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HomeMy WebLinkAbout38389-Z SU oFE t� Town of Southold Annex 12/20/2013 C�riy P.O.Box 1179 H 54375 Main Road oy �, Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 36670 Date: 12/20/2013 THIS CERTIFIES that the building RESIDENTIAL ADDITION Location of Property: 4800 Pequash Ave, Cutchogue, SCTM#: 473889 Sec/Block/Lot: 110.-3-28 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this officed dated 9/25/2013 pursuant to which Building Permit No. 38389 dated 10/7/2013 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 addition to an existing single family dwelling as applied for. The certificate is issued to Mccarroll,Eileen, (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 38389 12/20/13 PLUMBERS CERTIFICATION DATED A e ignat e o�gorFnc�co TOWN OF SOUTHOLD Gy BUILDING DEPARTMENT y g TOWN CLERK'S OFFICE o . SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 38389 Date: 10/7/2013 Permission is hereby granted to: Mccarroll, Eileen 3096 Morgan Dr Wantagh, NY 11793 To: Sunroom addition to an existing single family dwelling as applied for. At premises located at: 4800 Pequash Ave SCTM # 473889 Sec/Block/Lot# 110.-3-28 Pursuant to application dated 9/25/2013 and approved by the Building Inspector. To expire on 4/8/2015. Fees: SINGLE FAMILY DWELLING -ADDITION OR ALTERATION $260.00 CO -ADDITION TO DWELLING $50.00 Total: $310.00 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'eleetrical 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 io 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 lnspector'shall state the reasons therefor in writing to the applicant. C. Fees 1. 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 $15.00 Date. a1J ?j New Construction: Old or Pre-existing Building: ✓ (check one) Location of Property: '1 WQ -peas josh a✓e , House No. /�L�.S,treet Hamlet �1 '(Y� Owner or Owners of Property: Ieen CLy1>' \ Suffolk County Tax Map No 1000, ection Block Lot o� Subdivision Filed Map. Lot: Permit No. Z g 1, Date of Permit. M- 7- �:�Applicant: Health Dept.Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate- Final Certificate: r/ (check one) Fee Submitted:$ 50,�/j--,/ 1 Appli nt Q ture SO�jyolo Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 n �o roper.richert(@-town.southoId.ny.us Southold,NY 11971-0959 BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: McCarroll Address: 4800 Pequash Ave City: Cutchogue St: NY Zip: 11935 Building Permit#: 38389 Section: 110 Block: 3 Lot: 28 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Brady Electric License No: 44609-me SITE DETAILS Office Use Only Residential X Indoor X Basement Service Only Commerical Outdoor X 1st Floor X Pool New Renovation 2nd Floor Hot Tub Addition X Survey Attic Garage INVENTORY Service 1 ph Heat Duplec Recpt 2 Ceiling Fixtures HID Fixtures Service 3 ph Hot Water GFCI Recpt 1 Wall Fixtures 2 Smoke Detectors Main Panel A/C Condenser Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency Fixtures Time Clocks Disconnect Switches 11 Twist Lock El Exit Fixtures TVSS Other Equipment: SUN ROOM, 1-paddle fan Notes: Inspector Signature: 46,10V Date: Dec 20 2013 81-Cert Electrical Compliance Form.xls Fv Of SO/llyo! � o coutm TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] IN LATION [ ] FRAMING /STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATE ` INSPECTOR SO(/jyo� N O r� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION. [ ] FOUNDATION 1ST [ ] ROUGH PL13G. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) -ELECTRICAL (FINAL) REMARKS: DATE C INSPECTORZ ' � FIELD INSPS NREPOkf DATA coub ENTS OUI�ll�iOAI(XST) oq UXr:.. «.r«.r.pti.AfrwpMwr«w.r...tir • v � FOUNDATION(2ND) o . o ROUGH FP.AMWr.F& PLUMBING Rl INSULATION PDA N.Y. H STATE ENERGY CODE c . Rl FINAL I ADDITIONAL COMTaNTS tv rn TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST E�jILDING DEPARTMENT Do you have or need the following,before applying? TOWN HALL Board of Health SOUTHOLD, NY 1.1971 4 sets of Building Plans TEL: (631) 765-1802 Planning Board approval' FAX: (631) 765-9502 Survey SoutholdTown.NorthFork.net PERMIT NO. 3 ie363 Check Septic Form N.Y.S.D.E.C. Trustees Flood Permit Examined 20 Storm-Water Assessment Form Contact Approved ( 6 20__L_3 Mail Disapproved a/c I��ll GF 6( m n Ila1 . Phone: D�l-LOGS-5�06D- Expiration 20 EC E E Building Inspector IID, ',n1 APPLICATION FOR BUILDING PERMIT 2 5 2013 Date , 20 BLOC'.DEFT.. INSTRUCTIONS TOV,N.OF SOUTHOLD 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 appiication may not be commenced before issuance of Building Permit. d. Upon approval of this application, the Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available for inspection throughout the work. e. No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f. Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date. If no zoning amendments or other regulations affecting the property have been enacted in the interim, the Building Inspector may authorize, in writing,the extension of the permit for an addition six months.Thereafter, a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold, Suffolk County,New York, and other applicable Laws, Ordinances or Regulations, for the construction of buildings, additions, or alterations or for removal or demolition as herein described. The applicant agrees to comply with all applicable laws, ordinances,building code, housing code, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections. (Si a appli ant or name, if a corporation) (Mailing address of a plicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder Name of owner of premises (As on the tax roll or latest deed) If applicant is a corporation, signature of duly.authorized officer (Name and title of corporate officer) Builders License No... Plumbers License No. Electricians License No. Other Trade's License No. f land o which proposed work will be done: j as F / House Number Street ; Hamlet � ., County Tax Map No. 1000 Section �1,t `'`' " Block''' Lot Subdivision ' �Filed 1GIap No. Lot t �t 2. State existing use and occupancy of premises an intended use and occupancy of proposed construction: a. Existing use and occupancy off Ijrittiella b. Intended use and occupancy S(Arlko 3. Nature of work (check which applicable):.New Building Addition v 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. 7. Dimensions of existing structures, if any: Front (-p_�3.5' Rear [ley 3, Depth 3�p•3' Height IDtti1 . Number of,S`tories Dimensions of same structure with alterations or additions: Front Rear Lo�/•3 Depth �'(p -3 ' Height Number of Stories 8. Dimensions of entire new construction: Front 1-5 Rear /5 Depth Height �� Number of Stories 9. Size of lot: Front Rear I5D ` Depth 1-7-Cp �. 10. Date of Purchase Name of Former Owner 11. Zone or use district in which premises are situated !R"71-1 0 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 14. Names of Owner of premisese teen MCCaynA t Address0�D1Q k�uCIO AX• Phone No. J��(o-o'l R 1-/d7 Name of Architect � Address I Ia W ASM Dr A. e9hone No U3l-�56C Name of ContractorAoui(-S ,t5or1S AddressOW5 Vets- rnem- Phone No.�P31-SI��-33S 1 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. 4 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 OFf(t%irw being duly sworn, deposes and says that (s)he is the applicant (Name of individual signing contract) above named, (S)He is theQ,� (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. Sworn tq before me th' © day of 20 13 CHRISTINE ASSELTA Notary Public,State of New York �0_4w"'No.01 AS6284042 Notary Public Qualified in a ignature of A plicant commission Expires June 17,20175 I Stl�jly - ,moo ono Town Hall Annex 4 4 Telephone(631)765-1802 54375 Main Road Fax P.O.Box 1179 G roner.rlchert(Q]tOW 1.50 0 .ny us Southold,NY 11971-0959 �i��► �O l. BUILDING DEPARTMENT TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY: 1 Gnus_ r-a,�.� Date: I lk-(:: P Y �3 Com an Name: Name: License No.: 4 y fo4 -A4 c Address: 15 2 '3 vs e. Ave-, hone No_.: (Z I -2 l S 03 6.5 JOBSITE INFORMATION: (*Indicates required information) *Name: *Address: 4 00 e v z s \j e. *Cross Street: i c�vs Cod *Phone No.: \ease GzA UA;tCe 1231 •Z-1s-o3S s Permit No.: Tax-Map District: 1000 Section: Block: Lot: *BRIEF DESCRIPTION OF WORK(Please Print Clearly) �dder\ key-�-�� S�an,reo � Added -rwo oil-riers tvN • s, �o �.►� ��5 �cdcte �-r o Aida sw-kl& -�.- �;1;,.�4 - �.,,� � 411 -I- (Please Circle All That Apply) stiQe-rr *Is job ready for inspection: @P/ NO Rough In Final *Do you need a Temp Certificate: YES NO Temp Information(If needed) *Service Size: 1 Phase 3Phase 100 150 200 300 350 400 Other *New Service: Re-connect- Underground Number of Meters Change of Service Overhead Additional Information: PAYMENT;DUE WITH APPLICATION 8241eWest for Inspection Form Q o�*pF SO(/r�ol Town Hall Annex ~ Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 Cn Southold,NY 11971-0959 fly �Q coulm,� BUILDING DEPARTMENT TOWN OF SOUTHOLD November 8, 2013 Eileen McCarroll 3096 Morgan Dr Wantagh, NY 11793 Re: 4800 Pequash Ave., Cutchogue 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 411/84) 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: 38389 — Sunroom Addition fir, Scott A. Russell �a°sU 'r 16, James A. Richter, R.A. SUPERVISOR C* z Michael M. Collins, P.E. SOUTHOLD TOWN HALL-P.O.Box 1179 0 53095 Main Road-SOUTHOLD,NEW YORK 11971 Telephone#: (631)-765-1560 Fax#: (631)-765-9015 MICHAEL.COLLINS@TOWN.SOUTHOLD.NY.US �'� > JAMIE.RICHTER@TOWN.SOUTHOLD.NY.US I Office of the Engineer Town of Southold STORMWATER MANAGEMENT CONTROL PLAN REVIEW COVER SHEET ( TO BE COMPLETED BY THE APPLICANT ) TO: ENGINEERING DEPARTMENT PLEASE ATTACH THE FOLLOWING DOCUMENTS or INFORMATION. i FROM: BUILDING DEPARTMENT ❑ Copy of completed Application for l Building Permit f l DATE: / ❑ Stormwater Management Control Plan APPLICANT: (&n-a. IS O ❑ Completed Chapter 236 Stormwater S.C.T.M. Review Checklist PROPERTY ADDRESS: '7 LO�Z���I,{Ac to. Cu7 Lb 0-.Q uy I BRIEF PROJECT DESCRIPTION: r-rom( _( /� I i I I I i i i **** FOR ENGINEERING DEPARTMENT USE ONLY I ! Reviewed By: Date: ❑ Approved: ❑ Additional Information Required: j i I F�SUfPO(,C , �S DATE: 13 CHAPTER 236 APPLICANT: Stormwater Review Checklist S.C.T.M.#: PHYSICAL ADDRESS: L b7 Q� Stormwater Management CQntroI Plan Requirements' Yes No NA If No or NA,Please Provide Additional Information l. Plan drawn to scale of not less than 60 feefto 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 boundgry as re:uired 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 in. location of all proposed erosion and sediment control measures 2. Plan includes calculations showing that the stormwater improvements are sized to capture, store and infiltrate on-site the runoff from all impervious surfaces generated by a two4nch rainfall 3. Detail drawings(-rgguired for elan 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 F � o� �� � '��. o� ,� �,�. - �� �� �� ��� �a�,�:; r . . ,• f �' �^ � ��� '' M �_� � '� -� w' t �N ; ��'� Y I in . + `.f � �rp� i�•/ f ° '�, Y .,,/� .� u •. ,I . . , N`z. .. � " �`�`�g: ' ,M�. �.,.. ��� v s '#« �.i � i-y / ". `� ?aa+ * �;.i.. �. �� ���, t. ,� �,: .; s ��,�,� >z r�� �... p t+ .., a.. � <,. a _ . � ... - F,.. .. ..�. :- .. -., �.. A ,, ...�... ,- F ., .-.. o. ,- �., ... 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McCARROLL PHH MORTGAGE SERVICE5 COMMONWEALTH LAND TITLE INSURANCE COMPANY r . y �:� I,} p \ N" i 1 t� S U'� A. IA ® o % w00DFO Ot . 0% v i � • i 1 �R A MONUMENT FOUND »:•~�;:�::,;- :::; w? AREA = 26.250 5F OR 0.60 ACRE5 JOHN C. EHLERS LAND SURVEYOR 6 EAST MAIN STREET N.Y.S. LTC.NO. 50202 C�RAPHIG SCALE I"= 30' n.,.r,.,..,•.,,. .,�, ...,�,. ..�....-- - ------ - Project Job Ref. McCARROLL RESIDENCE Address Sheet no./rev. f 4670 PEQUASH AVENUE 1 of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631560.0259 Cale.by Date I Chk'd by Date App'd by Date AS 9/19/2013 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & SHADE STRAIGHT EAVE MODEL 10'-10" PROJECTION BY 15'-0" FRONT WALL WITH 3" 1.5 PCF ALUM/ALUM ROOF PANELS w/o H'S FOR THE McCARROLL RESIDENCE LOCATED AT: 4670 PEQUASH AVENUE __............ ... CUTCHOGUE, NY 11936 DATE: September 19, 2013 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf 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 NEB'Y �P �s S 0�. CO 235 v � ESSI�NP _ Project Job Ref. McCARROLL RESIDENCE oJ ac'11` Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 1 of21 A9.f:iFau^e,nq S:iwres.9.C. 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 9/19/2013 ENGINEERING CALCULATIONS- FOUR SEASONS SERIES 230 SUN & SHADE STRAIGHT EAVE MODEL 10'-10" PROJECTION BY 15'-0" FRONT WALL WITH 3" 1.5 PCF ALUM/ALUM ROOF PANELS w/o H'S FOR THE McCARROLL RESIDENCE LOCATED AT: 4670 PEQUASH AVENUE CUTCHOGUE, NY 11935 DATE: September 19, 2013 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf 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 s sp �,�P yq G r cc w O 8235 v 9OreSSIONP _ Project Job Ref. McCARROLL RESIDENCE 3 Address Sheet no./rev. l ASES 4670 PEQUASH AVENUE 1 of 21 A.S.E„r,.rw�J eurvcs..,Rr, 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 9/19/2013 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & SHADE STRAIGHT EAVE MODEL 10'-10" PROJECTION BY 15'-0" FRONT WALL WITH 3" 1.5 PCF ALUM/ALUM ROOF PANELS w/o H'S FOR THE McCARROLL RESIDENCE LOCATED AT: 4670 PEQUASH AVENUE CUTCHOGUE, NY 11935 DATE: September 19, 2013 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf 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 NEINr SS yR � P n W I u, t � Z �O 082359 v 9OFES S10NP Project Job Ref. Q;, MCCARROLL RESIDENCE Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 1 of21 A.S.Engnee.ing S-P.C. 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 9/19/2013 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & SHADE STRAIGHT EAVE MODEL 10'-10" PROJECTION BY 15'-0" FRONT WALL WITH 3" 1.5 PCF ALUM/ALUM ROOF PANELS w/o H'S FOR THE McCARROLL RESIDENCE LOCATED AT: 4670 PEQUASH AVENUE CUTCHOGUE, NY 11935 DATE: September 19, 2013 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf 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- NEIVY SS 9 C r u Cr < � W n , ui �O 8235g �� v ROFES S1 ONP Project Job Ref. z N . M6tARROLL RESIDENCE r',r Address Sheet no./rev. Asr-=s 4670 PEQUASH AVENUE 1 of 21 A.S. 