002 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 P„s = (D1)(T1)(Fby1)/165 A1' Alloy of Piece 1 6063-T6 .375 .065 40 )/1.65 = 590 91 # N Number of Screws 2 D1: Diameter of Screws (in) .375 P.s = ( D1)(T1)(Fb11)12.34 D2: Diameter of Screwhead/Washer (in) .75 .375 .065 63 12.34 = 656.25 # T1: Thickness of Piece 1 (in) .065 Pa, N' Pns,,,;n 1 590.91 590.91 # - ALLOWABLE CONNECTION TENSION Values From An External Table For Alloys P„o, =(D2-D1)(T1)(Fj„ 1)(C)/3 Fb,,,_. Ultimate Bearing of Piece 1 (ksi)i 63 75 .375 .065 30 1 )/3 = 243.75 # Fb,,. Yield Bearing of Piece 1 (ksi;) 40 Pa, _ (N)(Pn,b;,,) - F,,, Ultin ,r'e Tension of Piece 1 (ksia '3 1 243.75) = 243.75 # - - MAXIMUM ALLOWABLE LOADS - - ' SHEAR. - 590.91 12) 16 ) = 443.18 #/ft TENSION 243.75 12 ) / ( 16 ) = 182.81 #Ift 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 BMLT MAX ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO 23 OF: 24 Holbrook, New York 11741 CALCULATED BY. Lawrence Duffy DATE. 11/612002 (631) 5634001 CHECKED BY Bob Lupo DATE' 11 R12002 Fax: (631) 563-3399 STAMPED By DATE: Toll Free: 1-800431-1586 CLIP ANGLE (CN8271) TO WOOD GABLE BEAM (GABLE END) SCREWS: 4 - #14 X 1-1 /4" SCREWS ALLOWABLE CONNECTION BEARING INPUTS P,,, _ (D1)(T1)(Fe,,)/1.65 Al, Alloy of Piece 1 6063-T5 .242 .125 26 )11.65 = 476.7 # N. Number of Screws 4 P,,, D1)(T1)(Fem)/2.34 Crown (C) or Valley (V) Fastening C .242 .125 46 )12.34 = 594.7 # D1: Diameter of Screws (in) .242 P,, _ 155 D2: Diameter of Screwhead/Washer (in) .480 T1 Thickness of Piece 1 (in) .125 Pa, = N' Pns, N. Number of Clips 2 4 155.0 620 # Lt Length of Clip Angle (in) 2 Values From An External Table For Alloys ALLOWABLE CONNECTION TENSION Fe,f Ultimate Bearing of Piece 1 (ksi) 46 P,o, _ (DEPTH OF SCREW) (WITHDRAWAL VALUE) Fps,: Yield Bearing of Piece 1 (ksi) 26 1.25 121) = 151.25 # - - Ft,,, Ultimate Tension of Piece 1 (ksi) 22 P„e, =(D2-D1)(T1)(F,,,,)(C)13 V,,,: Ultimate Shear(ksi) 13 .480 - .242 .125 22 1 )13 = 218.2 # - Vy, Yield-Shear (ksi) 9 . Pa, _ (N)En,) - - - 4 151.3) = 605.2 # - - - ALLOWABLE CLIP ANGLE SHEAR P,,,, =V,; L'T1/2.34 13 2 125)12 34 = 1388.88 # P" =VY L'T1/2.34 9 2 .125 )/2.34 = 961.54 # P„ = N2-P, = 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 BMLT MAX. ALLOWABLE CONECTION LOADS 5005 Veterans Memorial Highway SHEET NO 24 OF. 24 Holbrook. New York 11741 CALCULATED BY Lawrence Duffy DATE. 111612002 (631) 563-4001 CHECKED BY. Bob Lupo DATE: 1117/2002 Far (631) 563-3399 STAMPED BY. DATE Toll Free: 1-800431-1566 CLIP ANGLE (CN8271) TO WOOD WINDOW JAMB (GABLE END) SCREWS: 4 - #14 X 1-1/4" SCREWS ALLOWABLE CONNECTION BEARING INPUTS P, = (D1)(T1)(Fpy,)/1 65 A1: Alloy of Piece 1 6063-T5 .242 .125 26 )11.65 = 476.7 # N. Number of Screws 2 P„5 = ( D1)(T1)(Fo,,,)/2.34 Crown (C) or Valley M Fastening C .242 .125 46 )/234 = 5947 # D1 Diameter of Screws (in) .242 Pw„ = 155 D2. Diameter of Screwhead/Washer (in) .480 T1 Thickness of Piece 1 (in) .125 Pa, = N ' Pns,n,,, N. Number of Clips 2 4 178 0 620 # 1-1- Length of Clip Angle (In) 2 Values From An External Table For Alloys ALLOWABLE CONNECTION TENSION F,,,,,'. Ultimate Bearing of Piece 1 (ksi) 46 P„o, _ (DEPTH OF SCREW WITHDRAWAL VALUE) - Fpy,: Yield Bearing of Piece 1 (ksi) 26 ( 125)( 165) = 206.25 # F,,,. Ultimate Tension of Piece 1 (ksi) 22 P.o, =(D2-D1)(T1)(F,,,,)(C)/3 _ V,-. Ultimate Shear (ksi) 13 .480 - .242 .125 22 1 )13 = 218.7# - Vy,. Yield Shear (ksi) 9 Pa = (N)(Pnn,,) 4 )(206,25) _ 825.0 # ALLOWABLE CLIP ANGLE SHEAR P,,,, =V,; L'T1/2.34 13 2 125)12 34 = 1388.88 # P„y =Vy-L-Tl/2.34 9 2 )(.125)/2.34= 961.54# Pw, = 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 B CATHEDRAL CONNFL'UIS 5.135 Vio-1. ki lHill" SHEET NO XXYOY % HolOmoM. NSri YOn 11741 CALCULATED BY ROEerI ROEnpuei (ST.)5... CHECKED BY'. Aea Sgrvu Fu (616, 21. an" ENG NUMBER. 1I8" CLIP TO POST AND SLAB ALUMINUM TO WOOD CONNECTIONS MODEI Z=D'ts'Fes 141K 340.3125 MODE III Z=A'0'Is 'Fern /2.81(2+RE)1K 191 5983 parallel 13545139 perpendicuar MODE IV Z = D - D 1 31 K'(SORT(1 75' Fem' Fyh 131 (t + Rep) 257.4312 parallel 180.4256 perpendicular WHERE: k=-1 (SORT((2-(1+Re)IRe)+(Fyh'(2+Re)'0 " D 121 Fem I is l is))) 7.934376 parallel 9241252 perpendicular Re = Fem I Fes 0.104533 parallel 0.078329 perpendicular K = 1 + (Angle 1360) 1 parallel 1 25 perpendicular - Angle = 0 parallel 90 perpendicular Fem = 9704 parallel for Wood SPF G or 0.42 Firm = 3524.793 perpendicular _ D = 0,242 untilreadetl doll diameter is = 0.125 Side plate thickness Fes = 45000 side plate. To Match Charts: 56000 for 114 plates 45000 for x114" plates 38WO for aluminum 6005-T5 30000 for aluminum 606376 22500 for aluminum 6063T5 Fyb- 70000 suety size. for 114' and smaller=700DO IOr 5116'= 60000 for 318" and larger = 45000 BOTTOM LINE: 192 # Parallel 135 # Perpendicular PARALLEL POST Therefore, 192#X8(414= 342 El = 1536lbs of max. capacffy (Upld) Actual uprh load on rmge a 990.171b6 1 15361bs. (See STAAD. PRO output fit, pg. 19. member end forces 411, node 12) POST CLIP TO BASEWALL From the Wood Mandel Design, Table 7 24 Lay Screw Witlr ..I Design Values we use values for Doug For for speclric gravity of 0 46 = 269 Ibslin for 318 die. screw Therefore 2691balar X 213 X 3' = 536105 of wdhdmwal capacity Using 4 -318" dla. screws into basewatl is sufficient FOUR SEASONS SOLAR PRODUCTS JOB CUSTOM SYSTEM E CATHEDRAL CONNECTION 5005 Veterans Memorial H,,He8y SHEET N0. xxxxxXXE Holbrook, New York 11741 CALCULATED BY Robed RcKrlguez (51616634DW CHECKED BY'. Alex Spyrw Fell: (516) 319-9076 END NUMBER 118" RAFTER CLIP CONNECTION ON EAVE TO RAFTER ALUMINUM TO WOOD CONNECTIONS MODEI Z=D'Is'Fes I4IK 340 3125 MODE III Z=k'D'Is 'Fend /2.8/(2+Re)IK 191.5983 parallel 135.4589 perpendicular MODE IV Z = D - D / 31 K -(SORT(1. 75' Fern ' Fyb 13 I (1 + Rep) 257.4312 parallel 18D.4256 perpendicular WHERE: k = -1 + (SORT((2' (1 + Re)IRe) + (Fyb' (2 + Re)' D' D 121 Fem / Is I ts))) 7.934376 parallel _ 9.241252 perpendicular _ Re = Fear I Fes 0 104533 parallel _ 0078329 perpendicular - K = 1 + (Angle 1360) 1 parallel - 1.25 perpendicular Angle= 0 parallel _ 90 perpendicular Fern = 4704 parallel for Wood SPF G = 0.42 - ' Fern a 3524.793 perpendicular D = 0.242 unthreaded bolt diameter is = 0.125 side plate thickness Fes = 45000 side plate: To Match Charts: 58000 for 114' plates 45000 for c1/4" plates 311000 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 5116' = 60000 for 3/8" and larger = 45000 BOTTOM LINE: 192 # Parallel 135 # Perpendicular Therefore, 135 At X 8 (#14 =.242 DIA.I = 1080 Ibs of max. capacity Actual load on eave is 6101bs ~ 1080 Ibs (See STAAD. PRO output on pg 29, member end forces A 54, node 29) FOUR SEASONS SOLAR PRODUCTS JOB CUSTOM SYSTEM 6 CATHEDRAL CONNECTIONS 5005 Velerans Memorial Highway SHEET NO x)cKx"XX Holbrook, New York 11741 CALCULATED BY Robert Rodriguez (516) S634WO CHECKED BY Alex Spymu Fu:(516)219-8076 ENG NUMBER. 118" CLIP TO RAFTER AT RIDGE ALUMINUM TO WOOD CONNECTIONS MODEI Z=D'is'Fes/4/K 340.3125 MODE 111 Z=k'D'is'Fem 12.81(2+Re)IK 191 5983 parallel 135.4589 perpendicular MODE IV Z = D' D 13 / K -(SORT(1.75 - Fern ' Fyb 13 / (1 + Re))) 257.4312 parallel 180.4256 perpendicular WHERE: k = -1 + (SORT((2 ' (1 + Re)IRe)+ (Fyb' (2 + Re)' D' D 12 / Fem I is / ts))) 7.934376 parallel 9 241252 perpendicular Re = Fern / Fes 0.104533 parallel 0.070329 perpendicular K = 1 + (Angle / 360) 1 parallel 1 25 perpendicular _ Angle = 0 parallel _ 90 perpendicular Fern = 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 tar 114" plates 45000 for 014" 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 5116 = 60000 for 18' and larger = 45000 BOTTOM LINE: 192 # Parallel 135 # Perpendicular Therefore, 135 # X B (4,14 =.242" DIA ) = 1080 Ds of max. capacity Actual load on ridge is 750 Ibs < 1080 lbs. (See STAAL) PRO output file, pg 31, member end forces #62. node 56) FOUR SEASONS SOLAR PRODUCTS JOB. CUSTOM SYSTEM B CATHEDRAL CONNECTION 5006 Veterans Memm lal Highway SHEET NO'. XXXXRXXX Holbrook New YoM 11741 CALCULATED BY Robed Rodriguez (516) 5654000 CHECKED BY Alex Spyrou Fex: 1516) 2189076 ENG. NUMBER 118" RIDGE CLIP CONNECTION TO EXISTING ALUMINUM TO WOOD CONNECTIONS MODEI Z=D'Is'Fes 141K 527 3438 MODE III Z= k' D' Is' Fern 12.81(2+Re)/K 358 1103 paralle' 229 15 perpendicular MODE IV Z = D - D 13 / K'(SORTU 75' Fem' Fyb / 3 / (1 + Re))) 495.6215 parallel 313.5868 perpendicular WHERE: k =-1 + (SORT((2 - (1 + Re)/Re) + (Fyb' (2+ Re)' D ' D 12 / Fern / IS / ts))) 9.570222 parallel 12.46534 perpendicular Re = Lem / Fes 0.104533 parallel - 0.062924 perpendicular - K = 1 + (Angle 1360) 1 parallel 1.25 perpendicular Angle= T Parallel c, perpendicular Fem = 4704 parallel for Wood SPF G = 0.42 - Fem = 2831.553 perpendicular D = 0.3T5 unthreaded bolt diameter Is = 0.125 side plate thickness - Fes = 45000 side plate. To Match Charts'. 58000 for 114" plates 4500D for <t/4" plates 3BOOD for aluminum 6005-T5 3000D for aluminum 6063-T6 22500 for aluminum 6063-T5 Fyb = 45000 screw size: for 114" and smaller = 70000 for 5116" = 60000 for 3/8" and larger = 45000 BOTTOM LINE: 358 # Parallel 229 # Perpendicular Therefore. 229 S X B (318' DIA.I = 1 B32 Ids of max. capacity Actual load on ridge is Ids 1205 c 1832 lbs. (See STAAD. PRO output file, pg. 7, support reactions. support node 13) SOUP SEASONS SOLAR PRODUCTS SECTION PROPERTIES SYSTEM 8 PURLIN NORTHERN PINE 4/24/97 PURLIN,DWE 1.677' 3.125" 1.448' 1.125' 7r- 1.125" 2.25 " REGIINS Area: 6.356 sq in Perimeter: 11.366 in Bounding box:. X: -1.125 1.125 in Y: -1.448 1.677 in Centroid: X: O.D00 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: 0.00D sq in so: in Radii of gyration: X: C.B33 in Y: 0.665 in Principal moments (sq in sq in) and X-Y directions about centroid: I: 2.812 along 10.000 1.0001 J: 4.410 alono 1-1.000 00003 SYSTEM 8 MODULAR MOT FOUR SEASONS SUN 8 STARS ROOMS 1*101S U N ROOMS ENGINEERING AND STRUCTURAL LOADING INFORMATION E EF ECTI VE 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 E%P.D MODELS (PSF) (MPH) (MPH) (MPH) (MPH) (MPH) (MPH) MLT-9 43/8" 3'-0 518" 45 170 130 115 140 105 95 51/2' 3'-05/8" 72 170 130 115 140 105 95 MLl 12 51/2" 3'-0 518" 35 140 105 95 125 95 85 7 3/4' 3'-0 518" 72 140 105 95 125 95 85 MCI 15 7 3/4" 3'-0 518" 48 125 95 85 110 85 75 91/4" 3'-0518" 70 125 95 85 110 85 75 MLT-9 4 3/8" 5'.1 114" 25 155 120 105 140 105 95 5112" 5'-1114" 42 155 120 105 140 105 95 512' 5'-1114" 20 140 105 95 125 95 85 ML1-12 7 314" 5'-1 114" 42 140 105 95 125 95 85 MLT-15 7 3/4" 5'-1 114" 25 125 95 85 110 85 75 91/4" 5'-1114" 40 125 95 85 110 85 75 BX, BL MODELS FX, FL MODELS HIP GLAZJNG 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'-0 518" 45 - 170 130 115 140 105 95 - 5 1/2' 3'-0 518" 70' 170 130 115 140 _1_05 95 MLT-12 51/2 T.05/8" 35 _ 140 105 95 125 95 85 7 3/4" 3'-0 518" 70' 140 105 95 125 95 85 MLT-15 1314" 3'-0 Wll" 48 125 95 85 110 85 75 9114" 3'-0 518" 50' 125 95 85 1111 85 75 IN SOME CASES LOADS FOR HIPS CORNERS ARE LESS THAN ADJOINING UNITS ILLINOIS ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT nFLAWARE FLORIDA \A GEORGIA IDAHO. ~A..y 1. / "'i~ _ _ 1 v I/~17 INDIANA tOWA KANSAS KENTUCKY LOUISIANA MAINE MAINLAND MASSACHUSE*IS MICHIGAN MINNFSOTA MISSISSIPPI J ` MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEWJERSEY NEW MEXICO NEW YORK NORTH CAROLINA NORTH DAKOTA OHIO n NOTES T~ rnr it 7`'./ 2 T1 9" 1 11 ROOr Rnnras nRIF LUF LAMINnTED NORTHERN PINE 21 DFAOLOADOF ROO- SYSTEMIS TPSF t~ L% II ALL UNI75 SHOWN ON THIS PAGE ARE ACCEP TABLE FOR CONSTRUCTION IN OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROL INA SEISMIC ZONEA i F TI0NARE BASE NLIIN 'RIIERIN ~a1 DEOS BASED ON AN ENCLOSED ARE E ITHIS SUMMARY PERTAINS -0 THE STRUCTURAL INTEGRITY OF OUR UN17 UP ~1 lV~ / Z ~ y bOBUT NOT TINCL DING, THE E CONNECTIONSTO THE EXISTING STRUCTURE URE A DIOR NEWC CONSTRUCTION SUBSTRUCTURE dl NDIORANYEWND CUNIO LIEXISTING OESITU JFE IN ~HF SCOPE OF WORK FORTHE SOU TH DAKOTA _ENNESSEE TEXAS UTAH VERMONT VIRGINIA PR NOT INCI D OTHERS FOUR SEASONS ODUCT E ENFNL,IA ANN D MUST B BE E DESIGN DE DE SCO51GN SIGNEPF O FOR BY DOES N OE-NT T FOR LAD TH CONDITIONS FOUR CREATER SFASON5 II PRODUCT YS j/ //r{~ ice?