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631560-0259 Calc.by Date Chkd by Date AprM by Date AS 9/19/2013 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & SHADE STRAIGHT EAVE MODEL 10'-10" PROJECTION BY 15'-0" FRONT WALL WITH 3" 1.5 PCF ALUM/ALUM ROOF PANELS w/o H'S FOR THE McCARROLL RESIDENCE LOCATED AT: 4670 PEQUASH AVENUE CUTCHOGUE, NY 11936 DATE: September 19, 2013 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf 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 ��tjF NEl�,Y Sp. o Q Q C. f r t'p • ' C7 4,p O.82.35, Rafi�'85ttJN��< BUILD r CI: Ac.ONc- r.":. . :.rsuNROOMS - Marie in N. America for Over 30 Yitars 230 SUN AND SHADE: STRAIGHT EAVE DESIGN ENGINEERING CALCULATIONS: ALLOWABLE MEMBER STRESSES AND CONNECTION LOADS FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook,New York 11741 (631)563-4000 Fax:(631)218-9076 JOB: 230 SUN AND SHADE:STRAIGHT EAVE DESIGN C•J11 D thkc EEf:T SHEET NO: 1 OF: 18 FOUR SEASONS CALCULATED BY: Lawrence Duffy DATE: 101112D03 S D N R O O M S CHECKED BY: Surya Lamsal DATE 1D/7rz003 :.mc-e.„ ., astir G..•r �, STAMPED BY: DATE: _90 DEGREE CORNER COLUMN WITH WINDOW JAMBS 17C9-7NFJ)_ — ALLOY:6063-T5 -- - - --- -- - - -- -- INPUTS.. _Allowable Stresses for Building_ -_ - -- -Effective Length Factor,k: 1.00D _SP_EC_3.4.1 Length,L(in): 96.000 - a= 9500 --psi __ - - _ Radius of Gyration,r(in): 1`278-- SPEC 3.4.2 2 EDGE Width of Section,b(in): 2.839 6= 9500 psi Corresponding Thickness,t(in): 0E3.571 062 SPEC 3.4.7 SHEAR Height of Section,h(in):8.9-0.037(kUr) 6121 psi Corresponding Thickness,t(in):SPEC3.4.9Unbraced Length,Lb(in): a= 10-0.071(b!t) = 6749 psi Radius of Gyration,ry(in): 1.278 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): -3.072 a= 9500 = 9500 psi Moment of Inertia,Weak Axis(in4): _ 3.066. .. . _ SPEC 3.4.16 -_ Centroid to Outer Fiber Comp-Side,'?(in):-- t_1_95B 6= 11.8-0.083(b/t)_ _ _ 7999_ psi - - -- _ Torsional Constant,J(in4): 3.672 SPEC 3.4.18 --- a= '12500 __ = 12500 psi MEMBER CONSTANTS - SPEC 3.4.2000NSTANTS 6= 6.7-.027(h/t) = 5145 psi- KUr.= 75.10 - - - - 2 EDGE b/t z Y 45.79 SHEAR h/t= . -.57.60 --- - —----: Lbly= 75.10 MAXIMUM ALLOWABLE STRESSES _ Lel�l(D.5"Y 89.51 "(ly"J)^0.5)= r TENSION= 9500 Psi -- _ COMPRESSION: = 6121 psi _ o I: -- BENDING:= 7999 SHEAR= 5145 psi 1 a: .— ._.. 3.574 N O O I r, cn U � t` to 0.07(5 m c m 1 .984 1 .590 3.574 - REGIONS ------------- Area, 1,E762 _ Perimeter! 54..6695 Bounding box! X! -1,9836 -- 2.2152 Y! -1.,9884 Centroid! X! 0.0000 Y! 0,0000 Moments of inertia! X! 3,0723 YI 3,0661 ' Product of inertia! XY! -0,6028 Radii of gyration! X! 1,2797 Y! 1,2783 Principal moments and X-Y directions about centroid! I! 2,4664 along C0.7053 -0.70891 J. 3,6720 along [0,7089 0,70531 ALLOY 6D63-T5, 6005-T5 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER O 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.078, 0.062 I HOLBROOK, NEW YORK 11741 WALL 0 FINISH 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS 3 TITLE SECTION PROPERTIES DIE N0. 8562, a5s2c 4 90 DEGREE CORNER PART N0. 7C9, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE I T •� DRAWN BY LUD DWG. 5 TOLERANCES 4 - r APPROVED - DATE 08-08-03 7C9-7NFJ Project J Job Ref. t McCARROLL RESIDENCE r, Address Sheet no./rev. :SES 4670 PEQUASH AVENUE 1 of21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (c)satssaozss Calc.by Date Chk'd by Date App'd by Date AS 9/19/2013 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & SHADE STRAIGHT EAVE MODEL 10'-10" PROJECTION BY 15'-0" FRONT WALL WITH 3" 1.5 PCF ALUM/ALUM ROOF PANELS w/o H'S FOR THE McCARROLL RESIDENCE LOCATED AT: 4670 PEQUASH AVENUE CUTCHOGUE, NY 11936 DATE: September 19, 2013 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf 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 ov NEj;U 2 + . O# ' 016235 QFESS1pN¢ Project Job Ref. <� ; ,. McCARROLL RESIDENCE : r. Address Sheet no./rev. ES 4670 PEQUASH AVENUE 2 of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 9/19/2013 `Fable of Contents DETERMINE BASE SHEARS BASED ON WIND LOADS................................... 3 WINDSHEAR....................................................................................................................................... ................................. COMPONENTS AND CONNECTIONS...........................................................................................................::.: ....... .... ROOF PANEL—FOR REACTIONS ONLY................................................................. BEARING WALL COLUMNS....................... ........................................................................................................: 8 .......................... GABLE WALL COLUMN........... ............................................... ............................................................................ ... 10 ............... EAVE.....................................................................................................................................................................: 11 .................... SECTIONPROPERTIES........................................................................................................... .........................13 ............................... CONNECTIONDESIGN.................................................................................................................................: 14 Project Job Ref. � �- McCARROLL RESIDENCE Address Sheet no.hev. 4670 PEQUASH AVENUE 3 of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631-560-0259 Calc.by Date ChWd by Date App'd by Date AS 9/19/2013 DETERMINE BASE SHEARS BASED ON WIND LOADS Project Job Ref. McCARROLL RESIDENCE 1 Address Sheet no./rev. . M S 4670 PEQUASH AVENUE 4` of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 Icy sst-ssaozss Calc.by Date ChWd by Date App'd by Date AS 9/19/2013 WIND SHEAR FIRST CALCULATE WIND PRESSURES AND THEN BASE SHEARS AND LATERAL FORCE DISTRIBUTION Wind Pressure Calculations (Main Wind Force Resisting System) Design Wind Pressure p=gGCP-gi(GCP;) Where, q= 0.00256 KZ KZt Kd Vz 1 Velcity Pressure Exposure Where, KZ= Coefficient= i 0 85 for Exposure tC'` 0.7 FOR EXP B KZt= Topographical Factor= f � `�z'1y�jw - - �: 0.85 FOR EXP C f � t Kd= Directionality factor= r0 86 i V= Wind Speed= r 120: mph a= Importance factor Therefore,q= 26.63 psf _.........:....... Design wind pressure,p qGCp Where, q= 26.63 psf G= Gust Factor=0.85 + 0.55 FOR PARTIALLY EXPOSED sE GCP;= LLB 0'S5 for STRUCTURE 0.18 FOR ENCLOSED , CP= 0.8 Windward Wall STRUCTURE 0.5 Leeward Wall 0.7 Side Wall 0.9 Roof Therefore,p= 32.76 psf for Windward Wall 25.97 psf for Leeward Wall 30.50 psf for Side Wall 35.02 psf for Roof Project Job Ref. . g`f McCARROLL RESIDENCE 3: / Address Sheet no./rev. z. SEE 4670 PEQUASH AVENUE 5' of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631560-0259 Calc.by Date IChWdby I Date App'd by. Date AS 9/1 912 0 1 3 ROOMJNPUT PROJECTION 1.0,00' FT EAVE HEIGTH 6.67. FT RIDGE HEIGHT 8 50: FT FRONT WALL LENGTH 15 00'" FT WIND PRESSURES 32.76 psf for Windward Wall 25.97 psf for Leeward Wall Side 30.50 psf for Wall 35.02 psf for Roof WIND BASE SHEAR CALCULATIONS X-Direction Surface Area= 75.85 sq ft for peaked wall Y-Direction Survace Area= 100.05 sq ft for side wall Therefore, X-Direction Wind Shear,V.= 4455 lbs Y-Direction Wind Shear,Vwy= 3278 Ibs LATERAL FORCE RESISTING SYSTEM LOAD vx=, 4455 1/2 TO FOUNDATION = 2227 ' 2227 1/2 TO HOUSE&1/2 TO FRONT WALL= 1114 DIVIDED BY LENGTH OF FRONT WALL 1114 = 74 PLF vx= 3278 1/2 TO FOUNDATION = 1639 1639 1/2 TO EACH SIDE WALL 819 DIVIDED BY LENGTH OF GABLE WALL 819 = 82 PLF. Project Job Ref. ' .; . McCARROLL RESIDENCE Address Sheet no./rev. AES 4670 PEQUASH AVENUE 6 of 21 as. ,<. ,•av x .s 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)63156M259 Calc.by Date ChWd by Date App'd,by Date AS 9/19/2013 COMPONENTS AND CONNECTIONS COMPONENTS TO BE SIZED INCLUDE: ROOF PANELS(FOR REACTIONS ONLY) ROOF PANEL SPANS PER ICC ESR 2444 BEARING WALL COLUMNS GABLE WALL COLUMNS EAVE SUNROOM CONNECTION SUMMARY ROOF RIDGE TO EXISTING ROOF PANEL TO EAVE EAVE TOCOLUMN :_...:..• ..,. .. COLUMN TO SILL c, SILL TO FOUNDATION Project Job Ref. r McCARROLL RESIDENCE Address Sheet no./rev. ASES' 4670 PEQUASH AVENUE 7 of21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631-56M259 Calc.by Date Chk'd by Date App'd by Date AS 9/1 912 0 1 3 ROOF PANEL- FOR REACTIONS ONLY REQUIRED BEAM SECTIONAL PROPERTIES-ROOF PANEL PER FOOT(GRAVITY LOADS) . (FOR WALL t DESIGNS) LENGTH: 104000 { ft 120.00 in <<(Eave Height) <<(Average «(Average O.C.: 1 000` ft 12.00 in distance Distance DEFL. LIMIT L 1.000 in to each support) Between For ridge- WIDTH/2 Two Windows) DEAD LOAD: 5 psf r I P (Zero) LIVE LOAD: psf «(Wind Pressure) END ...... :..........__.. ... TOT.w= 25 plf REACTIONS= 125 Ibs REQUIRED BEAM SECTIONAL PROPERTIES-ROOF PANEL PER FOOT(WIND LOADS) (FOR WALL DESIGNS) ... .. LENGTH: ;'10 OOq ft 120.00 in «(Eave Height) «(Average <<(Average. .. O.C.: E 1 p00 ft 12.00 in distance �s E DEFL. LIMIT L/ _;� 120. = 1.000 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD: �� ' O d psf Zero " LIVE LOAD: &, 32 02 psf «(Wind Pressure) END TOT.w= 32.02403 plf REACTIONS= 160.1201 Ibs 4 1 r Project Job Ref. �r! MRMcCARROLL RESIDENCE s, Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 8 of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631-550-0259 Calc.by Date Chk'd by Date App'd by Date AS 9/19/2013 BEARING WALL COLUMNS REQUIRED BEAM SECTIONAL PROPERTIES-BEARING WALL COLUMN (FOR WALL DESIGNS) LENGTH: `4 6 670 ft 80.04 in <<(Eave Height) (Average <<(Average O.C.: ft 48.00 in distance Distance DEFL. LIMIT L 0.667 in to each support) Between For ridge-WIDTH/2 Two Windows) ✓5 << DEAD LOAD 0" psf (Zero) LIVE LOAD: °_ ' 32.T6 psf «(Wind Pressure) TOT.w= 131.0405 pif END REACTIONS= 437.0199 Ibs Moment= 729 ft-lb 8744.769 in-lb _ ... . . STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES Gb: 40001z psi 6b: 9od� psi 6b: {. 566,11 psi i€ ) Ptr"� � s1 .. . E: 29000000 psi E: 0[_OOQ00a psi E: 1600000 , psi-.... ay. wk"JDO, psi Sx>= 0.364 in Sx>= 0.46 in Sx>= 6.6 in Ix>= 0.302 in Ix>= 0.866 in Ix>= 5.5 in Ax>= 6.0 inZ .. C= 1.882129 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.43 1 DEPTH= 2.09 in minimum Project Job Ref. McCARROLL RESIDENCE 1 �F Address Sheet no./rev. ASMS 4670 PEQUASH AVENUE 9 of21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631-560.0259 �Ic. y Date Chk'd by Date App'd by Date AS 9/19/2013 Combined Ratio Check: Member Force/stresses Member Properties Axial Force Ibs Unsupported Length, Lx= 1610, ft Max Bending Moment,Mz= 29 Ibs-ft Unsupported Length, L = s, 1,, ft Max Bending Moment, My= 0.':: Ibs-ft Cross Section Area= ',',1.25, sq in Section Modulus,Sx _ Allowable Axial Stress, Fa= w ,x�`.31,67 psi = r '' 0:,A ` cu in Section Modulus,Sy Allowable Bending Stress, Fbx= � 1.9000 psi = _033 cu in Allowale Bending Stress,Fby Fx # r 19000` psi Radius of Gyration, rx= n'z1 in Young's Modulus, E= 10100Q00: psi Radius of Gyration, ry_ ;0 695.;` in K= „€..1,00= Cmx,Cm fa= 750 / 1.25 = 600.00 psi fbx= 8744.769 / 0.79 = 11069.33 psi fby= 0 / 0.33 = 0.00 psi Fex=(7C)^2*E/(nu*(KLx/rx)^2) 7979.44 psi Fey=(7r)^2*E/(nu*(KLy/ry)^2) 171472.16 psi Is fa/Fa<0.15? NO fa/Fa= 600 / 3167 = 0.189 > 0.15 Equations to be checked 1.fa/Fa+fbx/Fbx+fby/Fby<= 1 _.:.. ._:_.:_..... ... 0.189 + 0.582596 + 0.000 0.772 <= 1 (GOOD) 2 fa/Fa+Cmx fbx/(Fbx*(1-fa/Fex))+Croy fby/(Fby*(1-fa/Fey)) <-1 0.189 + 0.535471 + 0 0.725 <= 1 (GOOD) LITE H MIN OK i Project Job Ref. c, '- McCARROLL RESIDENCE Address Sheet no./rev. ESi 4670 PEQUASH AVENUE 10 of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631-560.0269 rl-. y Date Chk'd by Date App'd by Date AS 9/19/2013 GABLE WALL COLUMN REQUIRED BEAM SECTIONAL PROPERTIES-GABLE WALL COLUMN (FOR WALL DESIGNS) LENGTH: KI 7 500 j ft 90.00 in «(Eave Height) «(Average O.C.: h z 4 500 ft 54.00 in <<(Average distance Distance DEFL. LIMIT L 0.750 in to each support) Between # For ridge-WIDTH/2 Two Windows) DEAD LOAD: 0 ' psf (Zero) LIVE LOAD: q,M 32 76_ psf «(Wind Pressure) TOT.w= 147.4205 plf END REACTIONS= 552.8269 Ibs ft- Moment= 1037 Ib 12438.61 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES 6b: 24000 sl 6b: 1900D P psi 6b: i c, 160b ` psi E: 29t100pOQ, psi E: ,; 10100000„ Psi E: 1 600000, Psi E 'M .... ...:....... 6v: 1'1.0psi Sx>= 0.618 in Sx>= 0.65 in Sx>= 7.8 in Ix>= 0.483 in Ix>= 1.385 in Ix>= 8.7 in4 . , Ax>= 7.6 in' C= 2.116337 RECTANGULAR DIMENSIONS- ' 1.25 WIDTH: 7.5 in 1.67 1 DEPTH= 2.49 in minimum UTILITY H OK t"t:gc Project Job Ref. McCARROLL RESIDENCE Address Sheet no./rev. AS 4670 PEQUASH AVENUE 11 of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 tc)6311s60-0259 Calc.by Date Chk'd by Date App'd by Date AS 9/19/2013 EAVE REQUIRED BEAM SECTIONAL PROPERTIES-EAVES BEAM(GRAVITY LOADS) (FOR WALL DESIGNS) LENGTH: 5 000 ft 60.00 in «(Eave Height) «(Average <<(Average O.C.: 6 000 ft 72.00 in distance Distance DEFL. LIMIT L/ ,{ �t -,�120 = 0.500 in to each support) Between For ridge- WIDTH/2 Two Windows) DEAD LOAD: t 5 a psf (Zero) 4 ) LIVE LOAD:"__R 20 psf <<(Wind-Pressure) .. TOT.w= 150 plf END REACTIONS= 375 Ibs Moment= 469 ft-Ib 5625 in-lb i . STEEL ALUMINUM WOOD - REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES ab: a 24000 psi an: 190110A,_. psi ab: 1600 psi E: 2{900Q000 psi E: 10100000 psi E: 1600000 psi �., .: av: 11.0 si Sx>= 0.234 in Sx>= 0.30 in Sx>= 3.6 in' Ix>= 0.145 in Ix>= 0.418 in Ix>= 2.6 Ina::` Ax>= 6.1 in2 c= 1.410891 RECTANGULAR DIMENSIONS' 1.25 WIDTH: 7.5 In 1.12 1 DEPTH= 1.68 in minimum Project Job Ref. 2- " McCARROLL RESIDENCE Address Sheet no./rev. ASS 4670 PEQUASH AVENUE 12 of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631-56M259 Calc.by Date ChWd by Date App'd by Date AS 9/19/2013 REQUIRED BEAM SECTIONAL PROPERTIES-EAVES BEAM(WIND LOADS) (FOR WALL DESIGNS) LENGTH: 0 000 ft 60.00 in «(Eave Height) «(Average O.C.: `��` h6 000 fi ft 72.00 in «(Average distance Distance DEFL. LIMIT L/ W ;12p = 0.500 in to each support) Between For ridge-WIDTH/2 Two Windows) fps k ' I << DEAD LOAD (Zero) 0 a psf LIVE LOAD: v' x xH 32 psf «(Wind Pressure) TOT.v�r- 192.1442 plf END REACTIONS= 480.3604 Ibs ft- Moment= 600 Ib 7205.406 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES l" 6b: w x ;24000 psi 6e: 19000 4 psi 6b: 1600 a psi ' 4; e , M f E: 2900,0000 psi E: ( Y10100000' psi E: .1500000f psi 6v: u«' ,,.: `1pl DSi. Sx>= 0.300 in Sx>= 0.38 in Sx>= 4.6 in Ix>= 0.186 in Ix>= 0.635 in' Ix>= 3.4 in4 Az>= 6.6 in" C= 1.410891 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.21 1 DEPTH= 1.90 in minimum GRAVITY CONTROLS DESIGN AND ADJUSTABLE EAVE IS ADEQUATE ADJUSTABLE EAVE I = 2.03 S ,C �'=.g.ws Project - Job Ref. 3 T n „e McCARROLL RESIDENCE Address Sheet no./rev. ASES` 4670 PEQUASH AVENUE 13 of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (c)sstssaozss rl.. y Date Chk'd by Date App'd by Date AS 9/19/2013 SECTION PROPERTIES BEAM Ixx Sxx Ax ......._................"