/ ENT TO THE FOSTING ST R SE MAY INCLU ~.j v( 1~ 1 _M11 ATTACHMENT TO THE E%ISTIN STRUCTURE THE SE MAY INCLUDE E SNOW i T \Y. 1 DRI FTING OR UNBALANCE SNOW LOADING. ANYSPEDIALLOADING 1 ~~i"e~Y CONDITIONS MUST BE EVALUATED BY OTHERS. B) FNGINEERSCERTIFICATION ICERTIFY THAT-FLEE ENGINEERING WASHINGTON WEST VIRGINIA WISCONSIN WYOMING Dc SPECIFICATIONS HAVE BEEN PREPAREC UNDER MY DIRECT SUPERVISION AND THAT LAMA REGISTERED PROEESSIONAI ENGINEER IN THE UAUH SHOWN BEEF HENCE NUMBER 12n(I NDrU+ AncritA'i?rt^"t7 lit oorsi, outdoor Livirig••• ,c,L ALUMINUM DESIGN MANUAL REFERENCES FOUR SF k5ofAS SOLAR PRODUCTS 5D%velern" W~ml "'own Ne,-f * 11791 MdbrO,b- (O1156yiDDD F¢ 1631) 276"9076 o~ 9 u N _ ,p .w1MSw IN ~ TC Owl P W ~ ap e °o E G +g gy g y~ g t~ t~ r coo "no v°a°°e 9 -4 °gg °°ggae$q °°ee~ bg $ b~c carti b~4 g LL g LL X11 va' ffi P P g b ~-0 ' a g gee se i o tUJ11 na$e Bs~ ~w rave T: Qz m a y~a~aTa:3 rre 'aT f ~ a Y p{ dad P}g .1~0 d X91 YyaCl )AM Nil 8a hi e ad N E+ s aula19 O aa:aa'3 as aaT~ YyVMY~VN yya ~n N NN,~ ~ nd aaayra G O TOP OPNOJ. ! a a e s + IF ICiA 1210190 r C a a tiyaoad: aU a~~. yeT~g..6 r z ~~ONY J s adl'~J Z C ~ d usi T + L N rau ya8b a. E.° yy J O~ O O V N J 1 N° N?~ J w~ ~ O W N w y u N u ld Y h1b !1* N VUN~ YNi iM`,jJ ° 1 N O VV Y Y p~001~N YO YN OP 1N J N V w~ M UN .M. j.JNO¦ ! AY v ~ 00 00 ^ 9 neee a°Pp°~°~ ~ea eceed Hose sa ' 88888888 Rv U°E a a f:.- 8888a 88 88 8888 » 8 888 888888 8 88 888888 b J N N? N U Y K .A b ~~11 # b a A e #6 # bi~f ~#~#b~, ~i YM kYp a J NJJ 33 A x J gy J 9 y WWI Q ¦i¦ pi fix n 31 ° r n mp A ° 0 6b JJcoo bgB c .Q a a~ o00 ° te~'8 (CBS&~ ~t~a~r~2 LLb ~i Qm 19 ~3 s s s s °s o R a mv_ tA rig V Il l J J J .I J gig yl ° U CE ..cc&saw S a i U c a J. 3.N 8 8 a. • C agYCLMMbIb~~~ A IAA } nd 11RRYR N .9LGLLR fdMSY13tl'~ n li li Y s Y tl . q y NN ~p tj y~ 8riuu~YYw d 0C1a 19 91Tj FaL p y Q N y(~y y Nq J 001NNCON N VIA7~ NNNN U OO~~Y. r p P N U N N N ~ ~r C d NN JJJJJ Yy~Olstj~w gpUUAJ\.O\ C IF I~J.} YNYTOIN • L{ G y UA 88x8 8 b a a a ayti ~I tit, Pi Is q y y~ YyD10t01~1Y'Y r a a' Y 8 y1y"1yd Q JgJ Q y y s yddVd Y as FA o?d ClV tjsl0 p+ V O N V J+ J J+ s a 3 g n11...°ONFi. Vrs. °..~1 V nu4 t1 0 g i a tj V:,vsae~ 1y 1j+~ "d N Jpp g (S 6 0 ~ j v 06 JJJ Jee n J °O 8iiiiji? 8 J"J++° g ~~888888 B 8o88g8s of 8 8 N p e s o v 'pee ae,a'?e ii ?i i~. N ~a a s s e 8 asp eases a aaeaaea ea6esas - Adlk Fie angles. sloe ants K% deaA be the sum of the %"dit 5.1.1 a Spacing of Stitch RFets, Serest and Butts of the lens ICU ft thidasea 7bc ramvc fm bde in vPPorw in Nvebs IcZL shall be she sum of the 2~-M from the bad of the %where no u roan. web P1alu an m crmtatt lherc shell angles, less the thielmt= be vial riv=seers m belts w malt Ihcm am in untsoa Fm sPLce mmbm Ilse 1)&b ess shill be onb then pan In eomp+essim membcs, she P'te' and F4"t of such rrvvs of the thiel'ness of tbt member"has btom dc+c3oped by es hubs s1,e9 be dcmrminrd as outlined in Scc6me 5-19. le ri veer as bolts, beyond the section eomadord session tarmbes. the n a:imum piwcb m rage of sucb TivM sewn R bt8o shed ale aQtd a distance. ID incites. equal 5-1_7 Efrectivt Sectionsof An les to 3+2b. Cm fence, 76+ 2D) in w•hicb r is he tiirlatss of the if a diseoadnuom ar.;I: fsrgle m Tirtd) in won it oussid` PInes. eonsee,UA to am sided a ram Platy, tbt :!'trove "a Distant: of Ri••ets, Serwt or Bolts srltiuo shag be ae no action of the countered let plus 5.1.11 Edit one-third of INC aeman of the omsum ft leg Unies tba 71tc minimum distance from the erne of TrtL ever m outriandint let is lameard by a tut antic 11 the laaQ bolt undo eomPm:d stress w rite care of tic shin Or shape MUM. t a effccfm m pumium shad be the mnrt net sccti® toward which tbt: Pasture is dirrttcd shill be nice the of the anrk. The lot wok "a be sicsiracd m dv-3oF a noenitul themes of the rive), s=ew er bob %t= using de least one-half :le anal load is the membe and shall be a>fow,", baring stress shown it 7abl% 5.1.13-1 and -2. conn=ed to tIx» mmebm by n Ieaa twv fames' When a snarls cart distance is used. tic a3lowal k btwimt For doubk antes Placed lo:1-to-baa and mwczcd so stns shd] be mduerd by tie Tana aslil wits dis- botbodtsdaruse plasc, for tffc=31e00 ar--hem:ball be on,=tlw-iet tic fanrnes diem=(Scr Swum 3.4.5).710 ib6 ens scam Of des cmmc=ted k-P Plns Two-thuds Of the 1'e &=Ct sill nut be kss dm 1.5 times 133C fasL~ sum6mo of live cmarading le¢ draw,-ta m crmded. sb=e4 cared m9zd at Plmed Fan irrumu m job= of Mminnoeu angles. tic rBe- tares doe nn ors:ba It for pm a_nems) ton it% deducdow for holes` 51.12 Slim Rim Blind rives shO nm be used matm the grip I= hs and S 1B Grip of Rivetc Sweats and-Bolts rivet-bolt 161=10= sue as ~endd 11 the rsv--mot if the ;T* (rota toiacats Of meal b9tg iao e of manufa ernes - - ri%rots. catty: en bolus taming calailnrd suss: acrd: no, Sdems-L&uonetladumesa.tbc.allv.+bk)oadpcr. Syy3Bollow-End (Semi-tubular)Riveu - rivet even. arbobd U bertdv=& The mdusd illvw•abk - if beeDvw end rioea with staid cos :=dons for a jvS-abk load derided by load shag be the anumal r 11 12+-GrK9D)1 in ebi* Gs it Oe pip and D is the nominal Pordon d. the -length art ns=& tit somrsi of fix riven d ft live: o ee de shall not be tabor equal to the zuen;tb of solid livta of the sha six m mats d The the derimveon, m sPe-''d emboltlf ous pry shall be Witt to msme same IDn wL mans tic buavm of the aril is t lna is ive dimse m from the pLac of Liter. s shat boles .•M be_fel3ed lampleady. ~ed of the r w wd tbt oollerw-cnd and testis pemid':d tbn . 5.19 Spacing of Rivets, 56 -0 and Bolts tbey me vscd is in=Duns w•hM they wiD lens be mbje=md _ w abk taulc nressm ~m~d,sva=bsre~rivntemcssha]lbe3times - _ . the nominal rive deamdc minimum -distance or but m 5.1.14 Steel Rivets svew• ccn=s sbtD be 215 hens the nominal ebmelm- in bu,'11-up eo W Isom nsnbes tbt pncb m the deetiot of Ste] riven cin not be used in d w hum svu nau saes::ball be step tbn the afioa abk sacs w the individ- unless 1be alomi» is to be joined m er] Of wh°t ual outside shety and :baps. armed as columns barint an esrrmsim, rssstmce of the savennt is men s Ttquimaert o yen =Md ttaim+tmros 011(Set cffeCdvc ]enr$ ego= m one hat! Or rivet serM m bolt w•hae the snu--rocs is to be pitrb .=c& tot cs)culned suem The ra¢ tnrirbl mrles St^-tion 6.64 10 the db=-f3em Of saes :bill be sucb then the abvwmbk l;bolls saes: in the outside shots. calculacd from Section 3.49 5.1.15 1,,oc cxe_eds the eileulned saes:. In this ease the widtb b in 1.czkbohs shat] only be used %btm innalled is confm- Scm6on 3.4.9 shall tr perminrd w be taken as LEE what d mane witb rice loclboli msaulamures spdfiwions and is the game whet 1be boll' diamete and bemint arm under the had and ma, m their equivn]em. art nor ku than those of a conventional nut and bolt. r I-A-59 January 2DDD In addition bo t1c reQuiremenL~ of 5CA6on 5.1.11 A, bolo shall be proPoTuU a so this ft alloawbk "I ode is oat , 5.1.16 Steil Butts al r Di boll 1012 descmmcd from the Ion Us" shall be oral n Whnm nail bola we used >L 16 half be Dot-0rp F 1 diamclc o1 ilu bul s local- alumi- a~ The ^Of°w nizd. rncchaninlh' rAmiz d•rix derno'P laim? miculam iv atri N9bm odbc I ~ WO praeaom at later ,j=d. or 3DO series suinlrs n mss c~ cubmittcd nrrvlrat r.,.1ii1 andlaa exaunP We mk Dsed• aq Dinadim to cubstansiam tis cmroaiae rensbabwT al tleR PfOd1pL Gareaeb WAN* d soaau Parr sunward LO s a lonp 9112 iposl 5-1 ] Slip-Critical CDnoectiors skm bwwl rwt aft tbraal 5117.1 General M.t bet-cm alummnum Tn=bcs or b ISSp ZD 195 21 165 2D "t 17 115 Sli -aitiol mrm~s [;ws GoeDrXm DSq P aril o~ mtarbcsl CSC) Commons Researcbal Cour'a m Smbconal AS711 A325 A be iasmn d m develop Oc minimum bob )lu SprcO.,jon for Smcunul Joinu Winj Bt shall - Bohr A 1lobboNe Stress Drs to CL r* as mod>~ sc»m cpmfird in Securao 5.1.17.7• chu*cs bom bez The shear am a b& in a dip-,Mc23 canutCDCO riot) ~ ffcm Cm al~ ¢ tmph amp wm and *1 not engird she a mabk cbrs for 6c °1m' tl obe~ in of su ill>mtmhams3=P=assiem of dumimm and aeJ shall be wbk b:w fee'*t ems 'tea s.1.17e).d+eallDa ablesliPlosd(SC°oos.l.nSl addrsscd• ($e'=DM 3 4S). ortbcdltb• 51172 Tlatrsial 5117 6 W ashers eonar 60 ) Wasbcs sbaD be used undo bob bads and Dnd= as s1baD hour a Alwrninbun used is c1p-etid DS ]JIPa). Bola trbslc )•cld sotaF>e = a lcan 15 Iii P n„a sltall cmoply w7tb ASDd A325. mm shall cDmPh' b) Al a Imt slon~ bolt to err Dm plS• 1 Fal°mu~ A]fK Grade 23L and ail pyy .-esl - crbar a bmo 5116 m (E mm) ibicl•-itb . 7 A563 Cads DA m A57'Jd )ss wwsbc m be shall . _ with ASTId T43L Solo. mm. and ~dboles. shat be osed. ~ p ..idb- ibmn l ezeased by'tLcb As m 7 eomPletd) em= th•amnc f= of 11,s nbohd pan has a dope - a W~te it ASI7•t A C) V 7bve e Plvc norm, m sb- bob dcposbsd Prosssa - PZ= *m 7D \]@ resPre+ m 1 . 51173 Holes rsis. a b~drs3 .weber eba0 be ns~& };pies shaIl be ssmdad boles, vvers5at boys. shim - latioD 6•~a~aldim~om 5.117:, Instal _ d is ae~rdW:c the RCSC sloosdbol12.Drlonrs sboaz is the - ^ -ca _ fQ ~ bole TYPc der nrn a~ Bolo s» ti R(:SC SpeeiJiesum Table 1. Specifimnbr 5.1.17A DesigT for 5trengtb - 5.2 IAetal Stitching Stapks The eMaa stns ® a boh s)a not ia~ -1 and 1>i 3D (7S5 bd ADM-able srmgtb .alas fm mad sm^b i in jtDm be rsubtislcd bm deb a of MPs) for bo)u with tlvmds ill the cbcw P~ wing cs)colatcdloadsshall it the sbcr plane Bob It axord~R with St=tioo 6- =d]w zVemm In baste ~ ovmind cam a LVMt1 w tcsE (yntbr cdbodl.Qca)ofabo1LTmbcmi'Tcocas®~ 5.3 Tapping Screw Connections pamebal)note],ecdthca?o..>,WcbceinFcocss a t5 Tlc 1o110n]n6 Puzu applies m this action sp--•zi5cd in Stepan thread soippo C f2 df imcnai tlhn~ P~ A, 5.1.17.5 DcsigD for 5", Rtsistanct unit lmFtb of mPFe"r`o' abrasion blared will' coal slag to e,fficicm w•hi~ dcpad' on slew loaunu Aluminum curfaax pro fik o1-.D mils (D.05 C - D c nominal sue' diametc SSP'C SP-5 m an n'sTarR Nbnnm n mab) is conu-h •i~ om'To aluminum _ 1~--5s noaimd bolt diamnn film N Panned nrtl smfaxs with s m= ,mum d 1 eo fheimu for D. - t mils (13.1 mm) ttre Clsa B Nfoces. Shp anz with the _ nominal washer d~am'.tta other eurfaxs ,ball be de=mined io axord D. - RCSC Spccificouon Alp--ndis AA 20DD January 1-A-60 bC the lciso of lama of ds momiro) "S)lff diame'e ar'd P. t]'alf D~ a Itq.53.1.1 =1 so%% had mtlnba is P., . z ICnLIC "howls of F•' eoa'taa wi$ the apew ?xad F~ z tew mhinate Oren. OCR m p. • ZF~ Dy n conta0 cr6 ft ts+cl rls° r fEF ~ Da To Lht s I.4 P. sha]I tern t„ F e ta~ile yield soe't; E in t:m'u'=wid'tbc 53.].)x) F ui i b d oa munb7 P.~ . a_u D)V F..t • dntbmo ..'~1m a sc" ^ mmMbc Its)1Q n 1~. 53.12 Shrs>• io Sarwts Cd tM std chaff bt dtus- ^ fa tm of aa1n]'.3D 7k dumsa sbus oP'~ able sIm c da°- ellow•sb>• stirs 1mt's PQ s>zc~ minrd by IOU m Sncnon 5-].] by de fm= of stJet7 P~ slrs menrtb pQ ~ w bl: =rmacmdint to S'Mom S. t1l~ ?v n P w s~r~ f 3 p~ a nO ions P= s rJpaoA' td tbt s=tw 53,a not be )cu a aDo.-Wt tam P. a ntamital tye-k sttv'~ 1~ c7rw' 532 Tension t IL-ad at da P. saav _ t Ant I"a" be IL-ad P. nomiol P"D svcn~ P° sTrpca Q wsM• .resbv Y smolTsshes td>~Is p, = nomonl va toumn wrtb the tTia> = D, a'M jlt f ~ nm d P. slylu~ r a =J3Cn dod m~ ma )~D~~ f~ shm ¢co of ln~bs nOt is mataa w-itb the f~ - IE9..`.9.2-1) t2 z iln.b Cd Bid Pa~-mixd I-6 d fa * a p'nC UV" P~ pp. bZ M s 3 2) Ica= no incl d 6, b-30V and 53 , im it~vnm m) sat:ws wML dizmoc D; sfic bmM fbt tbrtid-fo[mID -53 not run-0Pnvt TI- svcn, b. P,. fm pnllinL a saw - - 9 off M (63 Tbl - ~.rtb w vilbomssN ® sba be out of a to.-•-adt d pzm is D. F. G, and T) pvcl7. dtsip w S`:ooa for 1]"1<: ttwd` (sue` 4urad T7'1T~ . r, J mm) Ua WD b, bscf P' S iasV ®d ti ~ w a=-md~cz im 0.D5D is f t, s D.1^S is 1O® s cfsIadt ~f'~mD a) (F9- 5321-1) The v.~ _ FWL DO tbt t~ sccoon of ~ mcmiff p-` F•D T, F•a wn m sba TIM nth Te sty I.D] fm D.D6D t- s T. c D.~o is jannt8by t saa' r ] tbron~ S t 4. Tbt ma w•bJt K. ` 1 s wm s t, <2 mm) CUT= bum SayDts 3. w S,:60M 5.1.6. ~ 1 ~ im D-D80 is s t, s 4]~ is shall h- dc'ami~ a p+ (2 mra f y s 3 mm) f m D.1:5 is c t, c D.:5 ia. v W, c t• c 63 VIM) SbcxT 5 -I'ht ib ic>Q ora sball Vol catt~ W 3 ^~ltb bmazimt b) 1.)W1• F~ lr. - D.1: ~ r,) ? pr _ F ro3 - t aDov- 53.2.1-2) ) q. Sc~i faro fm a sm' accmdinE w Da Of 'hit s-~o'a ,b) Is a.:ordinf w Nbr- , t, • ID mm) C) fm D ^5 is t t, .0375 is (63 TM - cnpedioa 5ltesr 53.1.1 cc*~ p~ r:a}tdamd ivtw• shall not u p~ = 055A.4 F-+ 71'e s1'cs fora as follow= (F.q. 5.3-1.1-1) P'.. ` P••)n' I-A-61 where 2DDD January Tht blo=k she= mp = an vo bk from P. of w6ded for spaecd shreds ler• shred rl7es I.B. B. BP. BF. sonic scvr u com+ccuora on a fa0ssrt pask Wilk sben m and BT) and tension oa the oils sepTcm is • o) fm 0-036 in e 1 c VA 0 snm a t, r 1110) fm F_A, i F_ A„ P-. P,D s, Fa (Eq. 53 Id) P.. (F~A,+ F.As,VO, (Lq. 5.4-: ) where Jr. W 1.01 fm LM9 m 1 t, a U-06D in pt}crwast (1 mm s 1 c 2 mm) . F A + F Aryn, (E9 5 Jr.. 110 ftw Lm in.1 1.1 2Ja P, ( a mm : L x 2Jn) WilCC b) fer Jn c t, c 418 Ar ` pmts ara ix sb"~ As,. )?vu am it Umsim p~ . J. :D F, l4hr r.) + 3 _6f1 F~ ls.' 7Jn) A.. net am in simm (Eq. 3323-5) A. • alt au m =mica c) fa 41a a o375 is (41a s r,: g mm) 5S Laps in Building Sheathing (E4.3-32-1-6) p~.1.63Dsf~ SS1 Fydtaps ® 5322 PttII4)oc rmdlaps *a be thoc cgd im Tabk Tye aemsinal PUB-W= svea: b- P~ im puling coo- sS.1 a. n,A modal um nix bud of a avc'•' m Washv, if ~ 552 Stdelaps p~ . CssF~(DW D J fEq. 331-1! Fd a cvmsaL bvw a ~ ~ *t at ccr. im rvoSnL of the cm- v bve Cis t md56oe the d-psds of 5=c 10=6om 0.0 mpnou. aid the me siddxp fm siding sbatl brvc a ita s aDq fassrsm: we L7 fm olmm fastma rJ. D_ is the W ceod m balf ilc ptl lrgc d ft xvx+ bmd d'iamav m do .ash= dssmta. F~ a vap~oidal elsm al ¦ dept! Fm° then 1 >b ('.S a"d sbZ be ukm as WTet than la is (I? »L vua).tbc miaimmo sid-3ap fm born rocEm. and sidiq sbmM aevrlopcd Wid* upW w the widlk ce the aeruwco d'1 S,&= Witb a dgrtb of 53-3 Tension 'm Sarwa Eli= phn 2 is (50 A crPa1 shall be 11 i, rc` m Ym shat] bsr c w, enaLp o'p~o"ta d~'~ 'I'fs ultimate tem'k ~ry the sue' f=_ acre=rmmd bJ- ms *Yij.t *t an° -mblt tmm=-E caPa°t7 i..L.Toding >n aatisi 60=r a wed a=Wft m Scrum 5.1.1 by the farm of safety. rued m bs• tm temdiaf m Sermon G Tbr ulooum 5.S3 Ris"e" is IsPs _ t=MiltURPS=it3'oflkr.=s+'shallmmbeI=thanl=P~ Si= dR12sfi•Tw3ri6in(5mm)dimm= _ n m sbaU be and it sad lrps and sick hpt Maximum 5.4 Block Shear Rupture - spacing for rct)uited sidclap fussy=s akaD ke 12 it. (3DD The blo* S)3=W tttpome aDv.•able ftrr= P. of bal=d mm)- Enmop fzar= s added for the pmposc of imprming - W-itk Lb=w nit sorm r•msn dosme sha111, loytd am'. mvrc tben 2 is (SD mm) from . earm~-vwt ®a idmc park the cad of the sr.•clappat skrs and trasioa an the mhe x--Fe u iz fax F_A_ s F .A_ 5.5 Rashings and Closures (Eq- 5-4-1) F]ashings shall be formd from alumimm alloy' xheet sd (FA, 4 r. Ajm. aWroximatell• the nrm thidaess as tk toofmg m siding nth =-.iu sheet Ualess mririming svmpusmom d =mme otbv- (Eq5.4-2) wise, sue minimum R 12 L=ess a 3ll6k, (5 ran) dismvv p~ * (F A~ + F. Aryn. rrs'm to scant t1u1»n~ to tM roofing m siding- ,January 20DO 1-A-62 Tabie 5.5.1-1 IAINIIAUM END LAPS tai+rlrrer f,.e Loos Sibrrf p~~~ e f m li s rra~ A D"llb d secYS %MIMS. V+ 2m ` IL y~a'r'7 en-a en 6 h pm +.*1 sr Iws - (ISD nerd fins . r ~ t h WWRO than 7*. fK (15D L (lm and US4 Ira tlrar! h rpp Truro kgr Aw OrN' zvwR t m Ira Vt a 04 6 A n W and ! R f ~ r uow Im J1SD rmd and (3D wre v wry I-R-63 January 2030 Section 6. Fabrication c some ck+•amcd tmm^PeT'UU'c Processes. and r lacto7• 6.1 Laying Out paint trim v faint of pos¢loio manta mmnts' CO IL }lolc eemvs shall be amt: punchnt and c toff lien reduce the mechwimj Proptsim of ft ntcal. Since the chind arnb- amomam of the +e ctio. w. t.oy with tie alloy and shall be punched or srn'bed Cemc pan t O" ing Lbku not le used vi ere vucb mails v Id rt~uain m tempt? nerd, n wrL as with the dnwvd tmUpvsams fabric-A mtaerial eryosm do nippy r"be emnsolt d fm mcbaoiul speof miom for de pm==d mmcisL b. A trsnpmcanae tmrcrtiom ihrD be applied -h= ncASSary in the Lyme or Linst d'amasiommi 7hc 6.4 rmptcm Punching, Drilling, and Reaming eoetAciem of e=pantinn d a be taken u O.DO)l3 In derra Fahrsahot (o-axim P° dc;ree Crnoradel 7c font'int mlm for punching drilbnt. nd tvrnsnt ihsD lx observed: 6.2 Cutting a Rivet or bob bales shall be othe poochrd u &Me& L Material shall be dumrd. sawed, cat .i$ ¦ rune'. or Pnmrhinr shill not be used if the lend thi:l.ua a Wr eaL hit earn whicb have been eat by the we 'TCUM thas rte diamna of de bole 7k araoum by of a m.- pmcbcd bok it ids IN= In shaI lx plasod m retnovc carer s+•-k w•hieL ft finish habebe b Inc lid ft 11m! at rte fiai:hed hole s h Cm erires shall le Iroe and sm,mltb, and free from thiclnen of etc Pees ere is no MW lass than 1132 is exce Ve bless m n=sd hrcalt (DI mm). e Re-cm.e-= e nn stuff be irMetrd by d7009 01 to b. The fmished diamc= of boles for mldd-ivm ri%'ns cutting dull be not mum lhan eg >?extet thin tic lamina) d Orx•ren Cumin, LW urn k used tin ahrmiamm aDt'3•s . dismtw td de ri•n. e The f»mi*.d ffWMc, Ofholes fQbm.dCjva irvm than 5.3 Heating jr- Sol more tbn 7% tts= man the nominal d,wnce Sutuco al maternt dull am be Lencd..itb the faIto.~ of the rivet. ire: a:eeptioac - - - - d_ 7Le-&jsbrd tlumcea of Lols for bola std be rant mmethm Il16iz (7.6mm)lrrcibmt6eaomi°`lbah a sial s3a11 lx pvm;tad m le beard m a tn(r-''arms d ~.avm an cord Dpi € ==-mg 4W'F 6P im a p=lod leS diaastce tmless slip nisi . escz-,dias 30 army sum be>ant thrall bt done oily e. If 4 bolo- mace be mlrFcd 16 asbEh the rimers W - _ w33sz Proper type you rota opcrsWon we - bolmthn-sb9b--_rumrd_Poecamtck6otdbolatball - prsstided m insme OW the l mhMiom on=4' be -1tr rejL'tipd Holm dm0 am be driteed it Inch _ fwd time vet ea efi&- ob=e If spv-=al mmaial is a mu mer at In dsnm tls me'.aL AD chips kdred subjected to deemed emp"MM WW= m eaca of - b= cort."int sarfa= shall be nmawd bdme - the fineEoins. be a0ownblc ==a saD-la: rrdosd assaobly. - t~nsit:Imt with urebtttuco PmPem M fed for the mmrial after 1te talent PION 6.5 Riveting h Free 5)= ani-s a0oys with mq=siam 65.1 I)rirm Head prj= thaw 3 perms hol ft whim the temp ,ante from 15D (66 'L7 m 450 OF (•130 'L7 mnn be ne-driv= Lead of aluminum dloy Truce shall be Um'. the srvoided in Urdu m miounmm 'be poss3bM7 of flat m Ile maK-poun T37- with dinmetuiom n Iollmve .,,ievie;ontoezIIU]i=Bnd&VMCTCimmea:IiM&' a. tyaheads Shan how&diametcrmI=ginnIttimes Ile 3MLn1 of lira a tp menonm is a chid fa= in = se»sifsliod Hm forming tie nominal rive diameter and a Lo~mt ,rot)m durum 0< dctermieun the U6trs of times the ttominsl river diametet. techniques mua isdudc quid bes UP m a tnaperimm not to exceed 55D'F (290 'C~ m tninrmmvs loss of b. Cone-point hradi sha have a UDemnn ram 1~ flan 1 4 n mechanir~i pmp *s. Fmma'g mm be smmpleted tim cs the nmUUnd rivet diameter and a hei& m the Mina] before the rnetd moh behra <5D'F C.3D'C} The ncld npm of the rant nm less than D-65 fim~ the ae n of IhC shall that be In cooled m dtup the tmc trsnperamre rive diamctet. 7bc included anFk fi Pet from 450-F (.'3D'q to 1507 (66 n in the mimmum cm,e sewn be epp oximatcly 127. time ppssible to prvum srnsitiratioa January 20DO I-A-64 652 I3ole 1711ng stnfaees droll bt gi,•ea • 11M) mat of Ul"S Tes'aM bituminous palm of otber coatiuy pro,idinG c*,wbb Rivcu shall ft114t boles completely. Rivet beads shall pm=im b_fon installotioa Aboniaum in COBW with bt concentric wits the river boles and shO be in WoPQ concrete ncmsomy shall be sinawAy premed im e coma' with Ur s:wfae of the metal rfaere matiumc is preum and wi"de"n wilt be entrapp=d bmw= the nafa¢t 65.3 Dcfettivs Rivets a Aluminum surfum t' be eabt:dded it cunc er Defeeti ve ri%T UtaD be rznwo oil by dulling. mdin3nly nettd not be paininL unless cmrovvc e'mpotseau we added w the maersm or unl:n the 6.6 Painting assembly issnbjeetedfeweasrndedpeW&Intsoemely conocivc tau+nL~,~'.i. ...::i~:a yr...nial. .•-K Svneturn of Or aDoys covered by this Spec#' calim ate shall be Fiwm obt cent of NilablC gtdip• pamL mrb as nm ordinan)y pained Stttfaets sha0 be painted where >im molybdeat primer conforming m Federal Spo- t. 2D) 4-T6 aDop nc exposed tn wrro've csniromtasu. 5tanem 77-F-6C5H or equr,wltst, or a bury earbttt of dba1S sesisum bimminws pain er shall be %TWp:d b. alureirtum al)tp'pam in it wnuc wino or we fanhaed w.itb a suitable pantie tape oppw in svcb t rawer a tn.'"mated awl munben a anther disshnnv materials, m prervide adequate prD=Lm n she ovcLps 11oRa- e exposed w =Vtorm y Co;rbort =1560M bum shall Ism be =bedded ie Me= w wbii ow- rotjve cos"par=m snob as eldmidesbaw berm added if d rewired by for desiFov for rvsm tf wPPMBM she ahunmtmo will be ale csrioDy stn =trd w net d in the following Sef9erna Painting procadmc •uev+vr d Almninurn shall ner be apotrd so vratsv elta lets come 6.6.1 and 6.62 and metbods of dcmiuL Bad picW'autm in e ma with a heavy metal ruin as copper ss stem are found in Semen 6.7. Cyrssanem and painting Of the ar_uls uo ®m sarosiom of a1wrinum The b=r7 so'Cune in aesdm= witb United Sins M9ite7 meal shall be painted sr Cured with pbtsix m she Spe=jr~tm )d -T-7Dt is ale o=epmbIt) &.m=qt fn= the meal dined e.ay bum the datum 6.6.1 Gontad.ritL Dissimilar AlaterialsZdilumiu®~y,~1 p vcym c Rlb= the ahnda® ADtg' pats art: is rnmma with, W` - w•1>=b sp•_.i5td by the d=sip:r to abam ~trearly ere fanned to cost m=b= m od= dunrallm mm=ials. c@rosivic eamditnmt _ she alunnumo sbdl be I= r fr m du= coma-"t w'id the srr=7 w tn)= di smilc ramcriBLl by Pais"" w foDvwr 6.62 Over-AD Painting - L_ Sseel na'facn to Im pla_zd is txa= with uncoated Sau_-oaa of the oncors tat" M:d by tun Sptdfumm are altt®i'tnn sbsl be painted wilt Food quduy a= lead olb- um-ordinwily paimcd for strf~ proteim (with the costtaitnoE ICI p°uL sb:j n zi= am)ybdatt, aD-.4 exeptiem of 20) s-T6 rite expord m co:ruflvt er linflr Type primer m Renard es with Frdenl SpmiSeatiw mom) or are.mde of pm7aintd alumiams mmpaneau 7T-P-6C5H.bflowedbyTwrommofpaimconsistizz of y,%=rmcurmanwbecxposdmextremely tamsiw . 21b. of dttmi® paw piprem (A57M SpeaSeaoem wE dinio n 0,=-o painting shall be tp=ificd D962-E1, Tyxc 2. Class D) per pDor of vc"isb - mc=TintFea°dsp°G=aiaaTT-V-61•Type ILortbe s.7 Cleaning and Treatment of lAetal egaivalnsL V%= ter nr cemosim conditions me Surfaces ap=trd. oddfvonal prmactim ow be obtained by applying a saitabie Beal- w ether frying surfaces. Prim. w field painting of sauemum all ;Etta to be capable of txlodmg moisme from ft joim during pied shill be a=ned immedimb Won: pabamg, by a prolonged sevia in addidm w Iltt zinc mo)ybdat, meshodlhatw•slltvno"eall din, oZ.peasr,cl s.aodothv aD.