........ TOP BOTTOM COLUMNS LITE'H.' 109 0.68 U.77 1.14 LITE'H'-4RSB 7.22 2.76 2.45 2.35 UTILITY'H'.. 1 65 _ 0 93 1 32 1 58: UTILITY'H'-7BP 5.49 2.4 3.05 3.2 UTILITY'H'-7TB 32.63 7.8 9.2 4.16 CORNER COLUMN 3.1 1.38 1.58 1.87 45 DEGREES COLUMN 1.18 1.25 45 DEGREE WITH 2-3/16"PL 1.89 2.13 45 DEGREE WITH 2-1/4"PL 1.93 2.33 30 DEGREE COLUMN 1.09 1.19 SYS 8 CASE COLMN 11.27 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 1 2.23 2.28 4HBA 1.05 0.79 0.93 1:66 4 A-4RS6 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 5L63 2.29 1.28 1.2 1.35 5LB3-4RSB 10.16 3.04 3.48 - 2.56 5HB3 4.41 2.29 "2.5 2.18 5HB3-4RSB 13.1 4.29 4.09 3.39 5LB5 4.72 1 2 1.77 - 1.62 5LB5-4RSB 17 4.17 4.87 2.82 5CB5 8.9 3.48 3.65 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 BVALLEY 46.62 11.6 11.7 5.57 8NW 44.23 10.72 11.63 - 5.22 � f Project Job Ref. ^BM McCARROLL RESIDENCE Address Sheet no.hev. �r 4670 PEQUASH AVENUE 14 of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631560.0259 Calc.by Date Chled by Date j App'd by Date AS 9/19/2013 CONNECTION DESIGN xt.9 Project Job Ref. $� McCARROLL RESIDENCE xt Address Sheet no./rev. . SES` 4670 PEQUASH AVENUE 15 of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (c)631-560-0259 Calc.by Date ChWd by Date App'd by Date AS "19/2013 ALUMINUM ROOF PANEL LEDGER TO WOOD CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. Wood Screw Type= j8n a Lag Screw Wood Screw Length= 3.50 in Wood Screw 300 4 in Embedment= s Wood Screw Thread Length= 2.25 in 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 Fb= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal .design value: W= 351 Ibs Penetration Factor: C,= 2.25 in (based on 1/2 screw length+.5) M Duration Factor: CD r,,160 Withdrawal Allowable(W')= 1263.0 Ibs Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member): Frame(Side Member): Aluminum 6005-T5 ,72 Cantilever Distance A vQ in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) 3000 ' in Main member dowel bearing length in ,Side member dowel bearing length F_ 3,646 psi Main member dowel bearing strength 13 38,000 psi Side member dowel bearing strength Project ' Job Ref. McCARROLL RESIDENCE Address Sheet no./rev. AES 4670 PEQUASH AVENUE 16 of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631560-0259 Calc.by Date Chk'd by Date App'd by Date AS 9/19/2013 qm= 1,367 Ibs/in ,Main member dowel bearing resistance=F_D %= 14,250 Ibs/in Side member dowel bearing resistance=FO Mm= 217.11 in-Ibs Main member dowel moment resistance=Fb(Dm3/6) M,= 217.11 in-Ibs Side member dowel moment resistance=Fb(D,3/6) Maximum angle of load to grain(0°5 6 5 90°)for any member in a 6= 90 degrees connection Ke= 1.258 KD= 3.000 Single Shear Double Shear Mode ,Main Member 4101.79 Ibs 4101.79 Ibs Bearing Reduction 5.03 Term Mode am 7, 81514 Ibs 81514 Ibs 1 Mode Side Member 1, Z,= 5343.75 Ibs 10687.50 Ibs Bearing ,Reduction 5.03 Term Mode Z 1061 95 Ibs 2123 91; Ibs Mode Side and Main II Zo= 1754.39 Ibs Member Bearing A= 0.0002 B= 1.688 C= 3577.32 Reduction 3.52 Term Mode LI Zii 498 07 lb Mode Main Member Bearing Illm 7411= 1750.45 Ibs and Dowel Yielding in A=. 0.0002 the Side Member B= 1.500 JOB: 230 SUN AND SHADE:STRAIGHT EAVE DESIGN .. SHEET NO: 2 OF: 18 FOUR SEASONS CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 S U N R O O M S CHECKED BY: Surya Lama DATE: 10/12003 Mo•1 F ,..: ec u.a•�; STAMPED BY: DATE: LITE H COLUMNS WITH WINDOW JAMBS(7111-7NFA ALLOY:6005-T5 - INPUTS 1..�.el+le Cf►ncooc inr Riilrljnn -•- -- "-_-- Effective 1 ennth Factor k' 1 000 AI!o% _ - --- ---  - --- SPEC 3.4.1 — -- _-_ Length,L(in): 82.380 a= 19000_ psi - -_ Radius of Gyration,r(in): 0.726 _ SPEC 3.4.2 --- _ __ 2 EDGE Width of Section, b(in): 1.134 - a= 19000 psi Corresponding Thickness,t(in): 0.050 SPEC 3.4.7 SHEAR Height of Section,h(in): 3.004 a= 51000/(k-Ur)"2 = 3961 psi Corresponding Thickness,t(in): 0.050 SPEC 3.4.9 Unbraced Length,4(in): 82.380 - a= 23.1-0.25(b/t) = 17430 psi Radius of Gyration,ry(in): 0.726 SPEC 3.4.16 Moment of Inertia, Strong Axis(in4): 1.089 a= 27.3-0.29(b/t) = 20723 psi Moment of Inertia,Weak Axis(in4): 0.601 _ Sm_EC.3.4.1 B Centroid to Outer Fiber Comp.Side,Y (in): 1.596 a= 2B000 = 28000 psi Torsional Constant,J(in4): 1.089 -S4)EC 3.4.20 a=- 15.6.099(h/t) = 9652 psi MEMBER CONSTANTS KUr= 113.47 I - -- ----" ----- - _ -- 2EDGE blt= 22.66 -- -• _ - - -... --. SHEAR h/t= 60.08 - -. --•- -- Lp/ry= 113.47 - - , _ ----- LbI)(0.5*?*(ly'J)^0.5)= .56.95 MAXIMUM ALLOWABLE STRESSES TENSION= _ 19000 psi -- _ 0.050 --r-- COMPRESSION_ - 3961 psi BENDING:= 19000 psi SHEAR= 9652 psi — ------ -. —— o 0 - r 0 v --- --- _- ► 0.944 ------— -- - — — — — — -- — 1.525 0.050 O.OG2 m Ln �1- 0 0 . Iri 0 1 0.881 0.944 1 .825 . ---------------- REGIONS -----=---------- Arerc 111393 Peril,ic terl 40.4717 Bounding box: X ' l.5203- -- 1,5548 _ Y: -1.4198 =-. 1.6002 - Centroid; X. 0.,000"0 Y: 0,0000 Moments of- inertia:- X1 1.0886 Y: 0.6005 Product of inertia- XY- -0.0021 Radii of gyration: X, 0.9775 Y: 0.7260 Principal moments and X-Y directions about centroid. II 0,6005 along E0,0044 -1,00001 J 1,0886 along E1,0000 0.00441 N0. REVISION BY ALLOY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6105-T5, 6005-T5 1 O *k FINISH VETERANS MEMORIAL HIGHWAY TYPICAL 0.050. 0.062 HOLBROOK, NEW YORK 11741 2 � � DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 53286, 4582 4 LITE H COLUMNS PART N0. 70111,7NFJ 5 DO NOT SCALES DRAWINGS SCALE 1 DRAWN BY WD DWG. s TOLERANCES I N - N APPROVED DATE 08-OB-03 7111 U-7NFJ JOB: 230 SUN AND SHADE:STRAIGHT EAVE DESIGN GUi4l� -= SHEET NO: 3 OF: 1B FOUR SEASONS CALCULATED BY: Lawrence Dully DATE: 10/1rz003 Surya Lamsal SUNROOMS CHECKED BY: DATE: 10/7/2D03 .r-.3 .,dr rr ...,,•...•.,.C.rr?C r4�n STAMPED BY: DATE: LITE H COLUMS WITH WINDOW JAMBS AND RAFTER STIFFENER (7111 7NFJ 4RSB ALLOY:6005-T5 _---------— — _INPUTS en�..ra►,Ip StrPccpc for Buifdiria __` Effective Length Factor,k: 1.000 — - — Length, L(in): 108.000 SPEC 3.4.1 --- -— a= 190D0 psi — Radius of Gyration,r(in): 0.710 1 EDGE Width of Section,b(in): 2.563 SPEC 3.4.2 a= 19000 psi _Corresponding Thickness,t(in): 0.159 - 2 EDGE Width of Section, b(in): 1.188 SPEC 3.4.7 ^ _ Corresponding Thickness,t(in): 0.050 a= 51000/(k Ur) 2 - 2204 psi _ P 9 SHEAR Height of Section,h(in)_ 5.561 SPEC 3.4.8 _— •-- -- 9554 psi Corresponding Thickness,t(in): 0.062 a= 154/(b/t) -- Unbraced Length, Lb(in): 96.000 SPEC 3.4.9 — a= 23.1-0.25(b/t) = 17160 psi Radius of Gyration, ry(in): 0.710 Moment of Inertia,Strong Axis(in4): 7.214 SPEC 3.4.15 _ a= 1631(b/t) = 11353 psi _- Moment of Inertia,Weak Axis(in4): 1.182... _ SPEC 3.4.16 — —Centroid to Outer Fiber Comp.Side,Y(in): 2.945 6=- 27.3-0.29(b'/t) = 20410 psi Torsional Constant,J(in4): — 7.215 -- SPEC 3.4.17 _ • _' - . . -------- ------i --- - - - -- — MEMBER CONSTANTS 6- -- 40.5-1.41(bit) --17772 Psi _--- -- -- - -- ------- - KUr= 152.11 SPEC 3.4.18_ -- --- 28000 -- - 28D00 psi - 1 EDGE bit= 16.12 6= - - `- 2 EDGE bit = 23_76 SPEC 3=4.20 _ ---- - - _ ---- - 4848 psi SHEAR hit= 89.69 LdrY 135.21 - -- - - - - -- Lbl,,/(0.5'('(ly'J)^0.5)=-- 10_68 — MAXIMUM ALLOWABLE STRESSES i i` -— TENSION= 19000 psi --_ COMPRESSION:= 2204 psi — _— ---- BENDING:_— __ 11353 psi SHEAR= _4848 psi 1.710 to t� N 0.105 0.050 O.OG2 tn N 0.904 0.921 1.825 -- ----------- REGIONS ---------=-=---- - Area: - 2.347 sq in -- Perimeter: 55.869 in Bounding _box: X: -1.529 -- 1.546 in Y: -2.957 -- 2.616 in Centroid• X: 0.000 in Y: 0.000 in Moments of inertia: X: 7.214 sq in sq in Y: 1.182 sq in sq in Product of inertia: XY: 0.028 sq in sq in Radii of gyration: X: 1.753 in Y: 0.710 in Principal moments (sq in sq in) and X-Y directions about centroid: 1: 1.182 along [0.005 1.0001 J: 7.215 along 1-1.000 0.0051 ALLOY 61(1515,6DD5-15 600S TS NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER TYPICAL Q 5005 VETERANS MEMORIAL HIGHWAY WALL 0.050, 0.062 1 HOLBROOK, NEW YORK 11741 N 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO.5328B, 4582. 7249 4 LITE H COLUMNS WITH RAFTER STIFFENER PART NO'7-11i,7NFJ,4RSB 5 DO NOT SCALE DRAWINGS SCALE 3/4"=1" DRAWN BY LJD DWG. 6 TOLERANCES + - APPROVED � DATE ,08-08-03 7111U-7NFJ-4RSB JOB: 230 SUN AND SHADE:STRAIGHT EAVE DESIGN SHEET NO. 4 OF: 18 CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 FOUR SEASONS SUNROOMS CHECKED BY: Surya Larnsal DATE: 1 01112 0 0 3 _... M.x r t-A nurc.,�,U+r .b,•a. STAMPED BY: DATE: ELECTRIC H COLUMN WITH WINDOW JAMBS (7145 7NFJ1--___ —----------- ALLOY:6005-T5,6005-T5 --- ----- - -- INPUTS ­ Effective$frnccPS for Buiidirla ___-- - Effective Length Factor,k:— 1.000 - Length, L(in)__— 83.000 SPEC 3.4.1 a= 19000 _ psi Radius of Gyration, r(in): - 1.035 SPEC 3.4.2 _ ---- _____-_1 EDGE Width of Section,b (in): 0.612 -- -- Corresponding Thickness,t(in): 0.053 a= 19000 Psi --'- 2 EDGE Width of Section, b (in): -2.366 SPEC 3.4.7 a= 51000/(k-Ur)^2 = 7935 psi Corresponding Thickness,t(in): 0.066 _ SPEC 3.4.8 ___ - - SHEAR Height of Section,h(in): -_ 3.045 — a= 154/(blt) = 13307 psi - Corresponding Thickness,t(in): 0.065 - - — - Unbraced Length, Lb(in): 83.000 SPEC 3.4.9 _ a= 490/(b/t) = 13669 psi Radius of Gyration,ry(in). 1.640 - Moment of Inertia,Strong Axis(in4): 4.381- SPEC 3:4.14 a= 21000 = 21000 psi Moment of Inertia,Weak Axis.(in4): 1_747. ... _ SPEC 14.15 Centroid to x-axis,Y,comp.side(in): 1.796 a= 1831(b/t) = 15813 psi -Torsional Constant,J (in4):' 4_381 SPEC 3.4.16 --- --_. ------ -- -- = 580/(b/t) _ _ 16180 psi' ___- MEMBER CONSTANTS a _- _ :. - --------- - KUr= 80.17 SPEC 3.4.17 - -- --- -- ---- - - - - - a= 40.5-1.41(b/t) = 24182 psi 1 EDGE blt= 11.57 2 EDGE blt= 35.85 SPEC 3.4.18 ------- — - - -------_-- -- --- - - _..6-— 28000--- = 28000 psi — SHEAR hit= 46.85 50.62 SPEC 3.4.20 _ _ _ -- — a= 15.6-.099(h/t) = 10962 psi — L,I./(0.5'$'(ly'J)^0.5)= - - 36.85 o.oez—_.f II I II II MAXIMUM ALLOWABLE STRESSES __ I' 0•Or6 ` TENSION= 19000 psi _ —i ji I` I COMPRESSION:= 7935 psi BENDING:_ -- - 15813 psi -- --SHEAR= ---10962 psi 20%- .. znv. - � i 0.OG2 O.OGG u;. . O cYi (V 2.05G 2.058 4. 1 14 RE�IBNS ------ Ar.ea' 1;6297 Perimeter- 50,9679 Bounding box; X: -2.6815 -_ 2,6828 - = Y: -1.26,66 1,7956 Centroid: X: 0.0000 . Y; 0.0000 Moments of inertial X 1.7468 Y: 4,3809 Product of- inertial XY: 0,0017 Radii of gyrations X, 1.0353 Yi 1,6396 Principal moments and X-Y directions about centroid: I" 1,7468 along 11,0000 0.00071 J, 4,3809 along C-0,0007 1,00001 ALLOY 6063—T6, 6005-15 NO. REVISION BY O FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.066, 0.062 1 WAIL HOLBROOK, NEW YORK 11741 FINISH N 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS DIE NO. 5339C, 4582 3 TITLE SECTION PROPERTIES PART N0. ELECTRIC H COLUMN �4s, 7NFJ 4 DWG- 5 DO NOT SCALE DRAWINGS SCALE DRAWN BY LJD - N APPROVED DATE 08-1)8-03 7145-7NFJ 6 TOLERANCES + Iv JOB: 230 SUN AND SHADE:STRAIGHT EAVE DESIGN isliiLD ibe SHEET NO: 5 OF: 18 FOUR SEASONS CALCULATED BY: Lawrence Duffy DATE: 101112003 S U N R O O M S CHECKED BY: Surya Lamsal DATE: 10/1/2003 STAMPED BY: DATE: H COLUMN WITH 76P POST AND WINDOW JAMBS(7145 7BP 7NFJ ALLOY:6005-T5,6005-T5 _---- -FE7LECT�RIC --- - INPUTS s hio crrocc_oc fnr Rilildina Effective Length Fact6F,k: 1.000 SPEC 3.4.1 - -^- __ Length,L(in): 96.000 Radius of Gyration,r(in): 1.313 19000 SPEC 3.4.2 _ _- __ 1 EDGE Width of Section,b(in): 0.612 - - Corresponding Thickness,t(in): 0.053 6= 19000 psi _ _ _ 2 EDGE Width of Section,b(in): 3.170 SPEC 3.4.7 6= 51000/(k-Ur)^2 = 9540 psi Corresponding Thickness,t(in): 0.130 SPEC 3.4.8 --SHEAR Height of Section,h(in): 4.090 _ __-- - 6= 154/(b/t) = 13307 psi Corresponding Thickness,t(in): 0.130 - - - Unbraced Length,Lb(in): 96.000 SPEC 3.4.9 — 6= 23.1-0.25(b/t) = 17004 psi Radius of Gyration,r,,(in): 1.343. SPEC 3-4.14 Moment of Inertia,Strong Axis(in4): 5.848 _ - - -- Moment of Inertia,Weak Axis(in4): .5.593 _. . Cr= 21000 = 21000 psi _— -•--- --- -_ - SPEC 3.4.15 _ Centroid to x axis,Y,comp.side(in) :_ 2.286 — 6 t 183/(b/t) = 15813 psi Torsional Constant,J(in4): 5.84E SPEC - J --- 20228 psi MEMBER CONSTANTS • 6= 27.3-0.29(b/t)'• - -- KUr= 7112 SPEC 3.4.17 _ ---- - - -•- - 6= ---40.5-1.41(b1t) = 24182 psi -_ 1 EDGE b/t= 11..57 _- SPEC 3.4.1 B ---- - ------- - --- 2 EDGE _blt 28000 psi SHEAR h/t= 31,46 a= 28000 =--- P ------- Lb/ry- 71,48 SPEC 3.4.20 _ — _ —'- -- a= 11000 .- = 11000 psi -_— LbI./(0.5`Y'(ly'J)^0.5)= 79.91 - -- --- -- i�-- .7• 11 1 � D 130•-�•�- i MAXIMUM ALLOWABLE STRESSES __..._ ' ; N TENSION= 19000 psi _- Dosz oocc �•. o -- - ---COMPRESSION:= 9540 psi _ _ II- I I _._1 r `Y-- L•�1 BENDING:= 15813 Psi SHEAR= 11000 psi_— ----- I_- _ - - 2.05r,— -- 2055 I; 0. 130 u� N N 0.062 0.066 0 0 N 2.056 2.058 4. 1 14 - IP REGIONS ---------------- Area: 3.243 sq in Perimeter: -- 73.301 in Bounding box: - X: —2.681 -- 2.683 in - Y: —1.809 -- 2.298 in Centroid: X: 0.000 In Y: 0.000 in- Moments of Inertia: X: 5.593 sq in sq In Y: 5.848 sq in sq in Product of Inertia: XY: 0.001 sq in sq in Radii of gyration: X: 1.313 in Y: 1.343 In Principal moments (sq in sq in) and X—Y directions about centroid: I: 5.593 along [1.000 0.0051 J: 5.848 along [-0.005 1.000) ALLOY 6063-T6, 6005-T5 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 0 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.066, D.062 1 WALL' HOLBROOK. NEW YORK 11741 FINISH , 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS 3 TITLE SECTION PROPERTIES DIE N0 53J9C. 45a2 4 ELECTRIC H COLUMN WITH BEAM POST PART NO.7.145, 7eP 5 DO NOT SCALE DRAWINGS SCALE =i DRAWN BY LJD DWG. 6 TOLERANCES + N - APPROVED — DATE 08-08-03 7145-7BP-7NFJ JOB: 230 SUN AND SHADE:STRAIGHT EAVE DESIGN SHEET NO: 6 OF: 1 B LUI`C `I'" "'T CALCULATED BY: Lawrence Duffy DATE: 1DI112003 FOUR SEASONS CHECKED BY: Sun Lamsal DATE: 101112003 :r S U N R O O M S STAMPED BY: DATE: .-...-• MJUC In N Amktr CU Nr li+Ci 3C�(.hr' ELECTRIC EAVE(7144 7133) - ALLOY:6005-T5 —--- INPUTS a c+ro��p�for Rniltfinn Effective Length Factor,k: 1.000 A! ^ ---- - ------ ----- - — - ►,!- Length,L(in): 48.000 _SPEC 3.4.1 -- 1 077 19000 psi — Radius of Gyration,r(in): 1 EDGE Width of Section,b(in): 1.669 SPEC_3.4.2 ---- - ---- -- - - - -- 0.070 19000 psi a= Corresponding Thickness,t(in): 2 EDGE Width of Section,b(in): 1.580 _ SPEC 3.4.7 0.050 Corresponding Thickness,t(in): 6= 20.2-0.126(kUr) = 14585 psi SHEAR Height of Section,h(in): 2.733 _ SPEC 3.4.8 --- 0.050 6= 1541(b/t) 6459 psi _ Corresponding Thickness,t(in): _--_ Unbraced Length,Lb(in): 48.000 SPEC 3.4.9 - Radius of Gyration,ry(in): 1..15.7.•. ,. CY 23.1-0.25(b/t) = 15200 psi --- Moment of Inertia, Strong Axis(in4): 1.634 SPEC:i.4.14 _ a= 21000 = 21000 psi Moment of Inertia,Weak AAs.