-yd ?`?c primer. Aluminimd ba-dip Eah•anittd nt forviya subsmnas eb_oo-FalTa=Ied stay plaid in court= with alu"g- Exposed meal surfata shall be cleaned with 1 odtabic num need to be paimu StainlcE sal (3DD series) anw;,cal cleaner mm as a solution of phosphom geld and plaid in tnma= with aluminum is no required w be - mpatric advert" meeting United Stints ).fDitzry Sprifi~ painted except is biFb chloride containing tion>`fIL_M•10579.Abrasion-b)aningshall Pm btus-2m en,ironments aluminum less than or equal w 1!f it- (3 mm) thicL b- Aluminum shall but be placed is dirt= eoraad wit' r.vrd. fib=bomd m ,he, purrs tru trial thm absurbs rata end most rnrrosioa" n sod tonueu e:annm be evoidc& a insulating barrier betwces the aluminum and the porms mmerial sboZ be innaDcd- Aluminum 1-l.-ES January 2DD0 Section 7. Welded Construction 7.1 Allowable Stresses for Welded 7.12 )!embus with Part of tht Crum Section Members Weld-Affected For memben with pat of the cross action wild-af- 7_1.1 General feae4 the a1)owmblt mus is TTm tar3dilfeeed sox alm)1 be u& m m txtmd 1 is ('3 A A (F~ - F.1 fEq. 7.11.1) mm) w each tide or the Seen= of ¦ wdd. Mv3mtncyl proposia few weld-aff=cd sxal shall be taker from Table whit 3.3 2 utzpt that F_ slues sham be mul4lid by 03. The mod ulna or clanioq im wad-affeacd meld is tLc Banc as F,.. e0ow~bic sveu on tht CmL9 secant, pan of for rroa-w ddrd mural w)kl it wild-affc=d. F . allowabk mrss if on pee of the not &=btm ,knowable tvesm dculmed in aeeordana a•itb ScmmD were we)d- Veined. Us buellm. eonnnms for 7.1-1 apply tx tmwr3dtd meal from Table 33-3 or 33.4 and 1) Members it aw temim with rans+_ w•dds m -hariet prop=6 s from Tabk 331. ss$ecuon tbev amm otss Boa 2) Bearing svesss a weld-offered meal F. = anowablc less= if the =6M cron suaiozw am 3) Colutow a kutms nrppmud at boob Cods with wrest wtid-affected. Use budlu. tvnnaao for s-ansv=w welds affesng their enllrt Stun axiom and me nmcald menial (Tabk 33.3)r ~ardfeu of tee fanhe that 0.t15L from the ends. temper b:f= wddm& and mt~maizl pmper- 4) Coltmmns or bama or mfrs m cwvcd Components ties bum Tablc 332 n=;n the fa )m;imdhW vntb rmnswersn wT3de aficsng then ensue Cross se-- m wilds %mlues for F and F_ from Tabk 332 and shall be muhiplid b3 VS. 5) Fle comptmtrm of mhmens m bums with wl3& m A nn cross arzzitmal wu of a talon m-sob_ or the ruppmrd edr-s m33•. trot flange of it b..sua Pon cross smonal of a col, or etrmpr® w fleng of a ADowable ztnssa for this: welded memb-l shall be ate b~ AlrsmDUTE shaDmodndslepedue caleulaud from ft ame fmmalas m for non-welded of the argot fanber tb= 2rlj from tbt... S mcmb= with tke fnl owing adjusomenm zxis vih= cis the duana flow tbt tenet! ns 1) AMCMable tame fv oval or D=EMI tM00 - m The M=- fib,= (Sr_ nv= 3.4j tbrvmfh 3 A t). b=ing (Se~vm 3.45 nod 3.4.6)_ mod exial m 0onmal compression ar abor (Sneuom' A. r5d-t$eaed cross =3iunal m 3.4-7 am. r-t34.21)with slendcnenkuIhnSrshambe If A. a0.1M.A,abamberataasran. t21a61ate4 using wTJdd vtc3anieW prvputies from Table - 33-2- 713 Columns or Beams with Trattr erne s.Dowabk ssrma for mb= and ewvd Comptman Welds Awra1 From Supports mod in axial or donut! tmapressim or shmr (Soots 3.4-M _ Cantne rers with Traxt;~srst Reds - - - 3.4.12, and 3.4.) 6.1) witti skmdertess grin then Sr chain be aleolated swing welded mdm>rical pmpatim from For columns or beams svppmcd in bmb ends with Ts bk 33-2 ud brttlmg tanswu from Tabk 333 vansve.t welds farther thft OL05L from ch m=nb_ ends trg^arssen of tenp_ bdme wtlding. nand cantitrver =I-& or onnlw beets will vwsr•ene 3) Allowable comes for an other mvnbm and wmpv welds, dloambk rowan sham be dylotd it axmdance m=ess in axial or Dcool eamprenim or sh= (So--tionc with StzfI= 7.11 as if tht enmt cost ctmm] tone wac 3.4-7thrvu 34.'])withslendernrs<grrmcthanSr Sham weld-off` & be calculaled tmng nuo-weldd mechanical properties from Table 33-1 mM budJDn conmanu from Table 33-3 0133 7.2 Filley Wire 4 as approPru¢ for do tamper befort wddin' howea. Fr71er alloys sham be selead from Tabk 72.1. The the allowable suns m tht wdd slam not ex---=d tee allow- nllvw•able shy svess in fllo welt! sba0 6 taken from able stress caltvlattd in aevrdmtz with (1) abme Table 72-2 or 7_2-3 Fm fill= what not shown in Table 7.2-2 or 72-3 minimum rrchaniml prop_tit2 shaD be drum try by testing it atsmdana with Section 8. I-A-66 January 2000 tress for BUILDING T01:9 1111 S 8.9. r...d1r6bN Birm Allable OW < T _ elnn 7V P, at M.rnb9r Of Cempon.nl 7.4. and Similar Type Structures I r r. T 6005T5 Exlrusions TENSION, saw Any lerl.lon rnanb.r I Tlllolwssns Up Through 1.00 In. T IF .!ui' 8105-TS Extrusions ReClmOgl•r lubn..kuclurol .0.1 M 1' - 0.50 In. •h•p•e bom'O nd.I,MV sills ' i Thleknweee Up Though TENSION IN 11 11. I i.......,•,w'•."d l...leN eeAMe, Roural or wd tube. 0 I yy E eARe .Pare r. rr.r••e ..n..... "be,, 17! . mwnb.r• .1 llre.e•rne remain Von 1.0 M. born. weld. wlMel 1.01n• to • wdd. nel.eegon w6M sire - r-. 4 in 6heVee bent ebvul I BHAOEU0 611pM rdrededl eor.iewar. eppy to boo. ben. 1112169 - I E.vdr9n9 7Mf 9b.d"11q eroded w 7.1.10. a J !1 I• On rivets ¦nd b•11s 1 •Far bb•• wFh 01,0111 Wenger wide. •gtoomm R. d • 70. to OP I6 7.1.17, end 7.1.101! .1 .1 6poIT 1? W Q eRARING On not eurlecee end Vim e^d bar's M do1Nd Asnwsbre "Was ow" Woo AewsMe lee.. foM1rd.rwe66 7 of hOlol Allew•Me 0161rdnwn sl6ndorness ILI of on. stroll LlOdl If e.lw..n 1, sad 0r Type of Melnbrt Or Cump9mw7 7.1. eh.Iw.tor s R Ir4 7. ll Je6e11rM' Type of Hrse IUr 70.1 • n,l7.Illhl .0 _ lI.Ol7W11h1r 7 - - 1ve uir.ro coMVne~eloN _ IN COLUMN!. AU bglllmn. Id! IplryMl 10 •.I'l. grass M • M.1.7 71.1-O.i1lM1 11urH1 Voan Flat 1115129 .uppmted sllarg One --y- r~-1 l a _ Ig! N/1NM1' edge. cdumm buckUM •boul • 1 L r-1 10.1 M.11 syrr.r•elry 0,14 M.7.7 0.79 IM) 71 gMMir Flat P11111111 9gp11•n9d OWN am 0.1 - - - 103 111 . 14 edge • r91r1nsl. rrol bUCldrq ~b0u1 IU.! .wY1Ml • •ym.mhy I'll M.!! M.7.1 71.1-0.711Mi 71 M1.17 49mb91 FI.1 pleb wllh both H r L! 9 _ ITS COMPRleeION ~gse sr~~ed f 1 ~1- IN 7.1.7.1 COMPONENT. Bog eec9en or COLUMN! Flo! 01.1.6 wlih an edge g.1 . owp.ned end .MW loge w1M orb.. .IIII•.wr eols•O 7.1.94 ..lees Flel 11ldol wlM both g.z rys4. 111 1;171 j edges sup:= and with FT~ d an 71 71111 Mlernr•dl•1• s70smr 11.4.7.1 =40;Elf" TOs o en b.M.eeee, wee. •1 lu.! r.urrd e. "@I tube$ iWk 1 A9ewIbM Ilrat Ilne/ II/Ildetllhe Ilelldane11 1 to see. AIldw" Ilarldf711es1 Ihmdwlleie Ufm DI n T Shnt !7 Umll It shwa. or ofd 0. 7./. bllleww 61•Iw 2 T1PeOf511101 1~ el Melnba Of ComPe1wI11 11.1-0.111(1 yrr•71.... 91 Z le web belt" b.Id y;l.,: sbq 1 1. ,;.•a,.~... 11 twin.., c fllarq edo H•1-Lm r/._.. R~~ go~ 3.4.10 11-41 7/ tol COMPRBweION Hsund a oval tubes 1 . IN ~.•17 (AIr11lL.N1 Be/1MB, N77. 11 ai.!-e!)d7 alllerne llbef r--IF-~ 1J ,.-'Ty,i r;',',. . t.ll7! ',i-I 4.UIU Bold lalenpuM end -I=d prose ~r7 tycoon round eeotat be.mf . l.a.PrI.IN 1).w-9.74 ltt_.~_ (LrT,/y I Q J 11 r ItMMI ' geslenpuMr blbef and 14 10.7 ' u bit. to Cl l bb/eecoms - Mr. t.1 77.7-9.a M. . ' .UJIIM) 7- 0,17. Fill pldweewvyd~d al I. Ip.J I..I'' oil MI.!) IIMMI.. arr. ed0f we. 13 71J-B.itM- SM&.A) T qtr 11 _ _ - - I{I.!! 19.3 i~~~. .!•r,~ •..i COMPAEe910N Flo, plfwe alh both Ole-:.. milli to, IN edge!wlDPoned ter. l.e 167 o,A _ (R~IIII. R,IIIl71' R 25 in j COMPONBNTB y • _ : '.IL1.0.J7 • ' OF MRAMe, Cwvwd till eW0aed r/`(\_•1. 18.~ •r.ll' y f'~•R~~L~. c'•- (ry^I on both edpa p fe Byceon 7.4.14.7 vrda IIIdlora Flat Plslfo will Onto wipe 1 BrZ co17,pradon), lU10DoeIM and M oewr prosy eesllon wdg, will ftRerryr see Boston 1.4.19.7 c.wslRMlr Flyl N6 will bse7 18.3 w a y •upCOrl/d and will Ml . t.w N.) -1! I M , 4.wntRM)r: on M1/na/dlww y111Nrnr 1 it ' M.IF Fla plays will 17 y I!!• ,w,, U17y1M1 cotlvaeBeroN comtroalon wigs b.e, 4n.!-p.i1M _ .17MI. IN Imflen wdgf /IIPPeAsd it All. !6 M.111 MP CO tp will bet edpff w 1 M. 177 MI or s FI/l of I! II .!/1Me. • . 07 •n.9-11.11/M , Trad 1 • 1evrrroor'•^1 )lplet Ml . M e _ rlder berrdlnq M Fla plow .dl hodeordyl T''F 11.!' 11)WRM1~ p 19 ,,,n, Pill 911flIow, bah edges C i 1?~i 11.7_,_x_.. 'a ; M. e! 1 M. )6 119 proof section -tall M . DW71M11 •vpporlyd 11 _ ML 11 . TT r. 0i r Urwwlb I I^ Z~ .'t' 1 i ~I°r. - •,R.tt llrteq,r,bl s .Nell- eel wiybw 1 li ~nl~ or IN 7leesl t7 - - rln .N. )7.ulA/l . a'. 2' grows slul/n•d 0-1 -fibs I_;I l r~ ll . " Table 2.21 e•• e•.e+. ebvee Allowable Stresses for DUILOING Type /t M~ w a/mPpn+M and Slmllsr Type Structures 1 e181ren , , 1 1+ 11! 6061-T6/ -T651. -T6510, -T6511 TENIMM, adJ Arty 1en111an rtlemyer 4 t EIIFUflOne up thru 1 In., wheel i plats, Pipe, l+ i}I; I Slsyldsrd 6lrustur/I 6h•pee. Drawn Tube. R11c1•f9wsrblbae.a/uehRel a.o-F 2 :~},,1 a,a,Rld elrmq alb Railed liters 5391 rullru/len/ Red and r aMpn Will TEN510NIN 7N ~•>IJ,~II -~fewgowNUwd • wNkl. /GAMS. a.,e.+.•--el kA,.. ~Q~ ,1 WlR wff as PINK. tR1,l m.n,bfff i l lo"ie,.w wrafw the, 1.0 bl. lit'" net steam "ea f, b.,4 abefd wtak t.IN, 1 - • 4 IN 5 ED BARB NP01-1 I l A In. of • wuM~, apply M peal. buff, a analws1•dNd wuf 6 J7 771, j EM+•rl• M eaadUt M .Nke wou"Fam d Mosow'• a.a. i0. on lh,to and WIN 'Tar IAKUN with NI,•,ndwfr ^•nr7o. fill i a.a.le..nda,a.l/.T.vd? W and en Will M 111o11Nd 6 le . APUwfbff a/m• BEARING On not Hurls" and ph, APaw.ld. aMIM owed" of /,aludwrwuN I of tw.o INle.fdflu /wralw"so /wndwmft IJmll /r PM Whose Lwl Of a.aswf a, red Typo 01MambwOf Ce'"Pamnl 9.4. Nk.sw,wr4ti IIA -r'• flnmlrhl' _ Type of 511191 n.ue .COMPRp//tON 7 Ill . ,N COLUMNe, An CellRrff`f lit - , y,. In tlaryMl ,.lei, loon 17.1 IMI s.onon 11 M-1.7 - - - 1340A1 net plows supported i10i'/ em O - ---1 e IJt -I- ._171 M edov . oMwm• Mlcklkq 111301110 lyl ,.i Ir71f1M1f Moll symmdry olf [v1.3.7., 1l.1 -e.fl IN11 - - Flat pltM tupPwlfd Nbea fee I D.1 T-' _ Ilr, -l .1.. Ill. , • eolurma not busk" about edge p ; f ¦ Symmkrl MI11 77.1 -U.711M1 . 1y~ 71 M.P.1 4MHI _ " g . • lit: M ;Its'. COMPR6/aION Flat 0I611 MM both H -!L. - J If I- deal supported COMPONENTS aN6ecMorl9.".CI IN E OF COLUMNS FINI plaits Will erw Nd/f g.1 NInnWed and Ww adp11 wNh pro11t me~ goil~F was /..Nmf r_ ",10,109,001 boll r 1710 NdeuN offer" ad and wllb P.A. lay m 1 un Inllrrtwdaw NnnNmr RIA.7.1 3312-41.00 R/ (R,r1111 . es"F/J7) 1 IT 71 o Crowd plain nmpaANd n, P. 10' - I! •0.70 •lrr• ~rn~17P, O an both addN6 want of ~~IIt •l ,R/Af-0,0; .,w.' round w M04 Wool AV 3 y gee. ANewablr it .rwear A e w 111111`91116 fiMnd¦men Ails Ill NOW glrn es Lhnll /NtMtlrwIV 18t Type of /Irrrr Type of Member or Cotrtlpotnanl 3•4• /heat Limit /r tllwetrl 11, Ins A, J m A1,U161 11 I~r, 11.1 71.1 • U.17414r, ter. • lot N Slrlgtr troth besmr brut rb001 T1 T tot- p i - 11 .~1..•.. sitting tlls t~f•.11 171 4~,-„>t COMPR!"SIOn (y ~Z~ [f - eecaR•0,/.10 Ruvmd or "of tubes 141 .7J.r•IJr~ .•Rf •171 Inc seAMe, nbwrla fiber r-~1- 7/ Ma • IJ 411's -IIdJdR Mil;v • 79 I I IINI profs Solid redenlgOlsr and 13 Idtilllt.,01 Iscllon round Iecllen baeme -f lot i7F'W.711 IU!•ari/le;a. . IRn ]I,ASI J 7 11 t,d,/ J~7,7 Ise 71.7 4 . r - lLpf,/ J~ 1 Reel¦rqul¦r tubes end 14' J J • Tl6ol ?1, 177• J~ boa eecNOr•e LJ ~ 171 - . MI. 111 I tNMI ~?-1 h• 71' M1 .11.11 Ii.J -p,rJM Not pl¦I¦e euppalad on h T T -1 f 15 nl W -1311 17YIM) one edge 11 L r•l alt , M. 71 M~7J 71.1-p.7rM f10'IMI COMPRESSION Flit weNa wllh both T ^ .17) 64.49t IN sign eupportld R 1 • 111 IrnNl COMPONENT/ R 73 RBI. 1.6 lfl!