(in4): 1.417__ 1.505 SPEC $.4.15 Centroid to Outer Fiber Comp.Side,Y-(in): _ - - -- 1.749_-- --- - a 183/(blt) -= 7675 psi -_ Torsional Constant,J(In. SPEC-;.4.16. _ . --- --- .-. - ---- - - ------ MEMBER CONSTANTS - a ; 27.3-0.29(b/t) = 18136 psi --- - ------: - ... _ -- _ - KUr= -- -44.56 - SPECT�f 4.18 -- -- ------- --- - - ' - - 28000 psi 1 EDGE-b/t= 23.84 a 28000 _ ---- -- 2 EDGE. blt= 31.60 SPEC 4.20 - --- -- --'-�- ' SHEAR. hit= 54.66 6= 15.6-.099(h/t) = 10189 psi —_ _ - Lblry .41.50 _— -- - _ __ - — Lbl�l(0:5'Y'(ly-J)"0.5)= 53.49. 2.943 i.. 2 MO-+ MAXIMUM ALLOWABLE STRESSES - -. — -- - ..---- J� TENSION= 19000 psi -- -, I COMPRESSION:= 6459 _ psi mow —---- BENDING:= 7675 _Psi SHEAR= 10189 psi ..---- --- --- �, 2.343 4.383 2.040 0 L 0.060 m m ti 1 N 0.055 m N N 1 i I .405 1 .746 3. 151 _ - REGIONS --------- :Area--------- 1,2216 Perirne-ter: 39.1609 X: -2,3427 -_- 2.0403 Bounding box: Y. -1.8538 1.5047 Centroicd: X: 0,0000 Y. 0.0000 Moments of inertia: X: 1,4174 Y: 1:6338 Product of inertia: XY: -0.1955 Radii of gyration X: 1.0772 Y: 1.1565 Principal moments and X-Y directions about centroid: I: 1,3021 along C0.8615 -0.50781 J: 1,7490 along C0,5078 0,86151 ALLOY 6063-T5, 6005-T5 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TYPICAL 5005 VETERANS MEMORIAL HIGHWAY WALL D.060, 0.055 1 M HOLBROOK, NEW YORK 11741 FINISH 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS — DIE NO. 3 TITLE SECTION PROPERTIES PART NO. 7•144, 7133 4 ELECTRIC EAVE SCALE " " DRAWN BY LdD DWG. 5 DO NOT SCALE DRAWINGS > _> 7*144-7133 6 TOLERANCES + - - N APPROVED — DATE 08-08-03 JOB: 23D SUN AND SHADE:ST RAIGHT EAVE DESIGN OF: 18 . GUI!D thy. wEsS SHEET NO: 7 FOUR SEASONS CALCULATED BY: Lawrence Du DATE: 1011120D3 Duffy DATE: 101203 S U N R O O M S CHECKED BY: Surya Lamsal ::.r.+ ,,.a,,,,/,N Ah:U.SY f" a.r.•.v,,,•.•:. DATE: STAMPED BY: SILL(7CS)TO FOUNDATION — — FASTENERS: 2 0.500 "X 3.000" LAG BOLTS DETAIL ON E nation In uts: AT EACH COLUMN AND 16"O.C. _ _ -.- - _.--._..-.__ - - - - - AI.FJluy Of Piece 1. 6035-T5 ALLOWABLE CONNECTION BEARING - P„5 =2(D1)(T1)(Ftj)In„ _ - -- T1:Thickness of Piece 1 (in): .055 -- Fastener Type: LAG BOLTS _( .500 )(--.055 )( 38 )2/2.34= 893.2# - .-.__ -- •• "- - Thread Type: SPACED THREADS P„ =NS'PnSmM _( )= -� - Crown(C)or Valley M Fastening: C 2 )( 893.2 1786.3 # D2:Diameter of Head/Washer(in): - 1.5 D1:Nominal Diameter of Fastener(in): 0.500 L:Length of Fasteners(in): 3.000 Ns:Number of Screws: 2 ALLOWABLE CONNECTION TENSION --- Pno„ =(D2-D1)(T1)(Ft0)(Cyn. .-._ .... _( 1.5 - 0.5 )( .055 )( 38 )( 1 )/3= 696.7# Aluminum Allov Structural Values Pat =Ns Pnmm - - -� - ---- _( 2 )( 696.7 ) = 1393.3#. F,,,,:Ultimate Tension of Piece 1 (ksi): 38 Fw:Yield Tension of Piece 1(ksi): 1 35 WASHER OF 1.5" 16"O.C.WILL CONTIBUTE A MAXIMUM OF 85#BASED CiN A 0.1-DEFLECTION OF SILL_ I 7 q..ra. . . ;4 - MAXIMUM ALLOWABLE LOADS -- — — . SHEAR: 1786.3 # --- —,. TENSION 1478.3 # 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. _ UNC THREADS: Types C:D,F,G,T - ----- - - ----- - -- SPACED THREADS: Types AB.B.BP,BF,BT Calculations Conform to(AA)ADM20D IN OJT5IDE INSIDE 0; OF P.DDM P.ODM EXTR'D ALUMINUM CL05EO 51LL(A'7C5) FOUNDATION (BY OTHERS) MINIMUM OF(2)318 FA5TENER wl1 114"WASHER AT EACH COLUMN AND EVERY I G'O,C. ACTUAL DE51GN OF THESE CONNECTION5 MU5T BE DETERMINED BY OTHER5.' 51DE VIEW DRAWN BY:JP DESCR�FT1oN:SILL TO FOUNDATION E DATE:10n0103 : E.C.O.#: — JOB. 230 SUN AND SHADE:STRAIGHT EAVE DESIGN +' _ `� SHEET NO: e OF: 18 PUIL' FOUR SEASONS CALCULATED BY: Lawrence Duffy DATE 101112003 SUNROOMS CHECKED BY: Surya Lamsal DATE: 1DI1/2003 •,,j..-�A••.,,-,,,,.,r,.r,vr,yr.,.. STAMPED BY: DATE: SILL TO CORNER COLUMN _ — FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON — E uabon Inputs: ALLOWABLE CONNECTION BEARING -_ A1:Alloy of Piecee 1, 6005-T5 Pm, =2(D1)(T1)(Fn„)1n _- -—_ Ti:Thickness of Piece 1 (in): .055 _! .164 )( .055 )( 38 )212.34= _ -293.0#- - -- -- _ _ A2:Alloy of Piece 2: 6063-T5- P,,, =2(D1)(T2)(F,,Z)In„ T2:Thickness of Piece 2(in): .062 _( .164 )( .062 )( 22 )212.34= 191.2# Fastener Type: TEK SCREWS pn5 =((T2)(T2)(T2)(D1))E0.5'4.2(F,,,Z)for T2<=T1 `-_ -_-_ Thread Type:-SPACED THREADS _(( .062 )( .062 )( .062 )( 0.164 ))E0.5.4.2( 2200D )= NIA Crown(C)or Valley(V)Fastening: C P., =Ns'Pns,,,,n D2:Diameter of HeadlWasher(in): .322 _( 8 )( 191.2 )= 1529.5 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners'(in):: 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch):. 0.014 _ ALLOWABLE CONNECTION TENSION - n,Threads Per Inch: 32 Pm, =(D2-D1)(T1)(Fa+)(C)Ins• ---- --- --- tc,Thread Engagement01 0.062 Depth: _( .322 - 0.164 )( .055 )( 36 }( 1 )13= •110.1 #i--- — Ns:Number of Screws: 8 Prwc = (Ks)(D1)(tc)(Fty2)1ns - - —_. .. ---------.. 548 Pit =Ns`Prlmin __ --- _( 8 )( 54.8 ) - 438.2# - - -- Aluminum Alloy Structural Values — F,,,1:Ultimate Tension of Piece 1 (ksi): 38 Flo:Yield Tension of Piece 1(ksi):. 35 F,,,Z:Ultimate Tension of Piece,2(ksi): 22 F,2:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1529.5 # Coeffiecient,Ks= -1.01 ------- TENSION 438.2# _- -- Coeffiecient 21n=--0.0625 Coeffiecient,41n= 0A25 UNC THREADS: Types C,D,F,G,T - SPACED THREADS: Types AB,B,BP,BF,BT-- Calwlalions Conform to(AA)ADM2000 CONT. EXTRI)ALUMINUM CL05ED 51LL(A'7C5)BELOW EXTO ALUMINUM WINDOW JAMB(A7'131 U) 08 x 112"TE:5GKEW(1-17'150) EIGHT AT EACH CORNER EXTRV ALUMINUM CORNEP.COLUMN (A'7C9) PLAN VIEW T/V T/V ---------------- DWG.p:D9 DATE:10l20/03 DRAWNBY:JP DESCRiPTIOWSILLTO CORNER COLUMN FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.9: JOB, 230 SUN AND SHADE:ST RAIGHT EAVE DESI GN SHEET NO: 9 OF: 1B FOUR SEASONS CALCULATED BY: Lawrence Duffy DATE: 1011l2003 S U N R O O M S CHECKED BY: Surya Lamsal DATE: 10/1/2003 .._. �•;,,:u e.•,v.-a rc c,..•an e.,. STAMPED BY: DATE: SILL TO LITE N COLUMN _ FASTENERS: 6 0.164 "X 0.50D" TEK SCREWS DETAIL ON - E uation Inputs. ALLOWABLE CONNECTION BEARING _- -- Al army ni Pieoe 1: 6005-T5 T7:Thickness of Piece 1 (in): .055 Pns =2(D1)(T1)(F1m)/nu --- _( .164 )( .055 )( 38 )2 2.34_-- 293.0# _ _ _ __A2:AIIoy of Piece 2: 6005-T5 P„, =2(D1)(T2)(F„2)/n„ T2:Thickness of Piece 2(in): .05 _( .164 )( .05 )( 38 )2/2.34= 266.3# Fastener Type: TEK SCREWS P,,, =((T2)(T2)(T2)(D1))E0.5`4.2(F.)for T2-T1 —- __- _- Thread Type: SPACED THREADS _(( .05 )( .05 )( .05 )( 0.164 ))E0.5-4.2( 38000 )= 722.6 Crown(C)or Valley(V)Fastening: C P,s =Ns`Pns,,,,, D2:Diameter of Head/Washer(in): .322 266.3-)= 1597.9 # — D1:Nominal Diameter of Fastener(in): 0.164 _ #8 FASTENER MAXIMUM SHEAR IS 216.5# -_ -- L:Length ofFasteners(in):: 0.500 - Asn:Thread Stripping Area of Internal Thread(Per Inch)" .' 0.014- ALLOWABLE CONNECTION TENSION _-- _ --._- _ n,Threads Per Inch: -32 Pn, =(D2-D1)(T1)(F�„)(C)Ins tc,Thread Engagement Depth: 0.05 _( :322 - 0.164 )( .055 )( 38• )( 1 )/3= 110_1 # ---Ns:Number of Screws: 6 - Pr,., = .(► s)(D1)(tc)(Fty2)Ins — ---- - — ----- - .. _. Pet =Ns`Pnmjn - _( 6 )( -96.6 ) _ 579.7 # ---_ Alurnirium_Allo Structural Values F„r1:Ultimate Tension of Piece 1 (ksi): 38 Fy,:Yield Tension of Piece 1(ksi): .. 35 F,,,2:Ultimate Tension of Piece 2(ksi): 38 Ftp:Yield Bearing of Piece 2 (ksi): 35 Coeffiecients: MAXIMUM ALLOWABLE LOADS _-- -- --- - SHEAR: 1299.0 # Coeffiecient Ks TENSION 579.7 # - - Coeffiecient 2ln= 0.0625 Coeffiecient.41n= 0.125 UNC THREADS: Types C,D,F,G,T- SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 CONT.PXTWD ALUMINUM CLO5ED 51LL(A'7C5)BELOW #8 x 112"TM 5CREW(HT 150) 51X AT EACH COLUMN EXTR'D ALUMINUM WINDOW JAMB(AT 131 U) FXTR'D ALUMINUM H-CHANNEL(A7.111) PLAN VIEW T Lv ffE]ff] DRAWN BY:JP DESCRIPTION: TO LITE H COLUMN FOUR SEASONS SOLAR PRODUCTS, LLC- JOB: 230 SUN AND SHADE:ST RAIGHT EAVE DESIGN • .; 1`„ tl:c „:�T SHEET NO: 10 OF: 18 CALCULATED BY: Lawrence Duffy DATE: 101112003 FOUR SEASONS CHECKED BY: Surya Lamsal DATE: 1011J2003 SUNROOMS DATE: •.4 PED BY: SILL TO ELECTRIC H COLUMN - DETAIL ON FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS E uation Inputs -•---•-- - -_....._._.------ ------,... ---- A1.niivji.vfi'ic.^.C'.1: Ennc_T5 ALLOWABLE CONNECTION BEARING - -- - T1:Thickness of Piece 1 (in): .055 P„s =2(D1)(T1)(Fw„)In„ AZ:Alloy of Piece 2: 6005-T5 _( .164 )( .055 )(- 38 )212.34= _ 293.0# - -- -- _-- --- -- - T2:Thickness of Piece 2(in): .066 Pns =2(D1)(T2)(Fea)1nu Fastener Type: TEK SCREWS _( .164 )( .066 )( 38 )212.34= 351.5 # - Thread Type: SPACED THREADS Pn, =((T2)(T2)(T2)(D1))E0.5-4.2(F1iiz)for T2<=T1 _ __-- _(( .066 )( .066 )( .066 )( 0.164 ))ED.5.4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C pO5 =Ns'Pnsmim D2:Diameter of HeadlWasher(in): .322 _( 1757.7 # D1:Nominal Diameter of Fastener(in): 0.164 - 6 )( 293.0 )= - #8 FASTENER MAXIMUM SHEAR IS 216.5# L:-Length of Fasteners(in): 0.500- Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 n,Threads Per inch: 32 ALLOWABLE CONNECTION TENSION _--—"-- - - --- =(D2-D1)(T7)(F,,,)(C)In� tc,Thread Engagement Depth: 0.066 pm, '055 )( 38 )( 1 )13= 110.1 # Ns:Number of Screws:- 6- _( .322 - 0.164 )( -- — — _- - — Ks D7 2 4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns - 137.7 P- P =Ns Pmmn_ _- -—�--- 660.4 # _ Aluminum Allo Structural Values _( 6 )( 110.1 ) _ - - --- i - Fa,,:Ultimate Tension of Piece 1 (ksi): 38 --'- - -_-- -- ---- F,,,,:Yield Tension of Piece 1(ksi)~ 35 38 F„,:Ultimate Tension of Piece 2-_._(ksi): " F,4:Yield Bearing of Piece 2(ksi): 35 Coeffiecients: MAXIMUM ALLOWABLE LOADS -- - - - -- - - —_ Coeffiecient,Ks= 1.01 SHEAR: 1299.0# '— - Coeffiecient Z/n= D.06 TENSION 660.44 - - - --' - -- - Coeffiecient,41n= 0.125 UNC THREADS: Types C,D,F,G,T - - - --- - - ---- - SPACED THREADS. Types AB,B,BP,BF,BT 7. Calculations Conform to(AA)ADM2000 #6 x 1/2'TEK 5CREW(H7'150) 51X AT EACH COLUMN EXTKD ALUMINUM UTILITY H-CHANNEL(A7'145) EXTR'D ALUMINUM WINDOW JAMB(A7'13 I U). ....... .. ...........: .. ..:_..,, PLAN VIEW CONT. EXTKD ALUMINUM CL05ED 5ILL(A'7C5)BELOW T- v [DRAWN BY:JP DESCRIPTiON:SILL TO UTILITY H COLUMN DWG.V06 DATE:10rz0103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.iI. JOB: 230 SUN AND SHADE:ST RAIGHT EAVE DESIGN SHEET NO: 11 OF: 18 FOUR SEASONS CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 S U N R O O M S CHECKED BY: Suryo Lamsal DATE. 101V2003 lhrx: •,,:.n ". : ,,,p.e•9ovo... DATE STAMPED BY: EAVE TO CORNER COLUMN _ FAS [ ]TENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON — E uation Inputs: ALLOWABLE CONNECTION BEARING —-- - _ -Al:Alloy of Piece 1: 6063-T5 Pn, =2(D1)(T1)(F,,,,)In -- T1:Thickness of Piece 1 (in): .06 -( .164 )( .06 )( 22 )212.34= 185.0# -_- - A2:Alloy of Piece 2: 6063-T5 P,,, =2(D1)(T2)(Fr 2yn„ T2:Thickness of Piece 2(in): .062 =( .164 )( .062 )( 22 )2/2.34= 191.2# FastenerType: TEK SCREWS Pn, =((T2)(T2)(T2)(D1))E0.5-4.2(F,,2)for T2-Tf -_ --_ Thread Type: SPACED THREADS _(( .062 )( .062 )( .062 )( 0.164 ))E0.5.4.2( 22000 )= NIA Crown(C)or Valley(V)Fastening: C Pa, =Ns Pns,jn D2:Diameter of Head/Washer(in): .322 _( 8 )( 185.0 )= 1480.2 # __ D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n Threads Per Inch: 32 P,,,,, =(D2-D1)(T1)(Fwj)(C)In, tc,Thread Engagement Depth: -0.0.62 22 )( 1 )I3= 69.5# Ns:Number of Screws: ' 8 _( .322 - 0.164 )( .06 )( - - --- -- - - - --- -- Pw = (Vs)(D1)(tc)(Fty2)/ns- --- -- - ---- - -- —_ `; r.. ---: 54.8# - --- - _( 8 )( 54.8 ) 43B.2 # _- ---_ -----Aluminum Alloy Structural Values Ft,,:Ultimate Tension of Piece 1(ksi): 22 Fw,:Yield Tension of Piece 1..(ksi):, 16 Fa:Ultimate Tension of Piece 2(ksi):.. 22 F1y2:Yield Bearing of Piece 2(ksi): 16 Coeffiecients: MAXI MUM ALLOWABLE LOADS -- ----- SHEAR: 1480.2# - - _ - _ Coeffiecient,Ks 1.01 ---- _ TENSION 438.2# Coeffiecient 2In= 0.0625 Coeffiecient,4/n --- --- - — UNC THREADS: Types C,D,F,G_T SPACED THREADS: Types AB,B,BP,BF,BT Calculalions Conform to(AA)ADM2000 EXTRD ALUMINUM ADJU5TABLE SAVE (A'7EB/A'7ETB)BELOW EXTRD ALUMINUM WINDOW JAMB(A7'131 U) #8 x 1/2"TEt'.5CP,EW(H7'150) EIGHT AT EACH CORNER EXTRD ALUMINUM CORNER COLUMN(A'7C9) PLAN-VIEW DRAWN BY:JP DESCRIPTION:EAVE TO CORNER COLUMN DWG.a:12 DATE ID12DIM FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.4: ---- JOB: 230.SUN AND SHADE:ST RAIGHT SAVE DESIGN 1, Mi:'LS3 r': •I SHEET NO: 12 OF: 18 _ FOUR SEASONS CALCULATED BY: Lawrence Duffy DATE: 1 011 12 0 0 3 S U N R O O M 5 CHECKED BY: Surya LamSal DATE: 1011/2003 t:=�} r•e rr,,,N A.' ,-A If,,OW STAMPED BY: DATE: FEAVELITE H COLUMNERS: 6 0.164 "X 0.500TEK SCREWS DETAIL ON E nation In uts---- ^_--- -'-------.•--- Al•Allny of Piece f: 6063-T5 ALLOWABLE CUNNECTION BEARING P„s =2(D1)(T1)(F,,,)/n T1:Thickness of Piece 1 (in): .06 _( .164 )( .06 }( 22 )2/2-34= 185.0# _-� Alloy of Piece 2:_ 6005 T5 P„= =2(D1)(T2)(F,,zyn„ T2:Thickness of Piece 2(in): .05 _( .164 )( .05 )( 38 )2/2.34= 266.3# Fastener Type: TEK SCREWS P_ =((T2)(T2)(T2)(D1))E0.5'4.2(F,,,z)for T2<=T1 -- Thread Type:-SPACED THREADS- _(( .05 )( .05 )( .05 )( 0.164 ))E0.5'4.2( 38000 )=722.6 Crown(C)or Valley(V)Fastening: C P,S =Ns'Pnsm,, D2:Diameter of Head/vvasher(in): .322 _( 6 )( 185.D )= 1110.2 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014. _ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32- — -• — Pnw =(D2-D1j(T1)(F� )(C)Ins tc,Thread Engagement Depth: D.05 _( .322 - 0-164 )( .06 )( 22_-)( 1 )l3= 69.5 # - Ns:Number of Screws: 6_ Pnd = (Ks)p1)(►c)(Fty2)/ns - .------ -._ — --- --- .. 96.6 # — - --- - -. -... - - . - _( 6 }( 69.5 ) - = 417.1 # _ - Aluminum AlloyStructural Values Fe,,:Ultimate Tension of Piece 1(ksi): 22 Ftyt:Yield Tension of Piece I,(ksi):. 16 F,u2:Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 Coeffiecients• MAXIMUM ALLOWABLE LOADS -_ _ -- _. _-._-. - -- nt SHEAR: 1110.2 Coeffiecient,Ks= 1.01 -- --- — TENSION 417.1 # - _ _ Coeffiecient 2/n= 0.0625 Coeffiecient•41n= 0.125 UNC THREADS: Types C,D_F,G,T - -- -- - - ------ SPACED THREADS: Types AB,B,BP,BF,BT_ Calculations Conform to(AA)ADM2000 EXTR'D ALUMINUM ADJU5TABLE EAVE (A'7EB/A'7ETB)BELOW #b x 1/2'TEK 5GREW(H7'150) 51Y AT EACH COLUMN EXTKD ALUMINUM WINDOW JAMB(AT 131 U) EXTRD ALUMINUM h-CHANNEL(AT 1 1 1) PLAN VIEW DRAWN BY:JP DESCRIPTION:EAVE TO LITE H COLUMN DWG.0:10 DATEtOrz0103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: JOB; 230 SUN AND SHADE:STRAIGHT EAVE DESIGN ct.tlSD th^E�SF SHEET NO: 13. OF: 18 FOUR SEASONS CALCULATED BY: Lawrence Dusty DATE: 10/1/2003 ' S U N R O O M S CHECKED BY: Surya Lamsal DATE: 10/112003 r gat un.f.