-It'll II J it IAA/III 111,1111711 OF BEAMS, Cun¦d plaits supponled 1.~ • R, r IOU 1\ 1 Ht II~L 1.f• 1..1-0.11 / RJL (compomrd on both edge under unarm Flrl plalea "lei tine Idea Ba Sseeal 3.4.10.2 eompnnbnl, apponNd and the other E. 5•~ groat eacaon adgf wllh allllonfr Flat plaits with both (T~ Sn agoNar13.4. 16.3 edpll •uvpodld and wIM 11, 18.3 an Inlerm.dlal• tlinwnwr hn ~ It I,w¦w Mh 1.41 M Flat weld wllh I 1' _I ~ SR hll. a.a COMproavil N ee"nor"wen edge live. 'r'+.l-i-T 40.3-1.41M Mt.b .4.IaY1M11 IN 1 I 161. W. I1 lenflon edge wuppolled 111.1-II,I1M Inl•77 13SYIM1 COMpONENTIS 711 MI.40 1f7NIM1 OF BEAMS, Fist visit wlgl both Idea T Tn : 8 - 161 0.051 (cempenanl N¦¦erlad 11 "C Ifl 1 .1 ),wlgMl Ml under banding on Flfl welt havironlal 76 MI. 1117 4111-0.111 M . 171 Toth i5ti '9, Ml.llrt M) awn w9cl efllenrr, heel eolieff dge F 161 - . , 161 J11Jn gnosm aaceon Pupported L - M1J Jap¦a1M1• I7 Mr. JO If.M1-In.IReM Unellllened T „ ~(A M.71t JNpY1M1• "NEAR tlot wwba 1 /.fl /dl o'r IN eF[B". - w h.M1f A!.pmw,hl• _ 11 gran 911119nod net wens T ,~-••-t~ 11 lJJJllelw,hl• eacfea a.. a,l t •O.rla,fall 1' 11 111 Z. I f.f! Table 2.22 sea. ,-,efreble olives Allowable Streesea for BUILDING T1, it abase Type of Membw Of Cempenenl 3.6, and similar Type Structures on t °a 6063-T5 TENSION, E71e1 Any tension In/mbw (Thlfknfff Up thru 0.600 in.) Realsnaulsr tubes. ebuelud -1 U-T tiro 2 9.3 /hopes band around singing 0210 TENSION IN so. BEAMS. 3 11.7 ¦ a,,,, ti•-•i°'^ R..nd .r m., tub.. O HI T E BARD N we wwld¦e owns. . 10 extreme Ober, n 1.0 In. IIUm s wild, nel e"aeen Shaoe¦ band about .'.¦M Vale, I - H • 4 11.5 i 1.5 manbw/ N W." Iar111w ft/ b¦r$.plalas 6HADEDSARS e~ In, WhmVde'en"Pdrtoboat I 5 1 I l Eallaawn .art ehatMe eww N e"0" 7 a.1V, On rlrel¦ and built -Fa ~ with dretRldwe•eN M/¦' 11. WW 3.6.19.1 a" I" R.A. TV. SEARING an e¦I eudma end One and an boll" M arall¦d a 17 11.5 3.4. AIMeeMe flan hole. ASewable fMO fMrrleme// flaodorneaa r ego. Alleeabl/ •1 ulrlan fle.ld¦rmn 1-FRII she.. 1ll"lmll /r ew..wt I, w,a 0. Type of 11119111111 Type at Membn by CemPenenl 7.6. Uw.Va•.w. e. 71s..e 71 n¦•t ll^r' cotaaneeelo" y W0.99.. ]I3Aa1111/rh.' IN COLUMNS, An column.l.7 U/r • 6f 1.1.9.U171UA) R¦INI, Aron h4- 10 IVIryMI Section hie L7 IV-O.311M1 Ia1nM1 T •sd.la FIN pINn supported Nano one edge . oolurm" buu4lhq "bout a H 6J - pnYlMlr symmehy Vale . 111-V.371M1 Ad. 11 n70't?'7r Plot Ogles /upporled a" on' I 0.1 . _ _ 14.11 M•IA . • rf9e9.lilNll r...s'- edge -eolunner1o16wMMINsbavl 'L'+U ...6.5 R /ym 1 a¦I/ M. WI 7RnM1 t-" M.~.rr -11111-n.11f11M1 q ..q 17u'11.1I ' CoMpRieSsIGH Fled pleb with both H r11'l- I) 6.1 . M• H IN ¦dpe¦ ¦uPWad 4.5 COMPONENTS Sao 8BNp13.1.9.1 OF COLUMN@ FIN pl¦In e d ha ode/ 9 t gran nPparled and What edge atilt ..easn ¦Illl.no . so s.anan a.e.a.a m Flat plain with both 9 r2 edges "vpponod.nd with c F •11o A m an Inlarmadl/la /Ilnernr ' IR Ill, 'h . R II n. N ~'A. LI e=Fz", Curved pld w ,/7.71a on butyl dgwtge¦. welif H. of d a. .7 mood ar mat lubae . A Alleweble llre91 6111Merlmll AA0111bM 51m1 Sea, Allnweble l1erlMrnal BNrrdemer6 X11 l1 lkM1ltwn / er Barer C Type 01811161 Type 01 Member Of Cempon6wl 71 e 1 Lbn110, IIr1e s.N D. end P. 1~, • I If A7,(IW IIL! - O.II.16vr, 11 I fir, . lA IL frr )1 ro 61ntf a web beem6 bard 6b0u1 _ T T 6.5 14,r.1 I I 101- UDJAUrr Uhl w I It O 1 j, 0 /Irnng Ills 11/1 • Iw N.rne e, o ne -rta rr., •,n-.e leeewh 1.4,10 COMPRl6lION Reurd of and tube/ 0.~" ® }In.el ILI-0.61 e IN NEAMS, d" TT1 .11 I LIINI extreme I"r r--II- IL! M~T7•U Il.i-0.16hA1 1'+•- Idll)rlLlld) grove Solid reclerg1As and y17 •4! _ d 1.1 y1~7 . JJ 17.7 • U.i6Y1~CT7 . secilen round secllon beams T7 .71N 111.1 -n,Nwl I.rA / • 7e.Fl 7.1 iFFI 9_4 LF nectngW.r hA,ee end •1•..+: 14 /f7.}7111 10.9-0.010 1.1}, ~ 1 I rI '.r bo¦swoons yU~ 6:J. fig, I, _ Ii1RM1 ILA-O.il ld M•IM1 r. r -1 re 1.1 Mr. A.} Ise1Ml FIII Pleils /upported an T r s i h rj _ 6.3 Mr . 11 am edge Il L ~f 6.9. }/11111+1 11.6 - a.aa} M Mr • Jn 161- M.7s COMPREeeION Flsl pil10 With bell ~-'s T B 6•' 6.! IN edge ahgp0rl•d T1M111 II.A •ll.ll 1, At .]I" COMPONENTe II.! A~1.11,1 Ip1(1)11 llrllllll, OF eEAI Curved plebe eupp"d 16.11 6 l,f -U.le X1-1,- .A~1.710 1 \ 1 All/.u.J (cOmponed on both edges Imder un60nn Flat plates wish we edge Bn 81retlvn 7.1.1 t.7 compraesion) tupporled and the plher 6.Z gross eeelbn .dge wllh /IlAener Fill visits with bath 16,3 eve Swellon 7.4.16.7 edger euVpo W and hdlh 1 ' d sionml' MI If An InlernredlM, almoner . bpi •17 11.7-0.IeM COMPRESSION Flat plelee moh 11,9 I,IAl1 ms, L-JHI " 17 A.7 w/•n n.i-g.1r6n 611. It cpmprw IN len,len alOn edge edge eupp0ne has. -T d 1 1 Aft 11.4 COMPONENT¦ "01060 Il.i-II.IIIIM ttMMl 123 all. 64 OF OSAMe, Fiat plate with both ed0a T T„ /1!"•,/• 1 8 I.9 1./ Iwevl Ml 11 ' I 4e craml eaPVarred nn. x111 under b.rylnp M riot Pint with herlsenill ` ° MI 141 113 tel. 770 t I l.l -P.eli,s7 j l,9e,01YIM1nlMle awn Plat etllomr, both edges ^ _ 1.7 Ad grove 6eCNOn enpp0ded 611.0 MLM e.7-O.Iq/M r U.n1lllsned T OT Zu 611.,110 }rJhldlMl S e1lalln n.t•..b. j 1 Js . n..e .a..n..nl' IN wee". a }'J Woes 511flon, I101 .be 21 J.1 s,ll •117 - 9lAMa,111' . section a• - e, I I • 0.71x, ter) I"lL~]~.i~l T 1.1 Table 2-Z3 .wrewebly lures Allowable Stresses for DUILDING TY, A!true Type dl MembaT a CelnpelmA 3.4. and Similar Type Structures y „ i •dd 6060-T6 7EN°ION, evil Any lenren member - • I. 67, FeclmBuWtubes, ekuelutel {.QT1N Z 13 Extrusions, PIpB shepev bent ateund 9110M tulle , TENSION IN a,o SEAMa. eund ev e W tubes Q - 3 1e eraw11a111 en11 b wwd11e n eebmw nn1... ~ a i ' WIIITE BAA9 .00,11. 1rerrw11d11e net voullen grieves bent 1bMd "sell evle• 1 - 1--1 Q In i 4•S ' wrembee M neeeeone Ivrlhw enw 1.0 H. hem a w11J. here, delre eNADlE aAne endr 1dtl'r^ t °I~~ wnr eF13M b been. l Eeaaeel* thel~~/ M W~eW 8,,,11 at Be/eane 7./.10. On,rims and belle For label IAeI chcuwNreAal wOM@. epw BEARING on net salsas and P" end en bdle In Eloged 6 j1 11.1 3.4.lee end 8./.111.1 eppl? M R.A • eve hole) •n.w.lee alma hmdam11le Asmaehle aha118 awwewrr11ev al11rdewe11e 111 see. Altleewehenthle a wlendn"ov urn" 1111 e, a.",von a, vw a. Compelq"I Le. F Lhn110-9 Type of Strew Type of Member of 311'Alviluo, lU a T/ un If 1/.1. Dent/ ulh! ,IMY COMPREes10N 31 PI W 7' • , 6.1 Wrote IN COLUMN!. AN eulumnn 63 , .1 01, drove I3elIMr 1@01an Me 1.4 111.1 -u,46IMI e l l 1 t -U o: ...i. - Mw7u IIMMI Fill plains elmWed A"arr. . edge - cvlul buekerp ebe1A a •I' 6,5 ' - 11sRMr- symmetry evil M a 1.1 13 M.fs 10.1 -11.461m) Fle113181111 supperlad eleq e/re I•..I y,.17 11MM11 ..+U ll. - 6.1 edge - column. nvl buc" ob"'A 1.. a symmetry Wri A,,e!e 411WIN l IM1.I-g.N/IMI 111 I1 M•1.0 H ~ 9 Me61 /10161) COMPRE9EION Fdl pldev Will both edges euPPedld JsL 6.1 IN COMPONENT! e11e Beeeen 7./.eel OF COLUMN! Flat ddae with" edge 9.1 press sumorlwd and ether edge w4h ""Von eellener w11h hem m New swam 3AM-2 W s vu: dg end elm I I edges lupperlM I j 11n lebmvdlele Mlllomr it.A•lea 111et 1111-a.!1t 1/I 11. s.A•1.4 {11111111 Curved pd1A lupeerlad It . /~-y 11, 00 ~f)s R1A- Li~e.ii 11• e1A.S1g ov bath 11dgee, wells of road m over IuMe . ARIweM1 evm eMrlMmeu eA -90 bi Stroll 1 roliff e°e 1 Br Allewehle el.ndern111 BMdlrmrll Until Sr See. Sling Limit If, ewro•" ti ma .T Type Of Membw a Cot" p11nn1 7.4. U4 N Type ofSlretie I,,r.11 ILT-WILM r. Il,r,rl' it 4 N 6lrlgll wlb booms blM .bout - I - - 8.4 101 Some o 11.T - 1.10 r ' Blceem 7 x.10 O ebelq 871. I. Aft .7} llrl a 706 wr 1• 111-0,61 11 11 1lflel l~}O ! R~ 61 All . f! COMPRE951ON Round or Ovid Miss 11.1-11.77 M1 IN BEAMS. ,yl 1.4 IAlll' r-IF-• 7n y1~7.17 extreme Ably 81 13 - 1'7 1f,11A1 O°° BerM r.elwqulmr and pt _'~e 1.l ' 1 Lrf./ I tfT • 1lAO 0,069 ion n rolnld section booms I1 y]r/ 1~7. N! 11.1-n.161 lqf, _ 1~,• llrl.~ l1fr~ ~1't• "]610 Red11n01An lobo and a• 14 6.7 - MI.17 be% VOCHMe ? MI •7.7 II,n -164 M 1!$IAI 1! M/ • 71 Fill Pietro .uppmled an A,7 - 6A1w M1 I „s MI.7. on. 11dge _ 19 MI, 11 11.0-m.1711M t/dlMll 611.74 -,b1-~Ar 8 - 6.7 ~AIAI Ih both Not 111816' wl A.! 15.7.I1.71 A II • IAA 'V COM 1 r PRlSBION II t r /11.71 T I~• ,111 R. R 1 edges /uPPoral Nil 11.1 l r IN IA m,ryrSl0 COMPONlNTB 1G 1~ 1,1.0.F/ tit 1' Curved Pietro supported 1 • A f • AJ OP BEAMS, (comt/0ne" I On both edges g.. so~ o.d.11.1 order unHerm FNI PIe1.1 wilh one edge r 10.2 . cpmpre111on1. r rPPorled end ow other E p've. 1e11o11n „g, rdIh 11111"wr 8.1 Section f.e.te.f F1111 del"wlW both 3 wenMl' 18. edges Iwnorad or'd Wth MI.77 MI•LA 11.1-n.tilM s.NeNMI' wn 1n1..nAdlele eiHlerler ~ 111. Yr• p Fiat 11111191 with II - /d 1.1. Mvwl IIMIIMI •~H-T IT COMPRESSION cemPeeden wipe here 11 71.t • 0.1]] M I7MIIM1 IN lenslen edge euppoo'd - 211 Ary • 71 M Iof COMPONENTS T T" 18 - - 1.] nnw Ml Fiat BEAMS, mug p111a with both edp1. 11 ' 11.7 _ M:'3 1n OP (c.n,,,nlnl Iu00er11d MI • J i m 71.1 - Il.lle/ M llrlllhMl 1111 An. 0 under binding b' Flo 01.191 Jlh hemsadd .7 171eenMl' •lA own 111 I I 1 M MI 11rr• r 1 NA ~ 1111aner. both .d0 L l IP.1 -n.l. g"o, section nrpppned A,] A/' • )1 M IUO 1//11101M=~ unglillonad _ I I Z° - 61.1 ww.lrlr < SHEAR sal w@be - - 0.7 - IN WEB9, e w "~rrw ZI !.1 prela Bllllln•d Awl .•"w T=11 IIL~y 3.1 - I sscw•n w, • w.l 1 • O./ (/,+•rl l 1111JJJJ ' T"LE L WOMIgAL SHEO LADTERSILE ST ME_e- FC)R ST l,1M tSS SIEL STZEL 5x -S IJFJAE Tt'?E DrUIFI EP~A7"r}.DIRHE F n' in. I Ihi ksi Ysl in .2f2 33.7 ~5 D 265 768 s 6 U 5.5. 03"sE D.D75 I I 55.0 t7E tB S.S. DtK ID.D2i 62'12 53,7 5`0 «e ma C t D S.S. D.79D Q.@C G ~=7 :3 ~ 55.D 975 1.5E J& SS. D212 D.p4: cB0 53] 55.D 967 7E`_5 v4 ` SS- 025D D.Dac D 1*BD 55.D 7257 2ctD 917 SS. t" D.OSc D.SDD 4173 5=-.D 277E 37B' S.S. D.o75 0.77D t)-E25 .3.7 5 5°.D 3BE9 147E S.S. D.5DD D.795 D.750 '3.~ 55.D E7D5 755ry 3r4 ` SS. U-751) D442 7.D00 3S. r.r'EF;ENC d ~ d ~inleEs {5 •e! Sttu=tu 1~IJr_rtvY~s fS_E-6 9D x 29 MUNTIN CAP A•4MXB INSULATED RIDGE CLIP FIDGE GLASS CKB106 a•3FRG RIDGE BEAM _ CUP TRIM WNBRCP INNER CAP A'BIC ROOF BEAM BCBJ GOING CAP A BGC 2 r 6 LEDGER END CAPS (BY OTHERS) C•fi110 WALL BAR ROOF GABLE FLASHING A'6VYB8 A•9RFT GUTTER END CAP FACIA 7.125 _ - SAVE GLTF ER ASSY STRAIGHT CONNECTOR A• i A•ESC - ILL ' A•7C5 ABOVE WINDOWS a SILL A•7C5 2'-6' OR J'-O' MODULAR WINDOWS ASSEMBLY WITH 10• 5' DR 6' OR 17 1/2' TRANSOMS FRENCH INSWING DOOR DOWN SPOUT. KF1 7.999 1G®II7I~ ~~~®13~ SYSTEM 3 MODULAR DWG. NO. BM-01 PAGE 1 0 ® ~IIJ~1~3®©PIIffi EXPLODED VIEW DAIS: 17-20-96 or 10'-9 1/2- 1 /2' 1i ~ i I I 9'-5 1/2'~ 15'-6 3/4' Y®gR5~©Iya SYSTEM 8 MODULAR ELEVATIONS ° N° B°-°5 P"_ 5W1V1NLLUoms GATE I-1!-97 OF I um LD1mM AIN C+BtL 3 13/16'--I 3 3/1e'-?--~ 3 WC8 7/e C A4 QA3 GNU A8D-W yc FINE )/e aAS repo as Bic a31 7W amt mAu EAAE R L~ "An 4 3/9 W-aw 7-IM ,Qffi1--7 Ri air u m mci j rmaarslsu an rum ou wu an amnalax ers m mxos) ' lclae aiss ExAraao Ab6 / xxxoss / ~,o x s/e pgfLL 1/i IIE}P Ilab AT W1 aw e,~ 9Ef rAw rom_,] i u xs m CADor a i K 38 1/3 ,1x202] 59 ,n rixmx SLL J6 MNIDP monm N rEx numb e1 3/e Ea a, 3/e ME m SHE F=Kc Nf1DOF5 3~ r ---1- nxow E1au ecs I ue w mRx ~(m MUM Cp (srz ~ _ etsE'AUi xi E/e u,Exw EelI31f 21 ,/2 21 P.LT B EwI ) M mxws7 I uu: sous ' Ixm suwum) I ~ lum (H Exloa PUED) - suwum) um wlmx -i ~uxrt ltncmT 3>.ulxluc FRONT WALL SECTION GABLE WALL SECTION 0 n~,4FQUR SFASONS DWG NO BY-03 PAGE 1 C'vCT(-11 0 IA/lnl 11 A D I) WIAI I CE /'Tlnl,iE' R L F a t~V I I ~ I r s N' ei n ' r ~.n e/e' nc uar idtm L~® l EZA.