•m N^r,enra 4u 0—ip ri•..,•• DATE STAMPED BY: EAVE TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation Inputs ALLOWABLE CONNECTION BEARING Al:Alley of Piece 1• 6063-T5 Pn, =2(D1)(T1)(Fw,yn„ _- - T1:Thickness of Piece 1 (in): .06 _( .164 )( .06 )( 22 )2/2.34= 185.0# A2:Alloy of Piece 2: 6005 T5 Pm =2(D1)(T2)(F,,&u T2:Thickness of Piece 2(in): .066 _( .164 )( .066 )( 38 )2/2.34= 351.5# Fastener Type: TEK SCREWS P.. =((T2)(T2)(T2)(D1))E0.5-4.2(F,,,z)for T2 T1 — - Thread Type: SPACED THREADS _(( .066 )( .066 )( .066 )( 0.164 ))EO.5.4.2( 38000 )= NIA Crown(C)or Valley M Fastening: C P. =Ns'PnS Mn D2:Diameter of Head/Washer(in): .322 _( 6 )( 185.0 )= 1110.2 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Intemal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION ___- n,Threads Per Inch 32 P,,,,, =(D2-D1)(T1)(Fd,)(C)/a. tc,Thread Engagement Depth: 0,066 _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5# - _— Ns:Number of Screws: 6 - Pn„ _ ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns --- --__-_ _ 137.7 # PM =Ns'Pn,,,n - _( 6 )( 69.5 ) = 417.1 #_ Aluminum Allo Structural Values Fbn:Ultimate Tension of Piece 1(ksi): 22 F,y,:Yield Tension of Piece 1(ksi): 16 Ftiiz:Ultimate Tension of Piece 2(ksi): 38- - - - --- - Fq2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1110_2 # _- _ Coeffiecient,Ks_—_1.01 TENSION 417.1 # Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B.BP,BF,BT Calculations Conform to MAI ADM2000 oe #5 x 112'TEK 5CREW(H7'150) 51X AT EACH COLUMN EXTRD ALUMINUM UTILITY H-CHANNEL(A7'145) EXTKD ALUMINUM WINDOW JAMB(A7'131 U) PLAN VIEW � !DE TWD-ALUMINUM ADJU5TABLE SAVE _ (A-7EB/A-7ET5) BELOW DRAWNBY:JP DESCRIPTION:EAVE TO UTILITY H COLUMN DWG.#:11 DATE:10120103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: JOB: 230 SUN AND SHADE STRAIGHT EAVE DESIGN OF: is t:tlliD01C sC i SHEET NO: 14 DATE: 1011/ZDD3 FOUR SEASONS CALCULATEDBY: Lawrence Duffy SUN ROOMS CHECKED BY: Surya Lamsal DATE: 1011/2003 _, a µ.we n H An\LR+4'Mv,9n&nrt STAMPED BY: DATE' - ROOF PANEL TO EAVE -- FASTENERS: 6 0.242 "X 5.DD0 " FASTENER DETAIL ON E nation In uts: . ..--- ---• ---- -- --•-------------•---• Al:Alloy of Piece 1: 3105-1-I25 ALLOWABLE CONNECTION BEARING -- T1:Thickness of Piece 1 (in): .024 Pm= =2(D1)(T1)(FtujYnj _( .242 )( .024 )( -23 )212.34= 114.2#.. A2_Alloy of Piece 2�6063 T5 --- - _--- -- T2:Thickness of Piece 2(in): .07 Pr„ =2(D1)(T2)(Ft„)1ny Fastener Type: FASTENER =( .242 )( .07 )( 22 )212.34= 31 B.5# pt„ =((T2)(T2)(1.2)(D1))E0.5.4.2(F,,)for T2<=T1 Thread Type: SPACED THREADS_-- --- =(( •07 )( •07 )( .07 )( 0.242 ))E0.5.4.2( 22000 )= NIA Crown(C)or Valley(V)Fastening: C - D2:Diameter of HeadMasher(in): 1.25. P. Ns PnSmin , 114.2 )= 685.0 # D1:Nominal Diameter of Fastener(in): 0.242 - L:Length of Fasteners(in): 5.000 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.03 n,Threads Per Inch: 20 ALLOWABLE CONNECTION TENSION �._- ----• -- -- p"w =�D2-Di)(T7)(F�,r)(C)In6 _- ic,Thread Engagement Depth: - OA7 _( Ns:Number of Screws: 6 1•.25. - 0.242 -)( .024 )( 23 )( 1 )13= 185.5# _-- - P„M = (Ks)(D1)(tc)(Fty2)1ns - 91.3# - --- P.t Ns _( 6- )( 91.3 ) = 547.5 #__ Aluminum Allay Structural Values F,1:Ultimate Tension of Piece 1 (ksi): 23- - WASHER 1.25"DIAMETER -_ Fty1:Yield Tension of Piece 1(ksi): -NIA _ F,,,2:Ultimate Tension of Piece 2(ksi):, 22 - ----- - - - - --- -'- FW:Yield Bearing of Piece 2(ksi): 16 Coeffiecients• MAXIMUM ALLOWABLE LOADS --- - - SHEAR: 665.0 #!PANEL -- -_ - Coeffiecient,Ks 1.01 =- - TENSION 547.5#!PANEL - —_ Coeffiecient 2/n -- ------- ----- ----- Coeffiecient,41n= ;.0.2 - - - UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Cakulatkms conform to(AA)ADM2o00 #14A x 5'ROOF SCREW WITH I I/4'WA5HER(HK2135) 51X 5CREW5 PER PANEL @9'O.C. 3'.4 1/4' ORTTHICK. ROOFPANEL APPLY 5TRUCTURAL 5EALANT ri EXTKD ALUMINUM - UTILITY SAVE(A7'144) T 5 DRAWNBY:JP DESCRIPTION:PANEL TO EAVE DWG.tSBSHDS-01 DATE:1012D1M FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE E.C.O.�: JOB: 230 SUN AND SHADE:ST RAIGHT EAVE DESI GN SHEET NO: 15 OF: 18 CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: SuryaLamsal DATE: 1C11/2003 STAMPED BY: DATE:- ROOF PANEL TO EAVE HIGH WIND CONDITION FASTENERS: 6 0.250 "X 5.000 " THRU-BOLTS DETAIL ON E uation Inputs nt I OkArnar E CONNECTION BEARING - -_ A4:11l10y of Piece 1: 3105-H25 P,,, =2(D1)(T1)(Ft,,,un„ __^ Ti:Thickness of Piece 1 (in): .024 _( .250 )( _024 )( 23 )212.34= _- 117.9#— - - _ A2:Alloy of Piece 2: 6063-TS P. =2(D1)(T2)(Ft,2)1n„ T2:Thickness of Piece 2(in): .07 _( .250 )( .07 )( 22 )212.34= 329.1 # Fastener Type: THRU-BOLTS P,,, =((T2)(T2)(T2)(D1))E0.5-4.2(F,,)for T2<=T1 Thread Type: SPACED THREADS =(( .07 )( .07 )( .07 )( 0.25 ))EC.5'4.2( 22000 )= NIA Crown(C)or Valley(V)Fastening: C pas =Ns'Pnsm;,, D2:Diameter of Head/Washer(in): 1.25 _( 6 )( 117.9 )= 707.7 # D1:Nominal Diameter of Fastener(in): 0.250 L-.Length of Fasteners(in): :: 5.000 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.032 ALLOWABLE CONNECTION_TENSION_ - _ n,Threads Per Inch: 20 P„� =(D2--D1)(T1)(FN,)(C)/n, tc,Thread Engagement Depth: 0.07 =( 1.25 - 0.25 }( • .024 }( 23 )( 1 y3= 1 B4.0# Ns:Number of Screws: 6 Ns Pnwn _( 6 )( 184.D ) = 1104.D#-._ — — ---- Aluminum Alloy Structural Values Fw,:Ultimate Tension of Piece 1 (ksi): 23 WASHER 1.25"DIAMETER Ft,,:Yield Tension of Piece 1 (ksb: N/A F,,a:Ultimate Tension of Piece 2(ksi): 22 Fyz:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS — - -- - _— Coeifiecients: SHEAR: 707.7 #1PANEL - Coeffiecient,Ks= _1.01 — TENSION 1104.0 #/PANEL - Coeffiecient 2/n=_ 0.1 - Coeffiecient,41n= 0.2 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT --- - - Calculations Conform to(AA)ADM2000 114'THRU BOLT5 WITH 1114'WA5HER5 51X 5CREW5 PER PANEL @9'O.C. 1 I 1 11 1 I I fl 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 3"14 114'OK 7'THICK ROOF PANEL _ EXTKD ALUMINUM . EAVE TOP(A'7ET6) EXTRD ALUMINUM EAVE BOTTOM(A-M) T r V DRAWNBY:JP DESCRIPTION:PANEL TO EAVE (HIGH WIND) DWG.#:565HD5-02 DATE:10120103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#. JOB: 230 SUN AND SHADE:STRAIGHT EAVE DESIGN SU:LD tl>c V�51 SHEET NO: 16 OF: 18 FOUR SEASONS CALCULATED BY: Lawrence Duffy DATE: 1011/2003 S U N R O O M S CHECKED BY: Surya Lemsel DATE: 101112DD3 STAMPED BY: DATE: ROOF PANEL TO RIDGE FASTENERS: 12 0.164 "X 0.500 " TEK SCREWS DETAIL ON E nation Inputs ALLOWABLE CONNECTION BEARING Al:Ahoy of Piece 1: 3i05-H25 P", =2(D1)(T1)(F,",Un„ T1:Thickness of Piece 1 (in): .024 _( .164 )(-.024 )( 23 )22.34= _77.4 #- _ - - - - A2:Alloy of Piece 2: 6063-T5 P", =2(D7)(T2)(Fa,2/n„ T2:Thickness of Piece 2(in): .055 _( .164 )( .055 )( 22 )2/2.34= 169.6# Fastener Type: TEK SCREWS P,,, =((T2)(T2)(T2)(D1))E0.5.4.2(F1iiz)for T2 T1 —_ Thread Type: SPACED THREADS _(( .055 )( .055 )( .055 )( 0.164 ))E0.5'4.2( 22000 )= NIA Crown(C)or Valley(V)Fastening: C P„ =Ns'Pns ,;,, D2:Diameter of HeadlWasher(in): .322 _( 12 )( 77.4 )= 928.5 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): . 0.500 Asti:Thread Stripping Area of Internal Thread(Per Inch): .0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pno, =(D2-D1)(T1)(F1.,)(C)/n, tc,Thread Engagement Depth: 0.055 _( .322 - 0.164 )( .024 )( 23 )( 1 )/3= 29.1 # Ns:Number of Screws_ 12 Pnol = (Ks)(D1)(tc)(Fty2)/ns --- ---- ---- - ----- — --- 48.6 # --. — - - --.- rrin _( 12 )( 29.1 ) _ -348.9 # Aluminum Alloy Structural Values Fw,:Ultimate Tension of Piece 1 (ksi): 23 Fryl:Yield Tension of Piece 1(ksi): NIA Ft,a:Ultimate Tension of Piece 2(ksi): 22 FO:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS —_ _— -_ Coeffiecients: _ SHEAR: - 928.5#!PANEL --- Coeffiecient,Ks= 1.01 _ TENSION 348.9 #IPANEL Coeffiecient 2/n= _ 0.0625 Coeffiecient,4/n.= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 #8 x 1/2"TEK 5CREW(H7'150) / 51X ON TOP 4130TTOM OF / PANEL(12 TOTAL) / 3",4 1/4"OK 7"THICK ROOF PANEL EXTR'D ALUMINUM 4"RIDGE(A'74RR) (SHOWN) OR 3"RIDGE(A'73KR) OR 7"RIDGE.(A'77RR) T V DRAWNBY_JP DESCR/P OMPANEL TO RIDGE DWG.#:SBSHDS-M DATE:10/20103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE. E.c.O.u: JOB: 230 SUN AND SHADE:STRAIGHT EAVE DESIGN VVIL7 ::,c GLS. SHEET NO: 17 OF: 111 FOUR SEASONS' CALCULATED BY: Lawrence Duffy DATE: 10/112D03 S U N R O O M S CHECKED BY: Surya Lemsel DATE: 10/1/2093 'x`=-' Mtur m r�wmer.,r fur User)0 Yeeo STAMPED BY: DATE RIDGE TO EXISTING STRUCTURE FASTENERS: 1 0.375 "X 3.000" LAG BOLTS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING All:AIIoV of Piece 1: 60E3 T5 P"S =2(D1)(T1)(Fhjn. Tt:Thickness of Piece 1 (in): 0.0625 _(- .375 )( 0.0625 )( 22 )2/2.34=--- 440.7#- -- Fastener Type_ LAG BOLTS P. =Ns Pns„I, - Thread Type: SPACED THREADS _( 1 )( 440.7 )= 440.7 # Crown(C)or Valley M Fastening: C D2:Diameter of HeadNWasher(in): 1.25 Di:Nominal Diameter of Fastener(in): 0.375 L Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 1 P,,,,, =(D2-D1)(T1)(Fwt)(C)/n. --- --- -( 1.25 - 0.375 )( 0.0625 )( 22 )( 1 )/3= 401.0# Pn =Ns'Pn„," _ - - Aluminum Alloy Structural Values 401.1) = 401.6# FI,,,:Ultimate Tension of Piece 1 (ksi): 22 Fry-:Yield Tension of Piece 1 (ksi): -16 WASH ER:1-1/4"DIAMETER MAXIMUM ALLOWABLE LOADS SHEAR: 440.7# TENSION 401.0# 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. - -- UNC THREADS: Types C,D,F,G,T SPACEDTHREADS: TypesAB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 EXI5TING ADEQUATE 5TRUCTURAL FRAMING / MINIMUM OF(G) 1/4"FA5TENEP5 WITH 5/8"WA5HER PER PANEL. ACTUAL DE51GN OF THESE CONNECTION5 MU5T BE DETERMINED, ...,, BY OTHERS. _ EXMD ALUMINUM 4-RIDGE(A'74M (5HOWN) OR 3"RIDGE(A'73FR) OR 7"RIDGE(A'77RR) V T DRAWNBY:JP DESCRIPTIoN:RIDGE TO EXISTING STRUCTURE DWG.#:SSSHDSD4 DATE:70/2D/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: JOB: 230 SUN AND SHADE:ST RAIGHT EAVE DESIGN F•111iD r.t,., r:E:'T SHEET NO: 18 OF: 18 FOUR SEASONS, CALCULATED BY: Lawrence Duffy DATE: 1011120D3 S U N R O O M S CHECKED BY: Surya Lamsal DATE: 101112D03 t>vn: mnde,n N A~-,o,0-,30 Y:w,s STAMPED BY: DATE: ROOF PANEL TO ROOF BEAM (H-BEAM) FASTENERS: 2 0.164 "X 0.500 " TEKSCREWS DETAIL ON E nation In uts• ALLQIt�kBLE CONNECTION BEARING Al.Alloy of Piece 1: 3105-H25 P,,, =2(D1)(T1)(F,,)/n„ TV Thickness of Piece 1 (in): .024 _( .164 )( .024 )( - 23 )2/2.34=--_ 77.4# - -_— - A2:Alloy of Piece 2_ -6D05-T5 P. =2(D1)(T2)(F,2/n„ T2:Thickness of Piece 2(in): .08 =( .164 )( .DB )( 38 )22.34= 426-1 # Fastener Type: TEK SCREWS Pm =((T2)(T2)(T2)(D1))E0.5'4.2(Ftii2)for T2<=T1 Thread Type: SPACED THREADS _(( .08 )( .08 )( .08 )( 0.164 ))E0.5.4.2( 38000 )= NIA Crown(C)or Valley(V)Fastening: C P. =Ns'Pns,,O,, D2:Diameter of Head/Washer(in): .322 2 )( 77.4 )= 154.7 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in)` 0:500 Asn:Thread Stripping Area of Internal Thread(Per Inch):•• 0.014. ALLOWABLE CONNECTION TENSION n,Threads Per Inch 32 P,,, =(D2-D1)(T1)(F,,1)(C)Ir><, tc,Thread Engagemenl.Depth. 0.08 _( .322 - 0.164 )( .024 )( 23 )( 1 )l3= 29.1 # Ns:Number of Screws: 2- P-,ro, _ ((Ks)(Dl)(Fty2)(41n-tc)+3.26(•D1)(Ftu2)(tc-2/n))/ns 221.8# _ _( 2 )( 29.1 ) = 58.1 # Aluminum Alloy Structural Values Fw,:Ultimate Tension of Piece 1 (ksi): 23 F,y1:Yield Tension of Piece.(ksi):. ... N/A F,2:Ultimate Tension of Piece 2(ksi):-, 38 Fy2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 154.7 #/FT. Coeffiecient,Ks — TENSION - 58.1 #/FT. _ _ _ Coeffiecient,2/n. 0.0625 Coeffiecient,41,n.= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 #8 x 1/2"TEK SCREW(H7'150) @ 12"O.C.5TAGGERED 5EALANT 51DE TO 51DE (EXTERIOR ONLY) (ON TOP 4 BOTTOM) 3',4 1/4"OK.7"THICK ROOF PANEL EXTR'D ALUMINUM 3"ROOF BEAM(A'73RB) (5HOWNj q 1/4'ROOF BEAM (A'74RE5 7"ROOF BEAM(A'770) V DRAWN BY:JP DESCRIPTION:PANEL TO H BEAM DWG.#:SBSHDS 05 bATE 7Df20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: EC.0.#: w�itr SuwroDM Maru f AG:�t�'GI' r ' oer �iving...7ndoors'�i' outd L c x Y L 7 1t i 1t gt !' UM DESIGN MANUAL REFERENCES . ALUM FDUR SEASONS SOLAR PRODUCTS 5005 Vefemm Memorial Hi91— Hotbrook Ne+w York 11741 1631)SMADDD F=j631)216.9076 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS ALLOY THICKWSS TENSrON ICDMPRF.SSIOW I SHEAR COMPRES5111E MDDLK US OF AND PRODUCT RANGE F.1 kst ka+f d k_ H.A511f:1TY= TEMPER ITi. E kid l7Dpiil2 St*K Plate Aft 1a 11 10 , ES 10.1DO -H74 `RD1*0 ADd&Bar) Aft 16 14 13 10 a 10.100 2014 Ts scam LD0.0249 66 5e 59 4D 33 1113,930 -T651 Piste D 50-2.DOD 67 5D 50 4D 34 10.00D T6,T651D.Tull f voaions As 6D !3 52 35 31 1D,9DD T6.T651 COIL Fantod Rod All 65 55 53 3t 3Z S u,Gw L Bat,Drawn Tube /Tad 2D74-76 Sheaf DD25-D.1339 63 55 56 38 32 10.BD0 T6 Sled DD40-0249 64 5T 511 39 33 10.EOD T657 Plate D25D-0.499 64 57 56 30 33 1D.800 30M-H12 Shom 1 Pme D.D77,2.DDD 17 72 7D 11 7 7D.100 -1414 Shoat L Plate D.DDD-1.DD0 20 17 14 12 110 11D.100 -H76 St" OAD6-0.162 24 21 18 14 12 10.100 -His Shed CDD6-0.12E 27 24 20 15 14 1D,1D0 -H12 Drawn Tube AD 17 12 11 11 7 70.7DD -1-114 Onwn'fube AN 2D 17 76 12 10 1D.7D0 -HIS Drwm TUbe AD 24 21 79 14 12 10,100 -1-118 Drwn Tube AN 27 24 21 15 14 10.100 AL-4ad 3D7'S--n 2 Snore,L Ptafe OM17-2-0130 16 11 9 10 65 10.1D0 -H14 Sheet L Ptate DA09-1.OII0 14 16 13 12 9 10.100 4-n S St" D.D%40.1132 23 20 17 14 12 10.10D -H1e Shea! D.D364D.1215 26 23 19 15 13 10,100 RLyad 3D=5-1-114 Dram Tube D.CM-D259 1H 16 15 :2 9 10,t00 -1118 Drom7ube Q,D1D4D50D 26 23 20 15 13 10,7DII 3Dx-H32 5hse i Pia1e ' DA1742A7D 26 21 7b 17 12 7D.1DD -H94 Shom L Plate DJ3094 J300 32 25 22 10 14 70,70D Shwd D.D06-0.162 35 23 25 20 76 7C,7D0 t•i39 5►te! D.D06-D.129 38 31 29 21 le 1D.7DD 30Dc-H34 DrwnTube DD1B-0.tSD. 32 25 24 12 14 7D,100 -H 36 Drawn Tube DD76-0.450 •75 2D Z7 20 16 iC 10p AlJad 30De-H32 Sheol D.D17-0.249' Z7 20 17 1s 12 10,1DD 4H34 Sneed 0D09-0249 33 24 21 10 14 10,1D0 4436 Shad 0.13106-0.162 34 ZT '14 19 716 70J0>T 4-M Sherd D.D76-0.128 37 3D 28 21 17 1D.7DD 4H131.W241.KW1 Shea! D p?t-0.DSO 31 25 22 1! . 15 1D.100 Fi151.1i261.t•M SMl 0.024-0.UM 34 30 2E 1p 17 7D,1DD 3025-HZS D.D13-0.050 26 22 20 15 • ;8 .......... 10.10D -HZ5 Sheaf 0D06-0.DBD •31 27 25 17 16 10.10D 31054H25 Shea! D.D73-D.OBD 23 19 17 14 11 slow sDDS-1-1112 sheet L Piste 0217-2-ODD 15 14 13 11 E !1D.1w -H14 Sheet&Pieta 0.039-1.0100 21 17 15 12 10 10,1DD -His Sheet C.OX-0.162 24 2D 78 14 12 IOW -1-32 Sheol&Plate D017-2.DOD 17 12 11 11 , 7 16.100 -H34 Sheet i Plate LOOD-1.111D0 2D 15 14 12 BS, 1D.1D0 -H35 Stad D.006.0.162 23 18 16 13 11 1D,1D0 505D-F{32 Suet 01117-0249 22 t6 14 14 9 1D.7D0 -F',34 Shelf D1109-12249 25 20 115 15 12 111,100 -H32 COW For_Rod&Baca A0 22 16 15 13 :: 9 Drawn Tube -H34 Qw Fm.Rod&Bart An 25 20 78 15 12 1D,700 Drawn Tube For oil footeotet.see lest page of this Table .January 2DD0 OGOZ Genue(� + =e3 ue!1Pa4{aP�J salve►Isa!dCl gan�enue4i, 1!�1 COL si s!UL'Assn si�ptsela to SnlnPaw adeiane ue suc!{el I -SWITA Paoadna wnununu v�unlao s'.4 ul a ca Pa4wA Mao M47 a"Scs Pun taags san en pal=adxa uenw!unu ale 4�!4M Iles t�da�xal san!�oa�taad!uutusuru�e~�Due "d 1 Qwpuadsaua�as Smu,dmd 41dua,LS La4W:( { suamuo9 gL-£91s gw-Scoc pecro'awLwAeJa oua seg�,e aaa aausa��a�a3 aLH-CCsp nwLi do � Sa � si:LSEs Cant ;' , Im OL suc!stuog SE SE OQa'L ti4i SL-50 L9 OOL•OL...;, ..,. aZ tZ SE SE OaSa n+ul � Z91'91.flL49 aaCOL aZ 1Z SE �w!sn,u9 Sf Si Of 666Zn+'udn suapn+lX3 LL591'OLS91'9L-9949 COL'OL 9t Ig Si OS lid Sf ad!d y suaOMG COL'OL. 9Z 4L SZ 06 ad SL- aCa"L-OS•O SWOUP3 SL-£9a9 OOrOL rL eL SL a CQL ., sa zL 9L 9L aosO tiuti �� sL OOLOL :... a cL SE OE IV wvL�b 91- CM fa acsa-sm'a Ls9 L'sL O�oi a�:,'' d � caa•a n+41� na t pod pP7 LML'OLS9 .S L- SC SE Od !ua!�uo9 LS91'1L-LSC9 U. i aZ ¢ SE Be alald!+ . OZ 1Z 2y Oca'ral0'O suagnw9 SL-5009 OOL'OL `:' . aZ d caa-1.a,":dn LZ£'r4- COL'OL az 13 `� 9L eZ Lr OCa•E•LCSI aptd LZ4h -SZ VV . cQTL LSZL atetd gLLH- Oaf53 OL,.- LL SEazZ at�ld OafOL „ qL LE M aQS L-LSa t afield t OUG - IZEi 1' SE . la: 9f CSZL-ggL'n a<adt 5 9LLH' Sr ascL-9 L O eL tz a- aL ZV OCTL-LSo•0 afield t '+S H acfOL_..;,if.a .. LL 3Z aLa1d 10106 GE ec acn•L�za a awls 1 ON4 zU+- LL sc OOO Z n . ateld t A6 OCYOL 1Z � ZiLH- ' SL LZ ZL LE oao s.-=Q quaff SL zL zL tc Oaa•sn"�' ,,. �, LLLH- oOfat: L eL CL S— LLLH- OOfOL 9L eL EE OCGS' Suaanm9 O-75a5 OOf OL ... LL OL- - eL cc Hasa sra�t+u9 Q01 OL......... .•LL ZL ZL LC CCa'S niUL dtt Pats gErl-}SLS aaa'OL , i et sf rLZL�!c OCt:OL.. 1Q , L'rrs�Q wel-e ateld t+"�S WE1r a4nL""'ip 1>Of OL CZ SE qZ of atetd t>«6 9LLH- qz ats<d ZiLH- 0r OOf'OL. SL fZ 9Z ZLLfif- aaf'O1 9L 1Z SL 1L � Qipa'g-lca'Z clad SLLH- OOfOL a LZ rL se aaa'Z-LCCrL a>ad oafOL q LZ 9L aa• 9L St OWL-casa NOW zLLo- WV`QL e Lz LL qL 66fo-a�a ateldt LLLFF' OafnL OL zZ ►L oaa c-azQ Oaf OL a LZ sc acO•S-LOSn � t LLO- Av f C L SL q L LZ 96 Oa50 m4L Im uaaruo9 p-98175 9 �t1L �aStiNi� LZEH' Ot Lv ccQ6-LOSLagiRd SLLW acf OL LL tZ 1Z Lf acffE'Lc'TL afield 1 W4S LZEW pOti nl LL 1Z f9Z LE r OCS•LL-9L3 alald t�1S 9L a 9L s h OOS al*ld 1 Ma4S caf nL � L¢ LLLI-t OafOL qL qL qL ar OCSL'L�O suasnw9 LLLH- aL sa or aoa-S-Lana w9m„ aGa:aL l+L ca to ► r oasa n+Mj do u�„t,g o-t:aos Lz aCO-S ruts an aafaL aL SL 9L eE PAS SE - w:c: BE Le Z9L a4nLuryiQ _ aatO 'L LL ZZ we 1 Pau Ad= ze rZ sa 6 ro ( afield 1 S Q ZSag oaZ•OL SL atald t anz•oL cL eL s-a s.yz sz aoa s�ca a aazOL ss 9LISM tpdri3 L �,, •ru ar+v ri 3�NVt1 l�(lOatld I.CTIv � ss3r+x�IH.L d0 CONHV3HS 14dlSS3kddMG7 NdISN3l 3AI S3admin SJ1011d �In['ilU'Inl�l a0� S3{1.aa qol d l�/�IN7H�3Y'1 u�1(1V'11NIY' For angles,the Vwi-width%ball be the sum of tht s•idths 5.7.10 5paont of Stitch Rivets,SCM1,and Botts of the leps less the ehiel:nrss-Tht gnge for boles in opposite in Webs lei shall be the sum of the gmgrs from the back of the %%,h=tw•o or more web plates are in contact_thert sbaU angles,less the 1}»tImt s. be stilrb rivets,stress or bolo to malt them sea in unison. rk For splice members,the 6jd-.nen shill be only that part In compression members,the pitch and gage of such rvves of iht:thiel:ncss of tie.mcmbs that has bete developed by or bulls zhaU be drwmined as outlined in Section 5.19.In Ti vets or bolts,beyond the section considcrrL tension members.tht maximum Pitch w gnge of such rivets. .errs%or bolts sba11 not exceed a d'wacr.in inches,equal 5.1.7 Effective SectiDnS of Aneles w 3+2&.(m mm.76+201)in which r is tht:thiclaten of the if tditacontinuDrA ar..0-;tingle or paired)is tensitm is outside plaits . eonnC=,-A to one side of a gusset plate,the eiTcctive net seet;tm shall be the net action of the connected leg plus 5.1.11 Edge Distantx of Rivets,Serems or Bolts one-Hurd of the section of tbt outstanding let tun]est the Thu minimum d'tstancx irerrm the cemQ of rivet,S�rw or outstanding Icg is cotnnco d by a lug angle ID the]a= bolt under compu=d sutras to the edge of the sheet ar shape else,the a cciive Del section shall be tbt satin net section tDwwd vehicb list pressure is dirceted shall be Mice the of the angle.The lug angk shall be dear w develop at nominal diwn=a of the rivet,str_•a'w bolt.La Using the ]cast ont-half the fora] load is the mtmtb� and shall be snow able bearing muss shosm in 7ab]u 5.1.13-1 and-Z eonnc:m w the zdm membc by at lrsst two fa=enL yen ben it rhemrs edgt d"mmcr.is used.tb--allowable bearing For double angles placed ben:--w-bal and win'-acd to smss shin be reduced by the r atio: a.--Ural cage d'u- botb sides of t Basset plate•the effczfn'e net scctitm sbaU be tan=fmiee,the fastens diamcex(See Sr=fioa 3.4-5).The the na sC:,iom of the eannesal legt plus MD-thirds of the edge distance alai non be less tbao 1.5 rims tbt:festal scetiota of the ommnding]egs. diarn--= w cxtrodt.d, shtwr4 sawed, ruAod to plancd FOT irtuamediate jainn of ConfMUDUS an lei,the efft c- edges. five set taro rball be the gron s="tional armless dedutions for holes 5.1.12 $tied Rivets and 5-1_9 Grip of Rivets,Scsevrs and Balls rived bol tnlcaass tut as rcwmma 1 aed p�tut�ths 7 rtp- 23 the drip (total tbi3mts of mural being fastened) of manufarmrtas =iv-ets. sczrws m bola exerying ea]atlawd stress trexsds , four amd tme-balltuncs 133c drntana.the alkrs-ablt load per 5.L1.3 Ho t m Uow--End (Si tubular)Rivets zivcj.sew•orbD11d all bezrdtr=d The reduxd aUtmable load shalt be the no:ma] ellow•able load divided by 1f bD1]tiw-end.tiveu with solid�.tm, s�-lions for a jllZ+Gfl(9D)]in sbi3t Gfss t1e grip and D is the aDminal pornon of tbt-lagtb arc use the svt ngtb of these nveu ditamets of the rive or bolt.lf tht grip of fht Siva exceeds Shan sot be to-cD egoad 1e the sum►gd of solid rivets of the . Six times the tiiaisiaa.spe.-•ial Carr shall be takes w insure same material,units the bosom of the t xvtiq is.at,Y- :5 that 1301t Will be filled emtripinely. psteut or tbt rives diamma from tbc.plane of sb=, as mcasuaed wwwd the honow-end.and fat the proridrz tba 5.19 Spacing of Rivets,Scsevrs and Bolts they are us--d in lD=a6DM wb=they w•t'D,Dot.be subjected Minimum disranx b_Tween rivet muss shall be 3$trtt to apprt~'abje tie t tresscs.. the 320minal rivet diamtete,,minimum-distance or bolt or 5.1.]4 Sled Rivets. . : . .. .......- Z=w timers shall be 2%6m:s the nominal diameter.In .. buiat-up compression members the pitch in flee direction of Suer] rivets sball net be used in aluminum sQuC" ess shall be su:b lhazthe allm-ablc=css on flee individ- unl=ss the aluminum is to be pimcd.tD steel'o s str r bere ual Oumide sheen and shapes,Ucatcd as columns having an emmsitm msistancr of fhe strue mm is not,t rcquimmcnL or effective length egad to one half the rivet.screw or boh where the strurmre is to be prol=md egarnn t:otrosrgn(Sec pitch extends the calculated stress.The gage urigbl angle to the dbrudDe ar sutras sball be such thsa the 011vsable stscss in tht: outsidt she--m,cAcu]atcd from Section 3.49 5.1.15 LDc3:botts e:rcc ds the ealculatcd stress.In this case tbt width b in Lorlbolts sbO.only be used.v<hen..ites;alled is eonfor- Se,.ctioD 3.4.9 shall be peamined to be m1-m as O.Sg what g manta sitb 1ht1or1:bD]t manufaetureds sp firatioDs and is the -a_a shm the body diamets and bearin= areas under tbt bmd and nut,or fhMj equivalent. are Dot less than those of a conventional ntri.and bo)t. I-A-59 January 2DDD In addition w Ott rcyuiretnent,or Stctiem 5.1.11 A,bolts 5.1.1E Steel Bulls shall be pmpvrtitmtd so that the allowable.clip laNt is] ode shall be hot-dip gal•'a- of b°1t arrI determined from the fvl)o•►•ing w-h=t area bolts are used 11 elf Plated alumi- dctxdrd '11tt nominal diamejc,of the bolt shall be us:d to nizd.mechanically gd•-aniud.unc V.'hcn other platings calculate its nrct and pireetion at Load nixed. or 3DD series stain]css steel. ►iok'►yPe and►or Watingc are tube used,t.'&ncc ch•.Jl be submitted ra m PareLd to substantiate tht corrosion rosistane t of tbese produce. Arrtt Direction .unjam Surface overate tmg of B°hed Pa►m Standard L Shod LDTV Soda Slots 5117 Slip-Crititml CO"r,'one sloes 5.1.I7.1 General Irsti haft l�A i IIP. �A it+�l nary .awl SJuminummem�Or Class B Islip 28 195 21 785 2D 14D 17 115 Slip-t-ntt�Connections betw�bias shall comply'v�•itb the Goee6ent D.50) bww=r-aluminum and aer]mein Connections (R6r RtscaTch Councl oa Svvcatral the minimum bull Bolus shall be WS12,1]ed w develop Sperif r�rion for Strarnrrd Joins Usirta/157M m dif'a ��specified in Section A49D Bolo. .4001'obtt Snest Design,accept clamfrom Tire cffr_et on slip nxistanec of tenupm on sb hurt The sb�om a huh to a sl>p-trm�1bDn 5emton the irtrtaIltmon LmP=amre sad the d'tficcnce in not estxad the aDw>•bk sbea for -ttdmttnbrs 5.1.17.4).thenllaw•ablcb-..armEfortbLe°�ou5.1.1753. cents of$trstnal MxP�1On of a].n inum and 91=3 stall be (Smc6cm 3.4.5),ortbeallow•ab)c slip)oad(5 addr.sscd. 51.I7.2 TZateria] 51.17.E Wasbus Alumin urn used 1 s>;p-ain�]��oas shaD b %'t a a)�;� shall b: used tinder b°h herds and uadm of m least 15 W (105 MPs)-Bolts t�ta'1c yi:ld strmE'ti ass. ] a, >dvattiL'.d ==shim comply w tth �T]A A3'5.min shall compb with b)At a long sloth bolt m P�thi=1 pith !�SZ7J1 A563 GradeDH or AM 1,194 &= at'd �j plume w->sb=Mbar at)cyst 5n (F v<itb ASTN1 F436 Bolts,titmts,and ]ate w ashes o bar ehaIl ,,,be, chap tmamph to toe haai�IIIY startdart5 boles.shale bs used- fie P wash--6 shall be zinc eosmd by tbthot-dip eomnp]en 3y Cm-cr tbt s)rn bun r=.�d av be harti_aed_. d>=pvsatr�l psvxssss a Sr d A325. e)a h�the °vtc far of the bolted par-Li has a slope in A. gszatrr than 1:ZD with�P=w a Plane normal to the bob 51173 SD)cs etcis,a bs++ded wasbc sbn11 be us•- Holes shall be n=daid boles, oven= boles, chop - slotted boles Zl>z aotnroa]dtmcnstvns -+5117:rr Installation . . s7 otmd Lole of or 3-Pt those shvam in the n-d m n=rdox�•i the•RCSC r� bole t<•pc tdtnD act ut--d Bolts chit]]be n . '. . . Table 1.• RCSC Specification Spegficatiort. 5.1.17A Design for Strenstb 52 IJletal Stitching Staple' a bah shall Mal CL=d 21 lei (]45 etb,}•slues for ta:tal ssiteh� in jeimu The*Mw sucsu lane and 3D� Ocrw-able stsm+e IAFi )far bolts•nxith tbtsads in the cb�P lent-Bolt carving es]culaiedloadss}sa111 c et�ablish:t)on tlr_bzsis of ��7JlPa)for b°1s Without threads in tht sbea P t:sL m accordaacc vith Simon based tin the po»v s ::bona,arcs sbMw(unt cvesses tilt of a bolt_ Thu bearsng stress oa the unthrcad�bvdyam�) the anow•ab]tbca-inr.Sm 5.3 Tapping Screw Connections eonne.-tea pUM F'anttoto��ed sp fied 5uti�It 5. Th:folloWzn]�"nation applies to this st:-tio� At = thread a>zipping ares.or intcnal thread Ps 5.1 I7S Design for SUP Resistants unit 1 ►gtit or cnFagcnrt"t rfa=abrasion blasted v'* coal slag to eveffi:aemn.vN$tib de p�nrb on t lD= tioD Aluminum su file°r 20 mils(().D5 C = SSPC 5P-5wan average substrau pro _ with similar aluminum surfaces or zinc D _ nvmim>al sue`' ?n4?.,, :E min) im contact film thid:n_ss of patttted steel surfaces vA b a maximum dry' = nominal bolt diameter 4 m4ls (0.7 ram)are(:ILz B surraccs-Slip=fficienu for D► Other surfa:es shall bt drum At"ed in axordannt With tlit D. = nominal RCSC Specification Apr-ndix A- January 20DD {-A-6D vrasher dinmctrl and p.,shall bt tht Its=of lama of tl,t nominal D. = n (Fq. jhthe�a ., ` .F Drr n = tensilt ultimate stren�d► °f n'tn'� in p ..r � F., eonlac►with tht screw'brad ,, wmtb of mtmbe not m F = t�nsilc uhimam l,c�d . ^F ,Dr2 ` contam wi1b tbt screw' n' tMilt Fuld smooth of mcmb= trot in _ brad FaQ x,1tt s 1.0.P�shall um also u� F - R tht (Eq-53.1.1-4) cfiiatat v�$,ith dh,=,ds on munb� p., : 4.2(r7-D)tt F..2 thiCl7ien numb=d th calls p unit lrs, b for a Shy in St"WS n = 53.12 w shaD be dttnr- 0 shr�cape mt of tht s t ' dtus- n = fa^tot of saict� 9. Tht ulluttatt ov atilt sb�cap�tf + ttnulrip))�nE the aD of saftry allow•abk sbw Errs¢Pa srstw trontd> ding w Secrioa 51.7 try faces P. = taincd n]nmatt Shm nomiml shear sIIu►sth P=sew stir wording w Sz:noa C.Tl,c P� 'le fortz P7 " Cap*t)'of tbt s=tw's»not bt ICU than 1.5 pr p = $llawgit tens, p� = nomind==-It IV=;Ib P=%=W 532 TeEdOlm jhr tht Domiml pull-om s==r*P=s="w T� sue,s wbieb cz tensDe alas,1sba bmvt a P■� = sba�b= aomiaal pull a satn p4 sew' S=tw a eSl,a. if a s asber is pro P! _ mzmbs in cont� wjth tbt dt�rtt=D.not Itss than 5 tbicl_ ��RnsLc:s as h a the. m I'Ibc ttn9o° fora sbaD not Mrrd P.:ea]�1a:-d tln:mZU of mcmbc-not in cones a�th b:sd P L P.J"i .. vtm of End P,� _ d_ IUD thrtad cnv� s rnt lcsscr of p— dw--mintd r` irn no:inaudims taPpos°r dn'IIhtg P° p�shall be usl -uoasbanaPP)S1D�'ng b-.]Dw'tn5c=nDns5321 and 53� jXfht:=q ofthis54 4.2mm)t�°SOS s�cw,'s with diamctzr D=0.16+�is(� �-feratinb or S3.'-1 Pu11-Out for uIlins s s s sbaD tssr►a- al nU-out.svtn�+P.� P in. ( & �Ir�om t s.lf-dri"IIbbP°�-Al romin P .ulnas for to pnttieulss appli�on shall be out of E thT'radtd pmt• 5vt:1F. design m Sczaon L tu(sue the 73'TM C D.F.C',and 7 3 p=-mined to tit based Dad �s td im a dnr'� 1)for 1J'4C t t s 3 mm) S�ewK dmD be a)fm 0.050 in-w r.S 0.13 is(IS ram =mUufa=vc?s spcfi'anons. mcmb= (Eg.532-1-1) - vrl h th=MSs.Ue Suess on the ntt section of ctbt -K D r,Fla on shall t,ot rxctrd the aDow•able P,,.- t e 0.DSD in. oitned b�'a tclt.'w ton 3,4.4. nd st„rnon ghat K.=1.DI far 0260 is_ 1 from 5e:oons 3. tlrmu� (1.5 mm s t,e 2 try) sbLE bt dttratnio=l mains to Section 5.1.5. =120 for 0.080 in.S 1,S 0.1� (2 tsun s t,t:3 mm) 53.1 Sb car to mm 63 mm) a-ablc b:,aslns b)fur 0.1:5 in.c t,c 025 (3 -fie force shall not escttd the aDv allow- F,(f -0.12_� m m 5t.'tivn 3A5 nor tl,t P�=I2D F�(0..5-t,)+ force foe a s,,w accord' & 53.2-1-2) to svbsc-oons of thit stcuott- � 1' ab)cs a-rordins r 10 mm) Dim Sbcar c)for 035 in.:t,s 0375 in (63 m ( m- ,- 53.1.1 Contttxti calculaicd IE9•S'-:.J-3) The sbtar forte p=strtw'shah not Cxcttd P. p..=05 E A�t.Fr as follows: (Eq.53.1.1-1) where 1-A-61 January 2DDD The block shear ruptutt allowable fotm P.of welded =} for t�paeed thre:�ds( "'thtcad t)`pm�B.B.BP.BE The on a fatlnrt PWb'Aith:beat M somt StVnenu and B7) and tension on the tnhrs segmcn L is: • a)for 0.039 iu.s r,c:ln(1 mm a r,= Jn) for F.Av a F.A,, P.=1C,D r,F.A u-hcm K,=1.01 fm 0 MS in.s r,c 0.06D in. othto isc (1 mm s r,c 2 mm) K.=1.20 for 0 m in.s r,s Jn P.=(F.A,,+ Fv Ar)►n, ) (=irm'r ' 21n) - �' ohere b)fin Jn c r,c 41n A,,_gmss zT=it:sbmw Ar �rrpS&ilea in union pa„= 1 D F.2141n-r,)+3 2W F z(t,- yn) Ate=net area im sbea (E4 53r'l-S) A.=net ama in te11DOn c)fm 41n s r,s D375 in.(41a s r,s B mm) 5.6 Laps in Building Sheathing p..m LOD r,F fE9 s32]-6) 55.1 FadlgPs 53.2.2 PUB-Over Minimum cndlaps %W be those ecptessrd in ?able The notstinal pall-Ovet strength.P1 for PUning etm- neatcd znatesial Dm Ibc bead of a scow to washes,if S52 5idei2ps Arts-art,is: per„ Crt F,t .., (D -D& (Eq.53.2?-1) For a sinusoidal emro�tsd sb-xi.the minimum siddap ids ox sat+�'to on(I.0 fm roofing shO bave a w•tdtb�to tht pm�of the eor- vAfie�Cis a w=ffiomtthsa d-'P D_is tht rugariom and the mtmmum sidc]ap fm siding sbaD bzve a far xiMey fain^nin"and V for c ymm fasteain0• Ridtb equal to half thK pitch. Urger of the sue'bad dtametc or the aashs dian-ta. For t t:ap=oidal shte ad a depth pQ than 1 in.CS -and sba11 be ml=nu ILTZ than 112 in..