~gig TITLE - LINE 1 owc - acc ` ® 51,guw Ocff) ~S, TITLE - LINE 2 a~ i s/a• .2h i .750' E7 3/9• 5/E. 79 3/4' L / i - 1• j j % 7/E• x 1" j 0 TITLE - LINE 1 owc uo - awc ` ra* FNI TITLE - LINE 2 °"'F- - OF A ' ti.. ~IF®Na Is ul TITLE - LINE 1 5> HROOM5 TITLE - I INF 2 - DF o[ iF~W ENzz ~ TITLE - LINE 1 G'NLNO LE - sunmouma TITLE - LINE 2 RAIL - ~F SysTEm 6 MODULAR AE9UNTi IN TO ROOF BEAM CONNECTIONS NUWTIN F4UM INNER CAv FA•&c INSULATED cuss 310. a/B' PP u ms Y•201I WDOD BEAN -7: r CWING TAPE HR1009 i TOP VIEW STRAIGHT. BAY SECTION "0" TOP VIEW ANGLE BAY SECTION "N" INSULATED NUNPN 10 t 1 1/1' TEl( yDyO !10 1 1/4" TEL( D~ H• 026 ay N•2026 si~ NO E S TE 71 WSUUTED--~ GL1SS 7 CAP A•BIC L, Nro00 TRIP Y' INNER CAP A•BIC WOOD BEAN SIDE VIEW ANGLED BAY END VIEW ANGLED BAY IFOULE NIAR TS oWL ND 5C-26 PAGE 1 hum(DOM SYST-V 8 MODULAR VUNTIN DETAILS Dr,6-1 96 of SYSTEV B MODtl6.A,'~ ATTACHMENT DETAILS ~UMD UNCm UI IENCIN I 7/16 s/8' FOR JG' &n i 5/8' JD s/8' FOR ]e' &n , Iro' R/iG' c+at Nw m cuEU acts RM•. ie9 REW nt. ID-24 , , 7/3• PP N2 151 I0 i/3' as MN3004 vooD -TRIM \ MUCIU.E C1A21NG Man EPmNC 0.71 To 17/1 je . 1/3' RNSNLL TEK swE.s o• 0: Et INS c~ Iry' SF;u 7 I O (aw amts) I INl'Ji oW ~'aIC Alltw- T AOEOGATE FATA7S UNIT vEM F ~_M sr ac FIG . , ,/2 iq IPPROX I' 0.C PG v5 NS O -Rs) (BT OMUS) NN2i MOOD F I (9Y DINERS) ' SN¢ S@U.°ME RDOF BEAM U A wooo cus_Nrn MNJ.. 1 WALL, BAR DETAIL SE=ON'B' NO GABLE END SECTION'A' - - - BOLING MY OTHERS) mmw SiRUMfiE JAMB ExlENDER y . \(1 p(1 F1AS4NG . MIOW (t~ (8' OTIiE6) (BY a Mss 7 GSENWE GUZING T r~ TRW I'eGCB TRY -~-•1 RIDGE M 06 NSOUiEI YRiRG ` L .cc I I' G NNEA LIAaAC GP ~•eIC • ~1 ~i~`a I u .aoG ROOF eE+ !5TRIP It f,~' t _ RIDGE SEw IF as TRIM 3 . e EBLLa / BY OTHERS) RIDGE 9EA)J CUP C I06 FILE OF SHEATHING Wn TflO1M 1 I I lx~ I MW ®NL$~ ~®IY~ SYSTEM 8 MODULAR D%CNC BU-06 a= - 1-15- CF lBuMo ®P4~ ATTACHMENT DETAILS n s/ AS-5727/3300 STANDARD COMMERCIAL TOLERANCES FOR EXTRUDED BA rsT ym FOR I I r . AS RCS. NCI. R{RRCNCl ONLY CCMTRDiD ~OUCMTS d MRiM * - INDICATES ACCEPTABLE LIGHT PAINT COVERAGE EXPOSED I 1 I I 1 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 x , E4 TED Ea ~Ep{y R/DY W CYgAi10N MN lpu b ENfy Asw x f Y Axp RE,ERENCE ERILY ASTRO DIE N~ 0.125 ' (TYP WALL) ~ 1 000 ,3.000 y 0.483 SO.IN. 'FT. 0.580 LBS. SOLID ASTRO SHAPES, INC. PER. 7.936 IN. CLASS 65 MAIN STREET STRUTHERS, OHIO 4447: IN. TOT. ' PER. -LE 3.15 IN. FACTOR 13.692 APP. NO. DESCRIPTION FIXED PANEL LARGE ANGLE SCALE 1.5=1 DRAWN N.K.M. FDATE 3/26/95 CUSTOMER TATE NY COST. PART NO. 7KLA FOUR SEASONS SOLAR PRODUCTS SECTION PROPERTIES ST. CONN AND ST. CONN. BSC, 6063-T6 4/24/97 STCCLSB.DWG 1519' ]A09' 1520' 7 t.t20' - - - - - - - - - - - - - - - - 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' 1,687' 1.8.23' 3.51' REGIONS Area: 1.118 sq in a 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 centroid: I: 1.617 along [0.761 -0.649] J: 1.684 along [0.649 0.761] NO. REVISION By FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6063-T5 1 'WY 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.078 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 8562 4 T 90 DEGREE CORNER PART N0. 709 5 DO NOT SCALE DRAWINGS SCALE 1 °-1 ° DRAWN BY RPL DWG- 6 TOLERANCES + , - APPROVED . 07-22-02 7C9 1.558' 3.51' 1.952' 1.958' 1.562' " 3.52' REGIONS Area: 1.733 sq in Perimeter: 48.092 in Bounding box: -1.958 1.562 in Y: -1.950 1.560 in Ceniroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 2.667 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: 1.440 in Y: 1.246 in Principal moments (sq in, sq in) and X-Y directions about centroid: 1: 2.397 along [0.721 -0.693] J: 2.959 along [0.693 0.721 ] NO" REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6063-T5, 6005-T5 1 O •c- 5005 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, 71396 4 T 90 DEGREE CORNER W1 STRAIGHT CONNECTORS PART NO, 7C9, 8SC 5 DO NOT SCALE DRAWINGS SCALE 1 _ 1 DRAWN BY RPL DWG. 6 TOLERANCES + - - APPROVED 07-22-02 7C9-8SC ~JI 5/16' DIA (4 HOLES) 3 1/2 ~--1 i - 3/4 I I 29/32 -._1.-13/16 3 9/32 v i Il- I S i I 12 GAGE 3/4~-- 2 . CAD5' WALL) - 1/8' DEEP x 90' 2 PLACES ^'i f 1/4 _ 1/2 f h 4 -.ooD s .250 4 HOLES EACH SIDE 3/4 1/4-~ 3/4~-- i i ALLOY No. REVISION MaH NS SOLAR PRODUCTS CORP. TEMPER ERANS MEMORIAL HIGHWAY TYPICAL I WALL R001C, NEM YORI( 11741 FINISH PAINT BLACK ANUFACT URES OF FOUR SEASONS SUNROOMS DIE N0. STEM 8 GE CLIP PART NO.CK8106 4 AWINGS SCALE FULL DRAWN B) MT DWG N0. 7 OF 8F- 076 FOUR SEASONS SOLAR PRODUCTS SECTION PROPERTIES WOOD COLUMNS 8SC, 6D63-T6 5/15/97 STCOLS8.DWG 1.524" E 3.750" 2.226" 41j- 1.373" 1.673" 3.745" - - - - - - - - - - - - - - - - REGIONS Area: 7.634 sq in Perimeter: 46.017 in Bounding box: X: -1.873 1.873 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: 10133 sq in sq in Product of inertia: XY: -0.056 sq in so 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 clung [1.000 -0.023] J: 10.134 along [0.023 1.000] FOUR SEASONS SOLAR PRODUCTS SECTION PROPERTIES 45 ANGLE AND STRAIGHT CONNECTOR 84AC,8SC, 6005-T5,6005-T5 8/9/96 45DEGS8.DWG 1.875- 3. 425- 1.550" 1.439' 1.529° - - - 2.985- REGION'S - Area: 0.8594 sq in Perimeter: 25.7992- in Bounding box: X: -1.4642 1.5451 in Y: -1.5495 1.8750 in Centroid: X: 0.0000 in Y: 0.0000 in Moments of inertio: X: 0.9338 sq in sq in Y: 0.6505 sq in l-q in Product of inertia: XY: 0.0118 sq in sq in Radii of gyration: 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 1 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 PIVOTING SAVE AND SILL 7EB,7ET,7CS, 6005-T5,6005-T5, 6005-1 4/24/97 SYS8EAVE.DWG 090• a.ooo' 1.910' 2.475' 1.869' 4.34 4' REGIONS Area: 1.416 sq in Perimeter: 48.115 in Bounding box: X: -2.948 2.791 in Y: -2.736 3.113 in Centrcid: X: 0.00D 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: I: 2.031 olono CD.7f~3 -0.6461 FOUR SEASONS SOLAR PRODUCTS SECTION PROPERTIES SYSTEM 8 4 3/8" WOOD BEAM NORTHERN PINE 4/22/97 438BEAM8,DWO 2.776' 5.033' 2257' i 1.5' 7- 1.5' 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 [0.000 10003 J: 23.081 along I-1.000 0.00D] FOUR SEASONS SOLAR PRODUCTS SECTION PROPERTIES SYSTEM 8 5 112" WOOD BEAM NORTHERN PINE 4/29/97 512DEAMB-DWG 3.34' 6.158' 2.818" 1.5' - 1.5' REGIONS - Area: _ 16.844 sq in Perimeter: 29.722 in Bounding bbx: X: -1.500 1.500 in Y: -2.818 3.340 in Centroid: X: 0.000 in Y: 0.000 in - Moments of inertia: X: 44.816 sq in so in Y: 12.631 sq in sq in Product of inertia: XY: O.ODD 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: 1: 12.631 along [0.000 -i.DDOI J: 44.816 along [1.000 0.000) FOUR SEASONS SOLAR PRODUCTS SECTION PROPERTIES SYSTEM 8 7 3/4" WOOD BEAM NORTHERN PINE 4/30/97 734BEAM8.DWO 4.466- 8408, 3.942' 1.5' REGIONS Area: 23.594 sq in Perimeter: 34.222 in Bounding box- X+ -1.50D 1.500 in Y: -3.942 4.466 in Centroid: X: 0.00D in Y: 0.000 in Moments of inertia: X: 122.398 so in so in Y: 17.694 sq in so in Product of inertia: XY: O.D00 so 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 [0.000 -1.D003 J: 122.398 along 11.000 0.00D3 POUR 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' All REGIONS A.ea: 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 so in Y: 21.069 sq in sq in Product of inertia: XY: 0.000 so in so in Radii of gyration: X: 2.709 in Y: 0.866 in Principal moments (sq in sq in) and X-Y directions about centroid: 1: 21.069 along [0.000 -1.0003 .1 PnF P4'a n nnn n nnm BURROWS RE51DENCE NY W ooN 4340 GRAND AVE., MATTITUK, NY 1 1952 N PLOT PLAN W v DRAWING INDEX Qa o~ S 1 - PLOT PLAN 52 - GEN. NOTES' 53 - FOUND./FLR. FRAMING PLAN Q 54 - PARTIAL ROOF FRAMING PLAN I I U Lu a 55 - STRUCTURAL DETAILS Z Q z C) N ^ ~ N y SG - STRUCTURAL DETAILS I _ - - -N '8°54'0 E 50.00 _ 0 Y D ! :j U-j 57 - STRUCTURAL DETAILS - V U) (D n 58 - STRUCTURAL DETAILS Z z o °L N _ A - PARTIAL FLOOR PLAN I of I O o o ovE RI - SUNROOM PLAN $ ELEV. 53 00 R2 - SUNROOM DETAILS - - _ U) ° o°LC=a= R3 - SUNROOM DETAILS 324 Z) CD ASPttALT DRIVEWAY 0 GARAGE I 'SKY R4 - SUNROOM DETAILS j 5a-q- ° 0 j O R5 - SUNROOM DETAILS Q C,P~ 5T. - W DECK o " a r. EXIST 51 sz' - o FASTENER SCHEDULE FOR SYSTEM 6, 8 C 9 c) FPAME Z C TO E45TING STRUCTURES a FOUNDATIONS O Q \ \ - MOUSE OF NEW y FaSTEN N CING GARAGE \S cCMRONENT MINJ PASTEN5TEIN SPyq~ EES ~ 3 B~, 5205' ~ ~ COLUM WSILL &b' m 2 (MiP ; Q EACM COLUMN ~ I i4 v AsneR o A I b r GLAZ.NG BAR a m zMiNJ z \ N I ro Z WALLCOUMN ale o 2 IN TOP 6 (3' APART) rv A - PROPOSED SUNROOM ~4 C? 30'0 C . (MAY-) VERTCALLY (0'8 3„(4 X 12,6 3416" _ ~1.N ~O X62359 A N0, 'ALL FAYDNER5 51A _L BE 5TAINLE55 STEEL". 28 5' _ ~OFES S1 3 ~I l DRAWING TITLE: A PLOT PLAN )CCOVER SHEET 5CAL°_: I"= 20' ~~L'uH rh' d S'~ FL, 5 1 - HEDGE ON LINE tAP' T~ rt NOTE: PLOT PLAN IS FOR REFERENCE ONLY, I 5 7e°54 2p' LiiTl~fi I REVISIONS FOR ADDITIONAL INFORMATION SEE SURVEY ' 50.00• - - y-- PROVIDED BY A LICENSED LAND SURVEYOR, I LT 21F ( E CONS7 ~I :In 2. LOT COVERAGE CALCS (FOOT PRINT ONLY; REQUIREMENT S OF T`:E J J YORK STATE NOT RESPO LOT AREA: = 14,956 SQ.~. `X157. '10USE: = .575 SQ.FT. GWN EX15T. DEC<, _ ! 32 SQ.FT DRAWN BY: . PROP05ED: = 1 35 SQ.FT. - REVIEWED BY: A5 TOTAL: = 1 ,841 50 FT, SCALE: HE PLAN LOT COVERAGE = 1 2.3 o DATE: 06- 13_ 1 3 5 1 OF 8 GENERAL NOTES Z Ai A FO tuD ICYS lD DESIGN LIVE OFDS Z Z VAXIVUN'. PR S LMP'IpE Pup ABESL 5EARING F?ESSJR FOR "5,T1LDOPFF Sf '.GLASS O to C-1A55 ,.N ITS CON 515T5 OF "'NO PANE OF r;8• '7 1CK E STRJQRAL ;E";°EES '1PVE BEEN D I'>~E7 FOR ° It DEAD LOADS 4':J'IE O r, _ O.; ING FXCA, AT! J " 5 N -0R. %5 SMALL 3- F R-.E'. B LOCAL HCj 5 INO FCIA'- °O'1PJ. .G ~.,..,RE E ' WIPE RED GLASS INE LOADS ! N ACCORDANCE ALT" HE 20 . C HEW '~ORK 5-A-E - 3. FOOTING ELE,A .045 SHALL 40 9E Rc15_D OR LOW-eF WCHOIF APPROVAL OE -E ENGINEER. 'MTH A /B' STAINLESS 5-EEL SPACER EEWCEk PINES AN A2GO J "ILL FOLLOWING L - w H1 . O A5 TM E 300 BUILD,%G C.,DE 3 Z GLA55 CONPCRr,15 . . l N 3 AL I MC 6 (CODE 78) L FAR A2f-ON FOOF GI ASS HAS -IF POI LOWING N '•C v B. OM1CRf_E MIijMJb PROPERTIES : GROUND 54OW -CAD 20 PSI 41 L CONCRE'° SHALL DEVELOP A MIMY d COMPPTS I:c 5 REN'G-H A- 28 DAY5 OF 3.000 PSI. - w 2. ALL CONCRETE WO~RKSALL CONFORM AC1315 SCLA.LIY.RAV RANSMITTANCE -ANCE E = OW, JO% 2. WIND LOAD. N KU~ 3 PLACE EXPANSION JOIN- MA-ERIAL BETWEEN EDGES OF 5LAB5 AND VERTICAL 5JRFACE5 UNLESS CTMERW15E VOTED OLAR U BASIC WIND SPEED. 20 MPH 3y d O 1515LEOLESIDE Rf MITANCE _ ,Yo C. REINFORCING STEEL VISIBLE OJ-SIDE REFLECTI^/ITV = % WIND EXP05L C VISIBLE INSIDE RFFLEC-IVIT" = 25`4 V10CIiY PRESS SURE EXPOSURE COEFFICIENT. Ki 0.85 ' EARS SHALL BE RCLLED FROM NEW BILLET STEEL CONFORMING TO 45TS1 AG 15. GRADE 60 S . GUST TONALITY FACTOR, 0 0.85 E ; 0A RT COE = J8 ~ 2 WELDED NIKE FABRIC SHELL CONFORM OAS M P 185 OR Ate, N1 A497. GUST EFFECT FACTOR. G: 0.85 ~ SOLAR MEAT AT GAIN GAM rOEF-1CIENT = 15 <'+~p 3. DETAIL AND FABRICATE REVIE ED 5Y-MA ACTOR ANC VFH ACI rI DETAILING IS NJAL CCATION SP-66. IMPORTANCE (ACTOR. I. 0 E 85 3 d Y 2ElA' VE HEAT GAIN = 39 I 4. REINFORCING STEEL SHALL LLET 9E REVIEWED 9Y -TIE LOCAL BJLDMG GFEICIAI PRIOR TO P,ACL G r . CCVCRE?E. INTERNAL PRESSURE COEFFIC I ENT. 6Cp= x045 ASnRAE WIN-ER J VALJ`_ _ 25 } R 5. PROVIDE EARS AT CORNERS AND INTERSECTIONS OF THE 54,1/E NJMBERAND SIZE A5 LONGITUDINAL BARS IN FOOTING5 A5MRAE WINTER R VALUE -40 DESIGN WEND PRESSURE (WALL) 33 P5F Q q~. B WALL5. DESIGN WIND PRESSURE (ROOF)! 