(13 mml tnm)the��sid:lop for both roofm.,and siding sbaB beve a dcrnloped width tgiW to the a'dtb od the asw-cZ 0 5.3:3 Tension in Sctv+s flat plus 2 ju.(5D tam)A>mpezoidal ib�witb is depth of The ultimate rz k mpa3ty of the satw.shaD be' I in_(_S�)or]ss SIUSbm-c U mcrlapePmvea deli; detcsnincd by mulip}I•ing the allowable uus0 t)t capa6 including as annsipbotting feamttt. Limcnmincd N=wft m Sc ti°n 5.1-1 by the fake of safety .=r used or =sdin€to Sc--6m 6.Tbc ultimate 553 Fststenets.in IraFs =nick cape=its•_of tic sctm Sluo mmb:1em than 1125 P; M2ntmuM sin od S I2 sus ut 31 bin (5 min)diamct� 5.4 B10ek Shear Rapture Ti`cz shall be used to cod laps and side laps.Maximum spamng for=quirnd sid:lap fa=-_s shah be I2 itt_(30D - T2it bloc: sb mw ntpmat zDawable force Pa of bolted min).Endlap fasteners added for the putpost oiitttprm ing ons on a f> =path with sb=on some s-<<-meztts eloswt&ball be lomcd non mein than 2 in.(5D tnm)from eottne�-b and tcusion oa the 4w segments is the end of the overlapping slte� foe F.A.: F„A. 5.6 Flashings and Closures (F:rA,-+F.UPI. flashing shall be formed from aluminum a]lvy sheet of otlter�*zse approximately the saint thiclsess as the roofinE orr siding sheet.Unless enr-inecting computations detatttine other. (F.A, +F,,Ar)ly. wim ust minimum*I2 strtas.or 3116in.(5 inn)diam_= rivets to secure:fleshings to tht roofing ar siding.' January 200D Table 5.5.1-1 IJIINIIJ UWI END LAPS Minimum End uPs Depth at section Holing,slope preslez"'sn 4 Oe RooTinp slope 3 a'12 at more 5idm2 1�tat than 3 on 12 e R 6 ku (tom 1 k�or two 12S wnm Rw Ie�sl S is Grealsrr than 1 k6 6 tim pmhog than 2 Is O�' Jim mTr11 rmm) (gRafte-a thar,25 ioxey In"flan 6 im'�� 6 i► 6 in (15Dmn+) (tSDm+ra Z in. moa InD mm) (so enm v mad • i I-A-63 January 2000 Section 6. Fabrication t. Some devamd temperatsm processes.such as faewrl� 6.1 Laying Out paint curing or faint Dr porcelain cnsunrl cwaings.can yL Bolt centers shaD be eenttr punches and cutoff lines redurx the mechanical properties of the mein.Sinee the shall be purmehed or sambcd.Center punching and srnb- amoum of the reduction w'M wary with the alloy and ing sbbU non be used where such marls would remain on tcmptr used.as wtD as with the devised termspraamrt fabricated mmerisl exposure,the suppliesshubbceonsulmdfmmmxbanical b. 1► temperature comction shaIl be applied w•hve pytgr_ny specifications far the processed material. necessary in the Iayout of t~ui:.al dir.= Drs- 7be 6.4 Punching, Drliiietg, and Rt:arlirtg cDtff ciem of expansion shall be tales as D.DDDD13 p= degree Fahr enhch(D.DD0023 per degree Czntigradc)- 7k following rules for punching,drilling.and vitamin.v shall be observe 6.2 Cutting a. River or boh holex shall be either punched or dnUcd. a Material shall be d=wzd,sawed.cm wid,a r uw-or punehint shall bw be usesd if the meal thirl:ntss is arc t.ut. AM edges which bave ben cat by the arc greater than the diameter of the ho)a'Ibe amwm by process sball be planed to rzsntne edge M M wbich the diameter of a sub-pmmehr-d bolt is heed than then of the finished bolt: shall be sift I--sits 114 the b. Cut edges sdmaD be rut and smooth, and free from thiclzuss of the pitce and in no case less than 1132 im excessive burrs or ra=ed brralz. (D.6 mm). e Re-ent:-ant coin shzU be Ova by drilling prior to b. 7=fmnishcd diamr-= of boles 'Cr cold-chives rivets Ong' shzM be vol molt than 4% grout tban the,nominal d. Oxygen csstung LW not bt used sin aluminum 01ETS. diamc=of dr-river. c. Tht finisbcd ffi matt ofhDles fachol-Mvicc rives ShIE 6.3 Heating be sot more tbaa 7%grtatcr fnsm tht nominal diamems S>1trt:tsL-a1 msse=W 4=n nDi be bstod.vith the follow- of the rivet. in..exceptions; d. .7bc ftmsbed M m==of boil for bola aba be not d Marai0s3mal]bep=mivadtobclocalcdwe= mp_simt more thanYll6 (1.6mm)]ac�thnathtnominelboh poi cxcceding 40D�F (ZDD "Q for a p=iod not tlinrseta,unless slip-critical tomsnecsiom zee nee$ exceeding 30 trimttzs Sueb beating lbmm be dour only r if at y holes must be enlarged lei admit the rivets or W h=proper u=per==conuvls and nrp=%-M i are bolm.they s baD b:tsumcd-Poi r mambmr u!"holss shZU pro ided i o insure tbm tht limiu6olz oa temp aims must far=je:fion.RuIcs.dul nos:be drifted b sneh and time ere cwd-Dy observed_if s4u=M�a]matirw is a M mnes sees W siinsnt the metal. AD chips lodged subjs:.-trd set des aid Dt times is eiCMss of trtwt= eonUL--irsg surfs=,shah be'=moved blare the foregoing„the allowable messes shall-•bc rcdosd assembly. sxnsistent with mrhaniad prop=-6es Vcai$td for the material afro the berating pros. 6.5 Riveting- b. with m cs'" con=U b. For S?7.'X stir-s aw��c �' 65.I Drives Head greats than 3 p=s.-z#_bolding within the=nPC== i range from 150 (66'Q to 450 T r-30'C7 must be nm drivco head of alumitsum aDoy rivets shaD be of the sevoidcd in order to minimize the possibility of ilia or the cone-poirst type.wztb dimensions as follow-E -*m . .Dn w ex[D ation and stress corrosion 0IJ—=& ZTre)Qigth of lira eta temperature is a critical faetor is d Flat heads shsmll have a diame:tes nDt L-ss than I�timet the nominal rivet diame ter and a h6;bl not less than 0.4 determining tbt d--V= of scnsitization.liot forming times the nominal rivet diamexes. techniques must include quit]:bet up to a temperance not to tcruxsd 5507 rM n to minimize Ioss of b. Cont-point heads shall have a diameter not Les than 1.4 mechanical propric& Forming must be completed times the nominal rivet diameter and a height toile befort the:mc:W cools below 450"F(23D'C).7bt metal ap-ac of the Bono not less than D.65'tim_s'the'nominal shall then be fan Cooled.w drop the Metz{]tetaptraturt rivet diamter.71t included angle Al the: apes of the from 450'F C-30'Q to 15D`F(66*Q in the minimum cone shall be approximattly I27.. .:. timt:possible w pmvcm scnsitirntion {-A-64 January ZDDD 65.2 Hole F-Iong surfaces shall be given a heavy coat of dLS nximmm bituminous pairs or other eumint Pm-Wilding egmvulcat Rivets shall fill the holes complC¢ly.P�vm heads shall protection before ins W- lation.Aluminum in Contact with be concentric xitb the rivet We; and shall be in proper conrmw ormasonry shall be similuly protected in easet eonwm with the smfa m of the mraal. xhrm moisture is present and cormdents will be cntrapp-..d br-Tav m the sudacou. 65.3 Defective Rivets e Aluminum surfaces to be embedded in trntaete Defective rivets shall be removed by dulling. ordinarily] need not be pained, unless emrpsive componemu arc added w the concrete of unlcts the 6.6 Painting assembly is subjected for extendcdp:riods w inanely c07roil%-C i:unuwwaa au suuA Sirueturss of tk alloys covered by this Sprcificarion art shall be;ivem one cons of suitable qualit3-paint•such as not ordinarily paimrd.Suu$ces shall be painted where zinc mo)ybdate primer contaming to Federal Spec- a. 2Dl 4-T6 alloys tie exposed w corrosive environments, fication TT-P-64SB or equivalcd.m a heavy coating of n1L•ali resistant bituminous pain m shall be asappnf b. aluminum allot•parts are in contaoa sith,err are fast:nerd vitb a suitable plastic tape applied is sucb a manner as w.uncoated Burl membcn or other dicsirnnar materials, w provide adequnc pmu=3ion w tht overlaps.Mums e. exposes)ter exucm0y,corrosive conditions, mum shall non be embcdded is cancrew w w•hieb eor- d. rtouh=d by the drsipw for reason of appeara= rosive components sueb as eb1midesbave b=adder]if the a)urnintrm will be cletorioalk•connected m steel. Painting PToer6me it CDVCTCd in the following Sections d. Aluminum sbalt not be exposed to Rater tbm has=me 6.6_] and 6.6.Z ark]Methods of cleaning and preparation in contact with a heavy natal sucb as copper as such arc fond in Stcuom 6.7. ( rtannt:nt and painting of the mera]s tan ouse corrosion of aluminum.Tbt heavy stru=zm in a=urdanze xitb United States Military metal shall be painted tr.Coated iR ith,.plaavt:.w the Sp=]5 on M:T 7D4 is also arsptable-) drain.,e from the metal divoud.. away.from,t}e alumnnuta 6_6.1 Contact with D•]ssimllar Materials c. pr:painted aluminum only requires additional prototiats Whert the aluminum alloy pars are m trontact with,err w•hem sp-�f' cd by the dcsiper m abate cxaemay are fa=ncd W.Best members w other dissiauZarroat_--inks, the aluminum.sbnl] be kept from dim Contact xitb the str�or. oohs dissistlotr material by painting as foDow•s= 6.6r2 - Over-All Paintin a. Stec] svrfaxs.ID be pla=d is contact w itb uncoated SM.-i�of d,e alloys covt�ed by this Speeifiomiar are aluminum sba9 be painted with good auah'Y non lead citb�not ordinan7}painted for rucfn�protc oM(.pith for containinj3m. n f psi=su:b as zinc molybdate,alkyd ex=ptioa of 2014-T6 xbem expostd w CD.-Msm CIMMO- : rype primer is= rdaax with Federal Specification m=u)or wt.mude of prepaimnd AIMID MZ CompanMM 7T-P-645B.frADwcd b]•tw•o c mns of*zn consi%6M of 1RIcrt stnica ra wt w bye exposMd w cztremt:]y cxrosivc 2 Ib.of almaimm pasts pigment(fSlM SpeciS=tion conditions over-ell painting shall be tpc ifirA D962-El. T31,c 2. Ukase B) p7 galloc of vimtsb mcuug ftdc*Speafr=bom TT v-8I.Type IL Or the 6.7 Cleaning and Treatment of Metal equivalent Mlcrt severe corrosion Conditions -nut exr-cmd. addtional protc:tioa can be obtained by Surfaces app]3zng a UkaHe seab]nt m the filing =Iic M prior w field painting of strucum."all surfs=w In capable of excluding moisture from the joint dining paunsd shall be,cleaned immedise)y bdoirt:pairnt l*)-a prof oared so•tict in addition w the zinc molybdata, method that WM remove all dirt,oil,gr-.ate.;Wps,and oilier aD.-;•d r.Pr primer.Alutnin'trrd,hot-dip galvanized or fortigM substances. . 0=13 -galV8dZed steel placed is COUICI xith alum)- poscd mctal,sur:ac-..s shall be.drsmed sith a suitable nun need not be painted. Staia]ess steer] (300 series) chemit�l cleaner su:h as a solution of phosphtrie Mad and pla-eel in comact with aluminum is non rcguiretl w be D.Tank solvents mcating.Unitcd States 1.'1iHWY Speaf,=+ painted except in higb chloride containing Lon NUL-M-]0579.Abrmsion-blasting shall not b:used on cmimmyncntt aluminum less than or equal„tp_]/6,in,( min)thick. b. Aluminum shall not be placed in doter contact xitb , ;,; :: •::,.;, Wood, fiberboard or other porous rn2=ial that absorbs water and causes corrosion.When such contacts cannot be evoided,ao insulating barrier b:twc=the:aluminum and the porous material shall be instalicd.Aluminum 1-k-E5 January 2DDD : . Section 7. Welded Construction 7.1 Allowable Stresses for Welded 7.11 hi embers with Part of the Cmss Section Members Weld-AfTmied For members with part of the cross section weld-af- 7.1.2 General feaed,the elltaaablc urtss is The Meld-affected tone shall be W-ex m extend l in.C 5 F s Fs - A., (Fa - F„) (Eq.7J.2-1) ti mm) to each side of the mer of ■ weld. Mechanical %- properties for w eld-aifccmd taunt shall be wl-cr from Table wficrt 33-2 excgn that F.nlurs shall be multiplied by 0.9.The modulus or a lastiv4faar weld-afa-ected me ai is fat same as F,= anllowable tress on the cross seeoon.'pan of for non-welded metal whi:h is weld-affected. Allowable svtssesealculatt:dinaccordancew•itbSection F. = allowable stress if no pan of the cost section 7.1.1 apply to: wen:weld-affected.Use bucllin:constants Eta 1) Members in axial tension w•itb ransvrse welds unwr3dtd metal from Table 33-3 mr 334 and ae$ecting their tm imcrosz sezzim m=1iarAcO proP=nia f=Table 33-1. 2)Bearing st esss net weld-affe.-tcd mein. F, = allowable strut if the entire c"M sectional area 3) Columns m bum suppmvA an both ends with wwt weld-affected.Use bud 1me constants for tv ansvww adds atffcing their entire cross se.-lion and no annealed mmrisal(faWe 33-3)regtrdless of the fwthcr tbaa 0.05L fnm ft ends. temper b-foat xe]d'ang,and tnc:bani=0 props 4) Columns ter beams or orbs or cwved componrmts ties from Table 33-2 esaxpt tbtc for ltmgimilmal with t-mwvcrse welds affe=:6ng their cadre moss sc=:ion. vmlds%aloes for F„_.and F,. from Table 33-2 and sbmE be multiplied by 0.75. 5)Fla eotnponcm of eolmmns w b—za aitb welds as the suppmtd edges tm}f: A = act crass seetiotaal arts of a textia>v member or ton flange-of a beam;gross cross sccrional t,Dowable stresses for this`wrldcd member shall be area of a co]naaa or eoanpressivn flange of a aalc ulatcd from the sauce formulas as for mon-weldr$ beam.A ham flange sbn>1 axn>tita art)>r pe:aon memb-ems w►•ith the'foDva ins aul' eats of the scc6 m farther tban 2*from the neutral C N� pY1s,mace c is the distance Eros the n-avo axis )) A lcm-able.arrest=s for trial or flexural tnsion (Sc-tions 3A.)through 3.4A).b--tang(Se=fioas 3.45 and to the comae fibs 3.4-6).and mial Or Omura!compression or sbeatr(Sc:Boni A.= a 0d-aff=cd MM=ional wcr- ' 3.4.7 thry rl 3A.21)v►itb dmderness less than S, shaM b- If A.a 0.15A.A.shall be W=as zero. caletalatcd using wddmd merbanical properties from Table 7.13 Columns or Beams with Transverse 2)Allaw•able stresses for mbm*and curved eomponrnts Weeds Av vy From Supports and ' in axial or flcxtual co w, On w shear(Sermons 3.4J0. CantIlesers vritb Trattnem Welds . • 3-4.1 Z and 3.43 6.1)with'sltadermess gmz=them S, shall be c aleulatrd using welded mechanical prop-..rtics from For columns or-b-aats soppm'ted at both cads .wntb Table 33-2 and b=kUng constants frtmi Table 33-3 transverse welds faanher than 0.05L bvm the menabs ends =gardless of tcmper b-fort:wedding, and eanulcver eolttattms Or mnng--M beams wtitb trans%use 3)Allowable svesses for all other membss and compo- welds,allowable strtxses shall be eaLuhL-d it aixmdam e aemtss in axial m flexural coupmssion or shear(Sections %xith Section 7.12 as if the entire cross wcrt: 3.4.7 through 3A.2I)with slcndernem grm=thanS, shall weld-affe.^ted. be calculated using non-welded meehanimO properties from Table 33-1 and Weklitag amasunts from Table 33-3 or 3.3- 7.2 Flier Wire 4 as appropriate for the temper b-fort weldine however. the allowable tarts at the atld shall not tx;Q the allow- Filler$1]ola shall be selecrtd'fmm Table 7.2-1. The able stress calculated in a ordan�a itla(l)above allowable shay stress in fillet.adds ahaall b-:mkea from Table 72-2or7 -3,.T j„-, Far Eller wires not sboaa in Table-7 2-2 or 72-3 minimum mwhanieatl prop-.aces shall bs d-_termite-d by testing in accordance with Section 8.' 