33 PSF 3 ¢ 1 4. ALL VC56 (CODE 74) CLEAR ARGON WALL GLASS FA5 "HE FOLLOWING b CONFORMS WI-n PARTIALLY ENCLOSED DESIGN AND DOES NOT REOJIRE HURRICANE SMJ'-ERS = W D. 57RJCTJRAL LUMBER MINIMUM PROPERTIES L VISIBIL ITV TRANSML ANCE - 56 L - L JCTJ L LJM _R ~HPLL BE GREEN DCJGlAS FIR LARCH NO. 2. OR SE"E4 JNLE55 OT~ERMSE NOTED WIND-BORNE DEBRIS REGIONS: "EITHER) SOLAR-RAN5M1'TANCE -29 JJh^') Z ex-6c ON THE PLANS MITI THE FOLLOWING MINIMUM PROPERTIES. I) AREAS WITHIN HURRICP.NF PRONE REGIONS'WITH IN I VILF OF THE COASTAL Z ¢ _ JU RA VIOLET TRANSMITANCE = 13 W a t Fb = 650 P51 MEAN nWH WATER INS WnRE'h1E BASIC WIND SPEED IS 10 MILES PER nOU30R CREArR. - VISIBLE OUTSIDE REFLECTIVITY 10 0 O C) ni z z H. ,`c (PP ,RPFNDICJIAR) - 625 PSI 1/151BLE INSIDE REFL-CTIVI^' - 17 2) AREAS WITH A BASIC MIND SPEED OE 20 MILS PER HOUR OR 6REAi ER- z ani c C Fv = 95 PSI SHADING COEFFICIENT = 36 N - 6, E = 1 600,000 P51 IN'HE5E REGIONS ACCORDING -0 EEC-ON ' 609. 4 OF £OI O 4Y5BC HE GLASS JnALL BE I ^ 2 - SOLAR NEAT GAM COEFFICIENT = .33 y / O ttl W Z } i 2. ALL PRESSURE TREATED UMBER SHALL BE Vo. 2 SOUTHERN YELLOW PINE. CR BETTER. WITH A55UMED TD 5E OPEN. THE 5UN:RCOM IS THEREFORE ANALYZED AS A PARTIALLY OPEN 5TRDC-UR_ n am/ ACCT ._E55U RELAT INE TEAT GAIN = 79 O Z ( NE COPPER QUATER4ARY)'REATUENT. ASMRPE Vr NTER J VALUE = .25 ACCORDING TO ASCE 7-02 Z QZQ y Y ;J x 3. PROV IDS WASHERS BE"NEEN ALL TIE EOLT HEAD5 AND WOOD AND BETWEEN ALL NU75 K m u ASMRAE WINTER F VALUE -40 (.n O o ANDWOOD , moo- a 3. LATERAL DESIGN CONTROLLED BY WIND. 4. LAG BOL'5 AND SCREWS 5'1ALL BE PROVIDED WITM LEAD HOLES HAVING A DIAMETER NO' w O ~ d' ,~yt; JCL 1. SEALANT > L n i n RFL GREATER THAN 70 PERCENT OF THE THREAD DIAMETER OF THE BOLT OR SCREW. ALL LAG BOLTS 4. FLOOR LIVE LOAD = 40 P5F. . ALL SEnIANT CONFORMS TO TT 5001543 A, T' S 002306, u) X It 5 AND SCREWS SHA.! BE INSERTED 'N LEAD HOLES 8V -'JRNING AND JNOER NO CIRCJMSTAVCES A5TM C-920 TYPE 5. GRADE N5. CLASS 25. 8 ~ T C BY DKIV ING'M71 A HAMMER. ENERGY INFORMATION. to ~3a tlS QZ/ 5. THROUGH 5CL-5 STALL BE PROVIDED WITH BOLT HOLES WHICH ARE TO ;INCH LARGER THAN J GASKETS R-VALUE 3" SOLID ROOF PANEL: 13.4 F -HE ECYT5- - n 3 N 6v ALL GA KETS ARE CO-EXTRUDES AND ARE SON-M)GRATORv R-V'AWE 425 SOLID ROOF PANED 18.61 , R-VALUE 7/8" ROOF GLA55 PANEL. 4 .05'E go 6. STEEL FOR All ACCESSORIES SHALL CONFORM -0 ASTh^. A36. R-VALUE 3' SOLID WALL PANEL: 13.4 7- PLYWOOD SHALL BE C-C EXTERIOR, DFPA GRADE MARKED OR EQUIVALENT, OF THE TIICKNE55 K. ROOM SPECIFICS R-VAWE 7/8" WALL G1A55 PANEL 4.0 0 G A a nos 5MOW'N ON THE DRAWINGS. 8 PROVIDE OTHER MANUfACTJKED ACC55ORIE5 AS REQU RED AND 45 SPEC RED I ROOM DEAD LOADS G ~F 99 ALLSA9RICATED STEEL ASSEMBLIES EXPO5EDTOWEA HRAND ALL 5-ER FASTENERS. INCLUDING ROOF7PSF N. COORDINATION 3 - BUT NOT LIMITED TO NAILS, ANCHOR BOLTS CONNED 104 BOL15, NUTS, 'WA5HER5, LAG BOLTS WALL4~ 5 PSF 1 - HE CONTRACTOR 514LL VERIFY CONDITIONS IN THE FIELD AND IMMEDIAYELV 3 s OR SCREWS 5HALL BE GALVANIZED M ACCORDANCE WITH THE ASTM STANDARp FOR THAT ACCESSORY. FLOOR' 10 PSF NOTIFY THE ENGINEER OF ANY CONDITION NOT AS ASSUMED. HE SHALL TAKE FIELD A5TM A213, A 153 OR OTHER- MtASJREMEN S AND BE RESPONSIBLE FOR' HE SAME . 0. fP5RICA D 1-EM5 INDICATED ON THE PLANS ARE DE51 NA-EJ AS PRODUGS PRODUCED BY THE REFERENCE 5TANDFRDS: 0. ABBREVIATIONS r NE~ 51MF50N STRONG-IE COMPANY. PROVIDE ITEM5 NOi D O SOUIVALE4 PRpDUCT5. A5-M E 119 OF 'V 1-5 ALL LAMINATED VENEER LUMBER (LVL 5.HALL HAVE TIT-- IOYOWFG MIMMJM PROPERTIES: AS-M E 1300 THE FOUL OWING LIST OF ABBREVIAi IONS N07 INTENDED TO REPRESENT a. H, = 2.GW F51 ASCE 7-02 ALL THOSE USED ON THESE DRAWINGS, BJ O 5L'PPLEMEI,T THE MORE ~P .~\S SP O Y9 WN Fv = 285 P51 COMMON A55REVIA? IOU5 J5ED: c. Fc (PERPENDICULAR) - 750 F51 aL) ROOF GLA55 CODE 76.K VALUE = 4.0 1 TYP MICAL • Q' d. E = 1,900.000 P51 WALL GLASS CODE 74,R VALUE = 4.0 b) WALL PANELS TO BE 3" INSULATED, R= 13.4 2. 51M. - 51MILIAR t- STRUCTURALSTEEL 3 JON -UNLESS OTHERWISE NOTED W ALL 5-RUCTJRAL STEEL CONFORV^5 TO ASTM A36 OR A5TM A572 GRADE 50. L DEFLECTION CRITERIA 4 CONT. - CON?MJOJS (V I ALL MEMBERS MEE- OR EXCEEDS THE FOLLOWING MIId%UM P CONSTRUCTION EA'E"'c 2 F. ALUMINUM DEFLECTION LIMITS lip THESE 7RAW'ING5 DO NOT CO 7 I ALL 5TRJC"'JRAL A-JMIM1JM CONFORMS O TIE M.INIV JM REQUIREMENTS OF 600575 FOR ALLOY AND -EMPER LL DL - LL r:TA V NECESSARY COMPOVEN-5 FOR SAIE!Y EXCEPT AS NO-ED BELOW 15TPJCTLRPL AWMIN'JM: 0120 DURING CONSTRUCTION. ~A 082359 0 CORNER CQLJMN ..6063-T5 2. THE INSTALLER SMALL PROVIDE ADEEOATE TEMPORARY BRACING, SHORING t V M-COLJMN ......6063-T5 b. GLASS. / 175 GUYING Of FRAMING AGAINST WIND, CONSTRUCTION LOADS t OTHER R0E s 104 UTI LIN M COLJMN _.6063 T6 c. FLOORS: L'360 V240 TEMPORARY FORGES 'JNIIL NO IIONGER KEOUIRED FOR'.ME 5JPPORT OF 'ME FRAMING. 2. ALL STRUCTURAL ALUMINUM WORK CONFORMS TO 'PART I-A - 5PECIFICATICN5 FOR ALUMINUM STRUCTURES - ALLOWABLE 5TRE55 DESIGN' OR "PART I-5 - SPECIFICATIONS FOR ALUMINJM RUCTURE5 - EJILDING LOAD AND O, M15CELLANEOJ5 DRAWING PT',E: RESISTANCE FACTOR DESIGN OF THE ALUVNJM A550CIAUOV, INC. SEVENTH tDITION, EFF_C!IVt JANUARY 2000. 1 ALL CONSTRUCTION SHALL MEET THE REO'JIREMENT5 OP THE 20 10 5011-716 CODE 3. IN ALL INSTANCES WHERE ALJMIN"JM COMES INTO CONTACT WITH STEEL. PROVIDE DIELEC-RIG 5E-ARA-ION. OF NEW YORK STATE, THE RESIDENTIAL CODE OF NEW YORK STATE, THE ENERGY GENERAL 4. ALL EXP05ED ALJNINUM RECEIVES ONE GOA OF FAINT. COLOR-0 IS COORSINATED ATT7 MODEL AVAILABILITY. CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE, AND THE LOCAL 5. ALL FASTENERS CONNECTING ALUMINUM COMPCI,EtiTS ARE 5TAINLE55 STEEL TYPE 300 18-51JNLE55 O-HERWISE ZONING RULES AND REGULATIONS. NOTED ON PLANS. 2. NO NOTE OR LACK THERE OF SMALL BE CON5TRJEC AS RELIEVING -TIE NOTES CONTRACTOR FROM EXECUTING ALL THE WORK N ACCORDANCE WITH THE G. STAIRS BUILDING CODE OF NEW YORK STATE, -TIE IF51DIN711L CODE OF NEW SEE NEW YDRK STATE RESIDENTIAL BUILDING CODE YORK STATE AND ALL LOCAL REGULA'ICN5 HAVING JURISDICTION. 5ECTION5 R31 1 5 T; IRU R31 I.5. B.1 FOR STAIR REOJIREVENT5- 3. THE ELGINEER 5HALL NOT BE RESPONSIBLE FOR ACTS OF OMISSION OF R1/lrj10N5 -HE CONTRACTOR OR ANY 5JECON?RACTOR OR AGENTS OR ANY 071Ek PERSONS PERFORMING -HE 'WORK. 4. THE ENGINEER 15 NOT RESPONSIBLE FOR OBTAINING ANY BUILDING PERMITS ANDYCR VARIANCE APPROVAL CLIMATIC GEOGRAPHIC DESIGN CRITERIA DRAWN BY: L GROUND SNOW WIND 5EI5MIC 5LEJECT TO DAMAGE FROM LOAD DE51GN EROS' LINE FLOOD REVIEWED BSPEED (MPH) CATEGORY WEATIHERING PTLI TERMITES DECAY HAZARD SCALE: 5EE 5EE GE FERAL 5EE GENERAL O SEVERE 36" MOD. TO HEAVY SLIGHT TO MOD, NO DATE: 06- 1NOT.S NOTES2 ~,T)~ a>oo Lu c) DENOTES 5MARTDECr PANEL AND zz z 0 - TYPE. SEE DETAILS `OR 5PLICE AND CONNECTION REQUIREMENT5 f~' 3 m m l,X l\ OL T5 DE FACE Ex15T!NG WAL \ iQ 5TRUCTU?-HL FRAN NGj TYP. - \j ~N U a 0 N J CONT. 2x LEDGER a Se j 3 4~5 W II ° p[vm z c z ~r= E2 Lu (I 0-m D w'n °i3 ~P cc II 11 wzin a p ~0: II B z zp~ zz 4x t;< 5m a (n clz lD 'A\ V7 jro R G _r 8 rs 'c Ii ~ a Q I U O c W eII z N tF DROP a C~ m 3$~F m I KB (2) 2x8 KB KB GIRDER KB I m EXIST. _ z I co 0-~II-_ ` N - - - - - N Zc-q DECK W W o ..,q4 B N Z Z N ILL C £sw~..E lD J J II Ln 4_ 56 u a C) ~ ~I N I' N i III d N II II OF NSIVY g ~ P yes say9 O II PEE O 9 II 55 III II / r 2 - C7 W w II DROP II NOTE: 2~F 7-G 7 ?C1 KB 2x I~iKB KB GIRDER KB O 0 59 _ _ _ _ _ - (2) b _ I. FOR INFORMATION NOT SHOWN SEE SUNROCM A @23 \CJ}- DRAWINGS. ROFESS~~NP 2. DECK HEIGHT 15 2'- 10"± ABOVE FI415H GRADE (2) 2x6 BAND ( 3. 5EE GENERAL NOTES FOR MINIMUM CONCRETE ~I. A REQUIREMENTS 4. MAXIMUM ALLOWABLE CANTILEVER EQUAL5 "d" DFAWNG TT.E: 55 WHERE "J" 15 EDGE OF 5NTILE~IEKE UPPORTD MEMBER AS FOUND. FLR. TYP MEA5URED DEFT 5. ALL GIRDER SPLICES 5HALL OCCUR OVER SUPPORT, I ( 4.4 POST ON 20 6."K5" INDICATES KNEE-BRACE5. FOR DETAIL REFER FIPI :M I N G PLAN FOOTING TYP UON 6" 4'- 10 3/8" 0'-2 3/4" 57 REVISIONS ~10'-5 3/4" 6 DRAWN BY: GWN REVIEWED BY: A5 A FOUNDATION # CON5ERVADECK PLAN SCALE: BEE PLAN DATE: 06- 13- 13 S3 53 of 8 n n nom, w-gym >-hn ~y.Cp 'I I - ~ ~ C ZOO ' i w I I I i ~ I 'I I m_ I I ~ I OOz I I~ I I I I I I I~ r ~ 3~~~ cu ti Qa o I I I I I I I I I - I i I I I I I I I I I ~~`~WC~~`~-y~{{~ I I I I I I I I I I I I I II^ r ~ 'xr°: N ~I~~ U u s C T'c it l II z:5 (161 j~~ II I M1 tl 8 L r \ z ? v of - C) ~m NEW 2x 10 LEDGER (J7 s 'z n Q 10 Z zc) u OL Zz _ W _I-J_L_~__~__~_~_ 1__ m W m u p n' N Q p j C) U.) C ru00 > v~ ~>gs,t it N ~ a z O v _ sp, c ~j EXIST. ° DECK ~pF NE(tiY. wl SUNROOM ROOF SYSTEM ~*%S SP OA 13Y FOUR SEASONS P~ 5UNROOM5. 5EE "R" r w I SHEETS FOR MORE INFO. n w i S~ 7-L~S C? OA 082359 FESSIONP I DRAWING T'T.E: PARTIAL ROOF FRAMING PLAN R V1510N5 I I C'-8 3/4" PARTIAL ROOF FRAMING PLAN DRAWN EY: GWN S4 e o REVIEWED BY: A5 SCALE: HE PLAN DATE: OG-13-13 54 OF 8 N >oo zz~m W °zO~ 0 C) m m ~ xx N ~ . J v WOOD F05T - (SEE PLAN) a~Nc SIMPSON STRONG TIE PE, POST BASE O = W _F V g~ CONCRETE FOOTING, n z e a y SEE PLAN ON SHEET 53 = a = m w N V'.g= x FOR LOCATIONS z n a N 3/4" LIP A5 PROVIDED _ N O 0 z `=4 N15-1ED Z z ° d BY FACTORY O m y C 0 GRADE Q tit o - - oX e 0 s ~ ,69 - ,f---- APPLY SEALANT PRIOR TO INSTALLATION OF SPLINE a d - a.a ~ a 0 8,1 NAIL5 @ 8" O.C. STEP I OF NEW 5TAGGEREDEACIT G. aa. SIDE OF SPLINE 2 X 6 SPLINE *\S SPyR O X~ CCNSERVADECK P ~ PANEL Q 0 W (P NOTE: ~Qq X82359 AT 51M. SECTION ~~FESSI FASTEN PANELS TO vx APPLY SEALANT TO EDGE OF DROP GIRDER IN ACCORDANCE TO DETAIL STEP 2 OSB PANEL ONCE FIRST PANEL SEE PLAN- D HAS BEEN INSTALLED BUT 0RAwiucTiTU=. 56 PRIOR TO INSTALLATION OF 5TRU~"~~ ILL SECOND PANEL. DETAI L5 A TYP. P05T FOUNDATION B TYP CON5ERVADECK CONNECTION AT 5PLINE S5 NOT TO SCALE 55 NOT TO SCALE REV1510~ DRAWN BY: GWN REVIEWED BY: A5 SCALE: 5EE PLAN DATE: 06- 13- 1 3 55 OF (5 A A i- WOOD NAILER (2) 3/8" X 3 112" LAG - a y, p o BOL` @ EACr+ COLUMN o z c zz`n?m 00 N N - = ~r ~F (2) 2x6 CONT. TOP PLATE CID 10 2x6 STUDS @ 16" O.C. FLASHING AS _ ui u COLUMN REQUIRED d O EXISTI R-19 BATT. INSULATION STRUCTURE NG ANCHOR BOLT 8d NAILS @ 8" O.C. Ali (i"P) CONT. 2X6 PRF55UPE TREATED SILL .`M3.pt VIEW A-A CON5ERVADECK Q TRUFA5T 51PLD8000 -L V U-j ----i = Z SCREW @ 6" O.C. (2) 2x 6 CONTINUOUS (P/N~ HN6000) z < m W~ gx BAND AROUND ENTIRE g a gb y FLOOR PERIMETER O ~ z c , PAOERVADECK i i `.Z z PANEL T-- 1 ~x v 150LATOP TAPE ISOLATOR TAPE F Q>_~ IJJ r ; d, (P/N: HN3 130) CIL/ 2X4 LEDGER A-TACHED W/ 3/8" Q LAG BOLTS FOR INFO. NOT EXISTING HOUSE BAND ^ ROP GIRDER @ 12" 0. C. SEE PLANS SHOWN SEE IF EXI5T FLOOR FRAMING 15 dr"' D PARALLEL PROVIDE 2x 10 LEDGER FASTEN TO EXISTING O a SOLID BLOCKING AS REQ'D STRUCTURE (3) ROWS 3/8"0 LAG BOLTS C _ S6 FOR ADEQUATE CONNECTION W/MIN 3" EMBEDMENT @ 12' C.C.. BOLTS - p _ NO CLOSER THAN 2" FROM TOP # BOTTOM AND NO CLOSER THAN 5" FROM ENDS. OF NEW TYP FRAMING CONNECTION AT EXTERIOR DROPPED GIRDER TYP FRAMING CONNECTION AT LEDGER TO EXISTING STRUCTURE ~Q( <*~s Say9 y0 S G NOT To SCALE 56 NO' TO 5CALF g G 7 r TRUFAST SIPLD8000 m " ,I W FOR INFO. NOT SCREW @ 16" O.C. SHOWN SEE; (P/N: HN8000) CON5ERVADECK PANEL (CONTINUOUS OVER 610 082359 q A DROPPED GIRDER). ~FESSV S6 R-19 GATT. MIN.3/8" 0 LAG BOLT WITH 3' ~RAW1NGPT LE p INSULATION MIN. EMBED. SEE SHEET 52 - STRUCTU RAL FOR MIN. CONNECTIONS CON5ERVADEE EL 8d NAILS @ 16" O.C. ( DETAILS ISOLATOR TAPE \ (P/N~ HN3130) DROP GIRDER REV1510NI5 = \ ~ SEE PLANS P05T SEE PLANS - (2) 2x6 CONTINUOUS BAND AROUND ENTIRE FLOOR 51MP50N STRONG DRAWN BY: GWN PERIMETER (MIN Fb=850) TIE 5C4 POST CAP REVIEWED BY: AS TYP CONSERVADECK CONNECTION AT GABLE WALL SCALE: SEE PLAN TYP CONSERVADECK CONNECTION TO INTERIOR DROPPED GIRDER NOT -o swLe DATE: 06-13- 13 S6 uor ro scALe 56 CJ. 6 OF 8 w - N b N ~Ccp WQo zz~m N Ln N l X~ LLQ {A O U d w II^^ a~3 1- V/ £ V 8 0 LLJ DROP GIRDER Z SEE PLAN5 2'-0" a - W -TI I o > w _ TYP - to II 2 z n ~'a°-' _ € a XI Z = °o W z z "x 'Suf. R"4 <1 C) EX15T. zx 5TUD WALL ' O c a 5n34 ~I Exlsr. zx sTUC) CORNER FRAMING 8FS~e ago=Q5 CLI EX T. TERI - ~~+t 5 EX OR - s a SHEATFIING~~ - - - LL "°s,o t_s3 XI IXI e o W - -1 i i 2x4 BUILD-OUT F ROM FLOOR TO 4 N E ' I BOTTOM OF NEW LEDGER. ATTACH w/ -f.. ~ of: w y j' Ir' O 3/8"0 INEMBED @ 12" 0 C, AND WITHIN 3" TOP AND BOTTOM/ d 'l~1$ SPy9O ' MIN 3/8" m LAG BOLT5 WITH 3" r- cr - W MIN. EMBED. 5EE 5hEET 51 0 5UNROOM WALL, HE FOR MIN. CONNECTIONS rn 5MEET5 FOR MORE INFO. tP ~ Lief ~C? 4x4 DIAGONAL POST dkN 708DENOTED "KB" ON PLAN5 I A 2359 FYP) + EXTERIOR INTERIOR R~FESSI~NP PLAN VIEW DRAWING TITLE: 4x4PO5T (Tyr) STRUCTURAL A TYP "KB" DETAIL L 5 1 2x4 WALL BUILD-OUT @ EXIST. WALL CORNER 57 NOT-05CALE DETAILS s7 Nor -0 CAL' REV1510N5 i DRAWN BY: GWN REVIEWED BY: A5 SCALE: 5EE PLAN DATE: OG-13-13 57 of 8 n ~~v I N n h W C) c z o~c zz~m 3 D p N Q N l L) vi ~ U Q O0 I -51MP50N STRONG TIE "A35" FRAMING CLIP @~ ,`r. EACH RAFTER m~R NEW 2x6 RAFTER5 QL 3 NEW 2x O LEDGER FA5TEN TO NEW WALL @ 16' C.C. w/ MAX V W'o a: EXTENSION TOP PLATE AND 50LID BLOCKING 8'-0` SPAN OL z q~ $G'~EhL J eFF Sc w/ (2) 3/8"0 LAG BOLT5 @ 12" O.C. w/ MIN 3" a e~ EMBEDMENT. COUNTER5INK BOLT5 AS Z oa-[ - m W E E FLASHING REQ'D TO INSTALL 5UNROOM RIDGE. , i z N Q NEW NEW (2) 2x8 LEDGER, CUT TO FIT TIGHT TO (BY OTHERS) - UNDER5IDE OF 5UNROOM ROOF 5EAM5 W AND 2x 10 LEDGER. FA5TEN TO NEW WALL NEW (2) 2x 50LID Z z O xD 4p`i -c 2 EXrfN510N STUDS w/ (2) 3/8"0 LAG BOLTS BLOCKING BETWEEN m @ I G" O.C. w/ MIN 3" EMBEDMENT. RAFTERS TYP, _ w O o r AGE ^ ~ 55 i o 5UNROOM ROOF i ~ i , N 0 ~ ?ag~az + 10'-8 114" RIDGE HEIGHT i i cn T boa ~ , O c i 2X 10 VALLEY PLATE 119 6 o ° NEW (2) 2x4 i PLACE DIRECTLY ON TO o o CONT. TOP PLATE 5TRUCTURAL ROOF - ° = s i 51-iEATHING 4 FASTEN TO EACH EX15T RAFTER W/ 3-I Gcd NAILS. OF NEW y\sSa~9y0 m w 1 TRIM AROUND i y N LEDGER i r ~ - - - - O08235 1, / - - A 9 RpFESS1pNP NEW SHEATHING TO MATCH EXISTING 5HEATHING TO EXTEND TO TOP OF NEW L.:i NEW WALL EXTEN51ON w/ 2x4 WALL. FA5TEN TO WALL FRAMING w/ 8d 5TUD5 @ I G" OC. FA5TEN TO EXISTING NAIL5 @ 8" CC ALONG PERIMETER FRAMING III EX15TING RAFTER5 w/ 4-16c1 NAIL5 ROOF FRAMING Dw.wm,TITLe. 4 12" CC AT ALL INTERMEDIATE FRAMING STRUCTURAL DENOTES PORTION OF EXISTING DETAILS FRAMING TO BE REMOVED 2x BUILD-OUT BELOW RIDGE AT 5UNROOM @ I 2x STUDS REV1510N5 I{ @ 6" O.C WALLS TYP. 5EE PLAN 5HEET "A I" ~ T~ L 1 /2" BUILD-OUT ---I DRAWN BY: GWN A TYP 5TRAIGMT SAVE CONNECTION AT EX15T STRUCTURE REVIEWED BY: AS 58 NG-TO 5cRff SCALE: 5EE PLAN DATE: OG-1 3- 13 58 of 8 N - h Q z O q z Z ~ M W rL}00 U) 3s~ ED 0, a o L O 3 = k 6 U Z ? Wt`zf of DINING ROOM ozn o Fs m W MI KITCHEN N Nom ~z qz O p[ k.. Z UI OO YtY'L ix* O O 54 d ztr ?d yr, - - 8 m 5 O0 fia _ W G s ww 4i J G EX15T. EX15T. ~I 3040 D.Yi. 3040 D.M. of: W SECTION n 105 UGMT AND 01 5G 5G SP ~O VENTILATION/EMERGENCY EGRE55 51M M105,1 General. Exterior openings required for n)ht and ventilation shall be permitted to open into a patio structure C' EX15T. DECK W corforming to Section AM 10 1 , provided Z Tr+ ~,~,~J .r that the patio structure shall be PROP05ED 5UNROOM f - IP~OA 082359 urendosec if such openings are sewing ~ 1 10'-8 3/4" x 12'-G 3/1 G" ~.I. as emergency egress or rescue iu 9OF NP openings from sleep.ng rooms. Where 1 ESS1~ such exterior opermgs serve as an exit from the dwelhrg unit, the patio structure, unless unenclosed, shag be De MNG TITZ, provided with exits conforrning to the PARTIAL provisions of 5ect on R31 0 of this code FLOOR PLAN REV1510N5 E- 10-5 3/4" 10 0" DRAWN BY: GWN A PARTIAL FLOOR PLAN REVIEWED BY: AS A I SCALE: SEE PLAN 5CALE: 1/4' _ -0" DATE: OG-13- 13 A I of I I n no~~ u-NU~ N EY00 zz~m m w - d c 34J 4 34J x'}fin U*) _•y4 8 U 5F A E2 El Z Q r LL E4 E _ m W 34 34J I- a m .N a xv. n J K V < OY~ ~>m Hg A w In Y A QL) 310, 3'O" w O Z> g ~lllC/// Vim' O cifoo_ ? 01 /C,53tm0-t,4T FIXED FIXE m fie[y D \MCD"NT R3 Z z RS R4 c~ WINDOW 'MIN-low WINDOW WINDOW 0 ~ M O ~ ~ te- ~~NL^ C)_ 5b'g 41J 41J N B ~a rno 2 w~0 > O I ~3 VI > O jalw R3 `I ,wn io w u) S 0z 'vF g RS m m ss 41J rood 411 UL ~x 3 1/8" ~5'-i 1/4" BASEWALL BY 1-10'-B 3/4"-r 12'-6 3/16" FS nOLBRDOK _ p A k//PLAN /1 LEFT ELEVA ON V 14-1- OF NEW ~P ~yaS SPyA O i r 6 0 W m w OA ' 082359 El F2 Fl 4 OFESSIONP -IG; 'zA5tMtNI 2-G' R3 3~_0, SLIDI3'-0' i oaAWlNC, nrLe. 0 o w 2'- o g w FIXED FIXED 'p w FIXED WINDOW FIXED ASEMEN ^ o: `m w WINDOW DOOR WINDOW p S U N ROO M p INDOW WIN W WINDOW O J x mo N; B A mo N; A C ~p ~N R3 R2 ~N R6 R PLAN ELEV. ='m 6 '-2 1/4"-11---{ 3 1/4--ggBEWALL3'-0 11/16" OPENING -10'-B 3/4"- 12'-6 3/76" A FRONT ELEVATION /7,% RIGHT EL ION 1 4- - 4-1-o DRAWN BY: 5T REVIEWED BY: A5 SCALE: 5EE PLAN DATE: OG-13-13 R I of 7 EAVE MUNTIN LOCATION N W n > O~ O 1 2 Fi. UNIT 2 112" ExTRD xwn,~NUN^ o z p GLA21NG CAP (A'BGCB) Z Z m 00 VO d -c^; +I'r ~E LNG -EYTRD ALGMiNUM 5L L OCK5 PK 093) AT 4 FONTS EAVE LN' CAP (A'S' D' 3 LXTRD A M G A VG `APE N 'AVE MUN N 48EMI qVE - 5EE ° Y fnK W ACRI _ F-ILL EXTRO ALUM N r! Ire Nq~Ni1M1 C i - w K V IL_ CUTER LAVE 1 3/4' WOOD SHIM a Q LEADER IA'BEHO) i i (BY N5TAL-K) G GAZING CORD EAVE TRIM !IVNWAL :N fRKSNGU (TO BE MODIFlEO FD FIEL'J) EXTR'D ALUM VJM i 11 o tL BEAUTY CAP (A'AEU) EXIR'D ALUMINUM % E INNER FAVE(A'BEnp Q 3d ebb LEDD ROI,PPORiG IF ~ ° g 0 LJ -R ~6 It yo YID. ;2'TE<`TREW #I 4'13. I&, 5CR°fT Z „E fn N2125) (HN_0 5) ~GHT PER E.VE J SHAPE C! 1P) 'm Lu N /B' TIT EN AUM. AIJC 0 Z N G x CUTTER FA5CIA UPISDE OrFTER `:IN5TALLER w ` to C1~ is SY'c BGFG Z 0) OO o 0-2 4"..SOcr,l z WOOD TEM 5ULATED FILL PANEL (WrLBGS) O m u O g y v RING 5MANK O ' ® 1 S,tE d 51F VA'. L5(FN20G6) TO -ti T. 7,1 O~ Q yc A 5ECURE TO END OF > O O C < T _ ROOF BEAM 5 I;l' DEEP WOOD FAFTER N o x i O 3Y~gp SILICONE SEALANT ILA 3 ALONG TOP< ~ V J O ~ :ISr BOTTOM OF FILL PANEL L cc O Tz y~a= GUTTER - 3/e', '14"1.95cm.31bcml u- `+z'n84 A'K5G 'I 5ELF -APFNG ~t j ' 5CREN5 ;LN2052) 'z C = (5'% PER ALUM. AM1!GIEI U Y ~ N UNDERSIDE OF EAVE FrRO ALUM NUM 8 1 3/8" [20G.G9cm) FIXED EA'dE (A•7e3Bi H l l OFNE o T\EAVE wY ~Q. .FMS y9 DETAIL SP O -(815) CONNECTOR \R2 / NaT To wLL - m P~~ O 9 (61 M 0 x 3/4" 5D 5CR£WS (H'202]) WOOD TRIM CUTTO'ITBY N-TAL.;R Q CONTINUOUS FLASHN6 (4FL) _ W ( W m :ri- 2 5GRE (C :5 MN' EITHER SIDE 0 of Nro AND 1 i ~q 082359 AT 0 C : WOOD D,L TRIM Tq 6' IN 5E-ACO, 1 R P (wNGPr-5T3u) OFES SION # 10..2' (I 27,] TE< 4 WOOD VAiER 5CRfN p' 15 V ~q ' 6" O.G. !9Y'NSTALL`_R) EXTRD ALUM: NUM V DRAWING TRIE SEAUTY CAP (A'eBq n u N SUNROOM APFL' OVER LI E SEA.ANi 1 DETAILS ALL rA5 FASTENER HEADS MINIMUM CONNECTION5 ARE 5HO VN REV15KXn N TI,E 5CTIEX-ff ON 'AGE 91 } Z-L TOP OF BASEWALL 1J ROOF PURLIN LOCATION CHART f 8 5l8" [47.30cm] EXTRD ALUM'NCM OUT OF W`JER AVE MEADER TO DL OF: 51-- 2IT UNIT _s-ROOF ?L'R11N=38' DRAWN BY: 5T FTA5tL: vL (a'a-.i 3RD ROOF PURLIN = 803/1 ;8' REVIEWED BY: AS A'T BASEWALL DETAIL SCALE: 5EE PLAN - T, R2~ ° - - ocT CCR9 a NGrn DATE: OG- 13-13 R2 of 7 N W-N~ - oc W 0}0o zzum N Lr) m Q Nw.. d ° U) ay 6 MIN. CONNECTIONS ARE SHOWN V U W IN THE SCHEDULE ON PAGE SI, d[ e ro Z p,'r$T o z W MIN. CONNECTIONS ARE SHO = IN THE SCHEDULE ON PAGE S1. U.) 2 z N Q C) U-j Z zoo CL N8 x V2- SCREWS (H7.150) (TYP.) - Q T w o--c,.st (30WNC AP FOX. 9" O.C. ALONG VERTICAL, 4 AT BAS //1 x 1/2' SCREWS AT w O maa,~;A 9" C TYP. ALONG VERTICAL F WOOD VERTICAL CORNER TRIM (H7•151) o~,'ygg \o #10 x 5/8" WOOD SCREWS a u") CL EXTR'D ALUM (HN2025) a CV Lo CID n. / STRAIGHT CONNECTOR (8SC) EXTR'D ALUM STRAIGHT WO D TRIM n TRIM OFF LEG - 'ry0 OD TRIM CONNECTOR (BSC) WITH ~WNVTE) O a° TO FIT FLUSH 30WNVTE) #10 x 5/8" WOOD SCREWS , ILL II II III (HN2025) ~IIIIIIY, li - o i'%'- I ~ 1/4.. ~Q( ~~~5 sPyR~ O SHIM t~ Q~ ¢ 0 ILICONE SEALANT y r;;, `~d Z g/16^ BY INSTALLER EXTR'D ALUM STRAIGHT ~0 v82359 Q~ EXTR'D ALU CONNECTOR (8SC) 1/2 ' a CORNER (7Cg) -3 11/16" 1 1/8" R.O. 7T0 C/L q~FEssI OF BAR EIGHT 10 X 12" 1.27CM 5 ! \ PLAN CORNER CONNECT ON B PLAN POST 1 1/8, / ( ) R.O. TO WINDOW DRAWING nTEP. ILICONE SEALANT 5 U N ROO ,PLAN WALL POST BY INSTALLER ~ v ~ " DETAILS REV1510N5 DRAWN BY: 5T REVIEWED BY: A5 5CALE: SEE PLAN DATE: OG- i 3- 13 K3 of 7 I o-'s z en,:m; r ' ~irecDx ev r:z ~ ~ f \ ' GG RD FRO ~ N 5,.E o c w - N - N ~ F_FGCOCp a } 'ef c, f:'v.: Z Z N Q7 ~~3D VIEW OF PURLIN ATTACMMENT O If) R< 3~~~ N ~ EF veer-en.-e cAr re,q ui - U zl cLE- CUT APPRUx. Q O ,e sr> - e FE PER Sr.R=w a 54, - -1r 5 ic.e RDCe r zo5 ( e C, . P) ~ + r sL ~o1i seAUU* !)v IN5r4,iER ClUITIR FA^NG ~ COFIAI !1. A M B 'A ILE / (11 FL~Q 1, 0, 12- 1 t \ • orn,nrv x•Lw.o RWf" 45. 4 i E%TRD AWA,IN M W 3L~ 1 ® PADFP OIV CUP RIDGE fA'BFR61 n 4DAT RN-%I Z < m 4 3~ - m W DGEJIL' OC N m w,ERT a nRSC] o y Lp > o g 4 ~ + z a 5 2 I I GIAFNG CJRJ TOP OF UNIT V(S) < - > 009 S~CEWInv2 W I Q o V 10'-81/4' ElE . Ee cur: Rrcsncu C, W o •0•-Br55rwl C, z ~n Si D+. i .IARNE , 1, letl N MN20 U Z Z ~ p[ '<3 rNE COO=ruRUN AT O. eACn LIAR Z i !xvnr=~ iI,WxDao°,UReAT ucc O_r - 5,DE 01!1r1 CLAM O P Fk L m K - RppP BEAM f6v902L. YIM ror.I. IV F~eD N oFa BvNN5TA.1eR 11 6c• . TnF GV2'.N6 TAPr I ~ 111 ia2 T tr 1 _SF2R ON9'FEA55 RT5 01, N F t' DEEP IN `n_Rlp 5 O LEDGER HEIGHT A t ELEV. 10'-a Is/ie° t i / CLIP HEIGHT ~ s (~2 1~2 / <pF NEWY O MDnRNTIN CAR (AIN CAR (A ~ s s1, .W,~ C-3~~' Y9p 9 ALI. IN GPS•ET (1,125, 12 PER 11H NINIMUMC'4E TO APll CNOVN LEA-;/3PGNT5 1 N; SCI` U E(J1Y <;t -A L 6 + r Lu W / EXTR'D ALUMINUM M N N'A')CM) C' Z NG CRD Rxs n.u w 4 a• t3. 81 srx=ws ~~O 0b235 Fib `0 IT lwaR95 ' I i2SIE6h .R RL,cECtlri A 9)FesS0 P 3 5 moD 5CRew I I -D LEDGER NZ I i 1 5( sT>L£R II DPJ.WING TiP.EE Nf R EDGLIrC..,E'~A, R'TJY °'JR:14 1 P P H`R SUNROOM 1 I CRO5 s_5 MUNTIN DETAIL ~ DETAILS Rq =Le,f ' REV1510N5 n.eoD eoeee *s'>_eR z .ti: RAI-"' I. I ~ Yi1 fl ~ 1 r c RIDGE DETAIL -i -I~--- - ka ~r_.. fro DRAWN 5Y: 5T REVIEWED 3Y: A5 SCALE: SEE PLAN DATE: 06-13-13 _ _.L R4 O1, 7 - N N z z N m W Z:° N oo~T, N~ W_ a o - our o= s,LL TO - ` Y C/LOFBAR q~S~Yo EY?R'D ALUMINUM Lu ROOF GABLE 8 - - = Fi-A5CING (A'5RFF) ae Q n z Z W x - EYTR'D ALUMINUM BCAU'Y CAP (q'45G) 3/4' a 2" 119 1 cm e 2 z 5.08cm1 GABLE Q INSULATING PANEL I^ W 3 N Z Y „y EXTA'D AWM INUM CtD Z F~86'p_ 10-24.1 I/2'[381 cm[ nom 5CREW(HN2004)WITn 11~'IL' EALfY CAP (A•4BO) Z ~Y a°'g I cY~ THERMAL BUSHING ,.EYTR' ALJMINUM Ur LAZNG CAP (A'8GCB) (CN420IJ EYLR'D ALUMINUM ~ Q O r - Z ING CAP(A'8GCB) ws m > woes E A4 VJ O i i E RDALUMII,JM ,n OL .rg ROOF GABLE a/- PIA5HING (A'RFF) o GLAZING CORD TEK SCREW p• 5 I) s'~? o of (PK5NGL) _ - En RD ALUM r:,,M NUM I[_-- OF NEk,Y - ' '7 07 Q NU (A'81C) '*IN~EK-LA21ING EXTRE) ~Q ~*\SSPyA O FASCIA (A (A'74RF) i0 5 I U2(3.51cm1 WC07 SCREW RW21 1 1) ALUMINUM IADDED * 1A STA'GARJ SIDE `0 SIDE IN5ULATED 1ILl- PANE 1- W 5 Ir' DEEP 6EAM N 14 x 1/4' [3. 1 8c) W ' WOOD SCREW(INDW 10303) y -t•ay~Y/~d~ Z (FOUR PER CLIP) I tt Oq 082359 Q~ ` 2. I ,n 2 . I12'. I/5"'INK. V - A,uNUNLVANGLE (cN527 gOFESSI~NP EXTR'D A_LMINUM GABLE FLASHING (A'5DF) DRAWING TITLE. - 3/ [ 45cm 51&IM 5 U N M (BY INSTALLERI 3' [1 G2,, --a - . BLE END TRIM D ETA I L5 III GVN6FT) A RAFTER DETAIL R5 sc>Le e - :'-o~ ~ REVISIONS e GABLE END DETAIL RS JCPLE. 6' = I DRAWN BY: LPLAN REVIEWED BYSCALE: SEE DATE: 06-13R5 > - N W ~rqo o=o~ zz~m cn ao_~ m Q N l _ xx w Q 10 ~U" ~ O VYp LLJ Lva~ Z n m J ve~r~w a W 73-1/4" FOR 6"-0" DOOR or C) w a i~ WOOD TRI > N wz~n mm 6PBWT m BASEWALL BELOW W a MIN 3/8"0 ADEQUATE < BY OTHERS Z z o ° z z5 FASTNERS INTO O m y m SPECIFIED MATERIAL I~10 x 1 /2" SCREWS (H7-151) (TY m 0 0 o as p` T APP OX. 9" O.C. 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