1-A-66 January 2DDD < sea, Table 2.20 1 Tyr I Slrtff Type of Member or Component 4• r...dwoblt Biros T Allowable Stresses for BUILDING TENSION,atrial Any lanflon member I (9 . ; tp,� ; and Similar Type Structures 6005—T5 Extrusions Rectangular lobar,flruclural � ThIckneeven Up Through 1,90 In. TENSION IN shapes bent around strong tilt 4_aT 2 BIOS—TS Extrusions from*fiber,, Round or oral tubes 3 24 li i Thicknesses Up Through 0.50 In. ff nel section WHITE L Aa9 apply Iv nom.sldfd,..mbfrf fwd to wflded Shapes bent:bout weak axle, {ran,plater l • iA ids . Membltnr nt hastens ferlfrtr then 1.0 In.from a weld. On rivals and bath 1.GRADED BARB apply wflhln I.01n.of a weld. J9 7J J i, Epuafiont frter.o-edl>R.IM ehtdtd and ort■hedd.re.s tpvfy ro Moth. GEARING On Hat surfacer and pine and on bolls M stalled 'For lubee with dreumferenHal weld..stfustlorrs al 8eetlorrs 3.4.10. holes 14 It 3.4.112,and'.4.ie,i apply for R„A.20. Allewshle Allawabis flrver '9■0. elendernest etfnderr+vs■ Anewsbiv street Type of 8trtrr Type of Member or Component 3.4. Alfase Umlt 6 slendtrmse Urnll of Okmdernerr Y 5, INROMM @/, + fehreen A and Sr COMPREBStaff lUr •11 30,I.0.120Illhl &IAW(16 IIdsHV141h1r IN COLUMN■, All column. 7 _ _ ... exist.grove VA=70 JLIIUtY{lt/rl° aecllon Flat phis■supported along one it h�l■2.7 i).1-0.79(to) M■in edge•columns buckling about■ -I H. 8 - . . - syrmr+viry nwif IU.! — 10.3 1.4.13 1J4/r6rt) Fret plates supported■tong one it bA.LT 13.1-0.7911+Rt M■17 1471s1�1►' edge•columns nol bucNirlp eboul -�••-'—u a.I .. . ..' . if syrnmelry axis Ills M■14 tf71ytb9J' COMPRESSION Fla!plolve with both j�j �ti =1 _ r+'►�s•4 21.1-0.71 rh�hl hh.tJ ■4rvIM1 IN edges supported H � 9 _ . 'r ills 10.! bl?■47 440r(bl'fi COMPONENTS OF COLUMNS Flat plates Mth arm edge arose supported and other edge with 9.1 Sre B■dlon 3.4.9.1 - _ _. session fHlivner . Flat plates wilt both .: edges_supwdvd1 and with 9.2 _.._- saw evctfon 3.4.9.2 11 an Inle►medlale atlffener, -- - v Ourvvd plate@ suppo"ad R. n. ;A I:2 i1.i-O.An R�Ir Roo■141 I;Iltf u R on both vdgef,walls or J ....,,• round or oval tubes i IU.! "Ro-1.1 11.4- 0 R.11 N A r 34U v Alleallble Allewwble/trees lilendnrteee Ailewsbie Strrrs gee. 9lendmnwe 2 Type of 51rsee Type of Member or Component 9lrese /lenderrle�e w �•�• Mdrrntrlll r f Umi181 Now""/,and d, Um1181 8le11derMle>f S1 ry Single web beeim bent eboW �'' 11 L,lr,■1] 11,4-g.l l/f err L�r,■74 61,tIUU strong axle �'+10!•'' 't+'" -+�i�t,; !j .f ' .10.3••' l<,/ir r!1 (LFl r,) .f COMPgBserON PrS "• "• 77 RJR-1/ 14.]-1.70 / 11,lt■e1 ttmg fitRound oraYrlluber }('.�. IN SEAM, V t�. v !Air :'lJl,/i�al1];��,'i 7e.1 +1.11 �' } .pit.tit i. Soeiton 3.4.i0 extreme Obrr gross Solid rectangular end t�F-- , 1t .V1J%w•13 Io.!-O.e]d1Y1(C'77 11,4(M) sectlon round section beams --i�d li s ... `:.t; +ri4.1}:t :;: ..17.! 'r dry�j ■7!; ld/lrr(L.ld) neclengular tubes and 11 4 f,�•�Jr,7 140 23.!-0.24 I,a_•a L,d,�.l r t71x1 241MU box seellons -�• a 14 ':10.! ` `;, .;'i'.:.. ), ... . :r `.-...r .r2190 (r.,.S,�•3 Ir!1 Flat plater supported an b i 1- 11 Mr.5.9 - .^ 17.3-0.13 M b4■10 _ 113((Ml awe edge I "-' 16 • 10 ;-t•`,•r. ttl 11 ..f;10 COMPRESSION Fiat piatsg Mih bolh -ihf--Ibh-• 11 b/o-11 37.1-p•29 r„h, hlr.)t 3litN1M11 ` . IN edges supported T • , . 1,6 1]! :.'.... _ ' ;'1e.J..'._ .. -- -Mf•S3 • ltiW(M) COMPONlNTs '' -� 1`•*' •f"�.. 1 r ►►' Rb 13 R�r-1.6 16.3-0.91 �rl A,/r•la1 !lull) OF®EAiN3. Curved pleura supported � (component on both edges ` 16.1 _ - (HR/f) 1 lr'It133)' under uniform tali • of q.R 1■1,>f :� .l t4.0.37 /!r , ,• A,/r•]40 1 compression), Flat plates with offs edge gross■rtllon supported and the other a 10.2 Beg Section 3.4,16.2 edge with stiffener Flat plater N(Ni both �/''�� *doss*upperf*d and with F f 16.3 Beg 8gotlon 2.4.re.3 �n Intermedlale elllrerter r COMPRE951ON Flat pleiga rdlh ' 1RLL fe Irfl•e•9 40.]-I.st M Mr■10 4,9lNMIM1' eotrrprerelon edge rise. � -� 1 ..-.. ,;. .,. _ .. IN lenatan edge supported r�.S 1, , _ �':' r 1]� T' b/i.19 .4• 1 ) COMPONENTS 2e hit■46 40.!-0,110in hff■71 171tM(hA) - OF BEAMS, Fiat plats Mlh both spss .....- - .. . .. (componentsupported - I Ih- - 1(f ., _ ., r W/r 117• under bending In Flat plate wlih horltfoniel t +4 arm planet _ _ °y - Ie Mr■for• sa.!-e.117 hn ►dr.177 lwrtftNfl giver action stiffener,beltr edger - L� - -19.. . ... : .. - ---..« _ ••• - supported •,i.d•J 1].! 'tip y+.•,h/f.yGo ]lou1M) Unsllifened = 11 iff■ilI 17.6-11.09e kn hh•63 1!>110r1 S 8HEAA Z IN w Rat webs r _ xecllon Bllfierted littl webs -iL �{ S,cn gross 1 i1 a,/f■f111 13.tRxYtR,lr1� •at a . t t ■�fl.l1. �7.ou1><llrhl Table 2-21 1 of Strafe Type of Member or Component �; ,Gwfbl#Wreee Allowable Stresses for BUILDING TENs1ON,axid Any lenefonmember 1 t9 Iil! and Similar Type Structures 6061-T6r-T651,-T65109-T6511 Aeclen©tdar lubee,structural 4 _ ► •� yti Z 14 rY l f_I Extrusions up ihru 1 In.,Shoot dl Plate,Pipe, TENSION IN shapes bant around elrorlp axle �.iR . I Slsl>Iderd Structural She ssr Drawn Tubs, ,. t: P BEAMS, Aawndor oval lUbaa 3 ,� :.;I�,�j Rallied Rod and Bar,8351-T5 Extrusions selranrs fiber, .0.0 Q- riot section Rimpee bend about weak arms, 1 F,,f { HIT BAnB veer/,to rbnwwkfnd ma.r,be and Ie wild- burs,plate$ I a is `.;P � Wm.mbma PI Iocrillons Ie11Mr then 1.0 In.Iron■weld. ,` 8 ED BAliB apply within 11.0 h.of a weld. On rivets and bolls 6 J9 •,1?t.•j Equalren$e)ef sktdldle dha ahRdOd and urvWvd areas apo ro bofh. f�EARINO On flat surface*and plus and on belle M lolled I 'For tubas with drew forsnllal wskh,OWN"Of 19MIons 3.�.10, holes 8 16 •.16} 3.4.12,and 3A.11e.11 spply for►r'A I 20, Bee. AllewlrMe tllerdwrmrat Allevroble■Irtse (3hndPlrt*af Allewrrbh$trees Type of!strew Type of Member or Component ee eA d ton f� Llrnit 8r $sln�srr�ssIV,ormgr Llmlt of slertsrn dsss asf COMPRESSION s//F+e 2o.i-o.I7a({In) bt/ha66 7I.IxRYI1r/1)r IN COLUMNS,1121 I, All calt►mnt T p s sectlonros ---;_'.-�-- .--__ .� :-_ - ...,...tin_ - _ uur■dJt !I dI�W(+�!rif Plot plate$supported along one 31 M 17 33.1-0.79Imp hJI.In 1941(hA) edge•columns buckling stwul a .1.E. synrmstry axle 12t � M a)Jt tlylM) , •,.. r',. Flat plalsf supported along one 11 23.1-n.TWI Metz 1471Y(MIr edge•columne nol buckling about -�•--f•'-U 1�.1 =~- -r -- _.._ __. .__... ....__ .. ...�.._.._ a symmetry axis , I1 M•139 COMP Fiat pfeles with both j 1! N►•II.1 1�1-u,=!thh) .. . . �n•JJ�. �wv(Mi . REsstON � � 9 -• -I b 1- ; •,Ill: Vi 4l! 9(1( ) S COMPONENT OF COLUMNS Flat pielov with one edge --- - gross supported and other edge wlih 9.1 set Section 3.4.9.1 traction stiffener dial pfaUs with both - .`.-. - *doss supported and wllh I 1 9.2 Bea section 2.4.$,2 en rifermedfal$allftener- . o Curved plat n 31 es supported Rf 1rfA■11 !li-o.no Rh/r pfA+Uf t (N1 on both edg ea. ass W. _- . round or oval Iubes NOT A 9ee. Allowable slenderness Allowahle SIre11 slenderness Allewsb}e dress m Type of Stress Type al Member or Component 3.1. 811e1n Unlit S Blendemelrs Rolm oily,V4 9, Uml!a Sisndet7tgs t+a 0 Single web beams bent about I—T- 31. I,Ir,=13 us-U. 24wr, I.,/r'.=17 II1,01111 o Strong axis _ -� 1� ; � ' ' li) I,A ■23i. (l.' of COMPFIE�eION s, ��•_i• 1 Z� 35 lr.1r.311 39.3-2.711 ,rr R.A■el same■• IN BEAMS, Round or oval tubes (N}Elf} . 141 '. Air.3l 73.9-1 l9 ,. • tr�l•117 8selion 3.4.10 extreme Ober gross Solid toclangular and r�~ 11 ri4 =11 4U,3-11.91d/rFOW, dlr��i ■19 I l.�tln -I- 1 • 13IA} , •ib (dlllr fLrlrr) section round section beam. � FI Rectangular tubes and .(�•' 14 .146 31.9-11,14 Lrs� Ir l�S,��t(T7.1ilia 74,(tfxl box sections J. .0• Iil I7r• y�s.Ppy •3Uo0t Flat plates supported on s'r NO■6,R 37.1-11.91 M Mr■IU IIIvIMI an*edge I C r1.1' 15 t7f tar M►-rIR Isvp►R) COMPRESSION Flat plates with both -ibh--iF 11 Mr•11 37.1-11,19 M Mr■11 1lsYll.1) IN edges supported T V 1d lit - tit iWr•as� 1f0r16rnl COMPONENTS OF BEAMS, Curved plates supporied Rb 4 23 R.lr=I.fi 76.7-11,94 R'Ir R,Jr=141 (component on bothsdges 10.1 141 11jr .! 14.7-U.44 Rr/r 11`1I■3911 (p'!1)(1 llFlrl�S)t under uniform Flatcompresslon), sup pietas one edge Ses 8eellon 3.4.1e,2 gross section supported endnd the other E 1IJ.2 edge with siillener Fiat plate@ with both F%�e7 r��edges supported and with I " • 1GeeGocilon 3.4,16.3 nn Inlermedlele ellllener M. COMPRESSION Flel plates;with ,_(,. 3e MI•a,9 411- -1.41 M Mr.Iv A.a1NrIM1` compression edge free, ��.� b IT 1H Itrnslon edge supported _ T 16► . Nf■17 403-IAI AA wr=I9 .4,9mmime COMPONENTS OF BEAMS, Flel plate wllit bush edges h 1� hrr=46 411.3-If.ZI hA hit=73 11T<Y1kA1 aom supported The \ 18 lot • ( Porisnt ported P •-. 161 hh•.9l1t 1l71Y1M► under bending M 1�IxY1M1 -_ own plans) Flat ptete with horizontal IN hit•1117 411.3-V,117 to Mr•171 gross aectlon stiffener, edges dges 7M 9 - .._... - supported -.. � ...__: ... .__:.:-_ 16} . all -- ... hrr 71t 9a s (h _r SHEAR ` Unslillened a 11 Mr•1d 17.6-II.199 hA b,'r■F! 14.1s r1 RI 7 IDIY mi m IN WEBS. list webs z ZO 7.!} 'r `, L!} r V - gross Stiffened Itnt webs T •• �'�{�T I3 - 17 w,/r.hl1 F1.resvr,,,lr1` _ . . section Mr. 1 •0.71a,lls�} I-� ll_rJ.l` Z1 T.!} ' -- 7.!} .nrll.l�>I.• l3,OU1Yle.h)` m FT, , ,f Sfrsss Type of Member or Component 3.4•sec. ....ollgble Stress Table 2-22 Allowable Stresses for BUILDING TENSION,alilaf Any lension member and Similar Type Structures bd 6063-TS lieclangulsr tubes,slruclurel •I Q F Z 9.! 6! Extrusions T>eNsioN IN shapes benl ground strong axle I' :•BEAM (Thickness UPI thru 0.505(n.) , pound or oval tubas O extreme tuber, .p p'_ 3 I I.J � �.If. net$action ! WIi1T E 13AF19 apply Ie nertw$Med msmbar•■nd ro w■aad Choose bent about weak ash, I ` N ben,plains __ . 4 12.! i 1,! , p/e el Ioesllons Indhsr then 1,0 In.from s weld. On rivals and balls 5 71 ' ,1� t SHADED BARS $Port►wlth►n I.0In.of■weld. Equallons lhar shaddl.fM shaded and unehed•d tinge apply to Will. DEARING On list surfaces and pint)and on baits 16■lolled 'Per hrbe$wish thcumfenrresA weld•,agvanorrs of Q• lion$c 3.a.10, holes 8 1S t fa 3.4.12,and 3.4.15.1 apply for R,/1.20. ego. Allowllbie A(lewabl•slraas 81•nde►ners 81erni1!mess Allowable 81n$s Type of 81ress Type 91 Member or Comp6mrnt 7.4. s ehe+t e:a*', Limit S, s.+w.egiri mi a, Ulnl!8, 8landefna$o a 61 COMPRESSION Ar/r-11 ALF •V JTdrrvlALA)' IN COLUMN,. All columns 7 >arlsl,gloss section 6.! Al/r■e! ' ®.!o 0.I137(wr) AL/r■99 Fiat pl•las supported slang one 9.3 huh■2.3 IQ-1).22(101 h?■16 IUIr(MJ11 edge•columns buckling about a _. . , , symmetry■al• - e.! -- e, M■Is IOIRb11 Fist plains supported slang one 9.3 hd1.2.1 i(1-q.13(M) A/i■IN 14Ttrff+hl' edge-columns not buckerlg about e symmefry aria '10 s U.31(M) Mdt■to I170'(M)f COMPIiEe610N Flel pl■fe■wlih troth jr-1 ij 9 _ 0.5 NIP■].n In.1t-It.lili(Irll Idi.+fr J71r1/�r) IN edges supported 1 , -ie I- s 6,� ' i►'r.49 321)(W) COMPONENTS OF COLUMNS Flat plates wllh one edge gross supported and other edge with Bes Section 3.4.9.1 saeUon sllflaner . Fist plates wllh both `a edges supported and wflh F IFTI 92 s.•®senor 3.4.e.2 --_-- _ ._•-_-,:� _. __ . . .. an Intarrnsdisle stiffener o`.. Curved Vision eupoorlad . , .. . . . , F,/ .7 TO®.a 171K1 on bolh edges,wens of f 10• .... .. .. ._. s)r round o►oval lubea ` e.3 Nth W10% '• 1.1-U.17 , s r r,h.710 IRrfrHf • R,tr/1 w Allowable Allowable Ilress Aq slendernessSitttderrle/l Allowable Sires Type of Stress Type of Member or Component see Allowable •8lress ' Slendsmess w 3.48 �� A Limit 1 e.lwaan sr �, Until 61 8lenderrlsse r SI p 5ingie web bearrn bent ebaul T T E _ 9.1 I,+rr•111 III,1-munllyr� 1�/r�+I IA 7c strong axis _I y - i 1 119 IL+Ir�)' J- r l r. + COMPRESSION Round or oval tubes o.�91, ^• ^• 11.3 R'Ir-43 t7.!-O.q , r Jf✓1.1111 some es - , INSEAMS. 1 t •r Af/1■aI ILt-U.61 t r ltA,-1fl6 8111001 3.4.ty extreme litter gross Solid reclsrtgulsr and 1---I f„- r 1 a 17.1-0.16d/r dlf w e! 11.11M1 g � 17•! rlh� section round section beams '- �d f 3 1,! ,dR J Ir 7,7 17.3-V.16d/1 ;w dI ■,J (dl►)r lLsld) riectonguler tubes and e.J 1�3r� .itN 111.l-I1.D711 Lid, 1, 4ir� ■111111 I.I,fI[MI box sections .�•� �• i4 e.! l�dr/: ■317(1 ID.!-D,e�U list .! i tt3,�:�■le70 lL�s,�•! 1. 1 Flat plaits supported on 0-4 J.-(f•-k 9.3 N1.9.1 11.4 a.17lot bh.la I llYlh/}I •ih one edge /'L/' S 6 :• 6.! b/r■11 (1tY(Av11 COMPRESSION Flal plales with bath _Ib1-�r,� 9A -hrr.an t l.l1-v.nrl M rNr.la telv(MYI IN edges supported T r V, $ 6 6.! b!►•!! 7111Y16�q COMPONENTS OF BEAMS, Curved plates supported Rb f 11.6-n.li ' I Rol.im tp+er r {component an both edges 6.� (R /Ij{I • R /1I i�) • � a. Rr//■U.] 7.9-U.19 A.Te ..JrWfr310 s � under uniform Flat plales with one edge eompreaelon), 16.2 See Section 3.4.19.2 gross section supported and the ether edge with eliHerter E. Fist plates with both F 1 1 1 m�'""''""� 16.3 Bea sectionJ./.19.7 edges supported and with rrn Inlermedlele elltlener 1 COMPRESSION Fiat plains w•hh ti 18.3 hrf■11 17.1-(1,19 hr7 hit 39 �.q�Ylhhl' compression edge ties. -�.0 7 IN r Itnslon edge eupparted II '' 8.! bill■13 17.1-O.ly 6v1 brr.39 e.[4ll►'17.71 COMPONENTS Ov(yl loll • . r Ill !rh h11■I 15 OF BEAMS, Flat plate with both edges h 13..� hill f1 111- .17/ (component " supported - • NJ kf�lltf• . 99(Y(M) under banding In Flat plate with horl:artlN t '�r own plane) T 13! M1■141 11.1-U.Dl3 44 her.2741 7 wsv1M1 alllloner,both edges L - 19 gross section ]J+1(Yll1�►1 supported ._ r 13 lVI 170 S' wHBAR Unetillenerl �1-•�-•-;t „ l.i. h/f■41 0.7-n.1117 M IdI r vs 1�IMMVIl141r lea gabs I_-t..-�J= 1N WEB9. i 2V �' !•7t. - r !.0 Ah.luQ l9dM1U'(lVtl( prove SII((ansd Ilal wnb! n,rr'all ll,IMtV(w,Hr' eeeNon I_11 1.r. il I►.I` 21 a,-ar l I ■0.T(ell a7) !,0 - !.1 e,Ir■117 J!A(lal . o FTV, if Streee Type of Member or Component A �,rswabt.dress Table 2-23 Allowable Stresses for©UILOING TENSION,axlal Anylenslonmember Ia ' d.! and Similar Type Structures 6o63-T6 Rectangular lubes,structural '6j'. ExlruElorlSl Pipe TENSION IN ehepee bent around strong axle I BEAMS e.r ,Aber, Round or oval tubes �O _ 3 Ix a.a lreme not evollon ! WHITE eaRs Shapes bent about weak'sals. ; •Iridr to no inslded me ".9 and to warded bare,pleles t ^F--1 a 111 e•] nren+bars at loeatlens[sow than 1.0 tn.from a weld. On rivals and bolls ' �- - ! i SHADED 8Afi8 spply Mlhirt 1.01n,of■weld. 11< t Equoftrre 9w(ehaddi No Nroabd rnd wmfrsded&Mae ippy to bolh. BEARING On((ef surfaces and pins and an bolls In stalled s 11d 'For tubas with draumlersneal Ymdr,squallone of Sscllone 3.4.10. Was 11 ( 3.4.12,end 3./.16.1 apply far KA-20. see. Allownble •landr!msss AllowaMw pupae standennee ArrowebN sores• Typo of Street; Type of Member or Compon?nl 3.4. Ales• Until d si' dwne's Units S, Blatodarrrsss s O, lhinNrsns R r W nrWI—r,end of COMPRESSION 4l/r ell 14.1-0.014141/rl 4t/r 711 ll.txxYl4t/r)' IN COLUMNS, All columns 7 I wrlal,gross 6,! 4[/r.a9 li.tlutY(AI/r1' secllan 6.! riot plates supported along one I] M'■1.4 16.1-0.16(MI M■11 1191(MI edge•calumne buckling about a -� C- -o _ symmetry girls 6!" -• , 6] M•Ill 11N(Ml , Flat plates supported stone arts 1] ht■Z.1 Ia.1-11.16I141 M ■!] 191lYJry11' edge•columns oral buckllrrp about , e symmetry exit - '6.J - 6! tJr■17 If1tY(MJ Flat pleles with both P-1 le 1! M*7.6 Iftil -0.144(N1) Nr.to Ii(Yir+'tl COMPRESSION rt T 9 , ... ... IN edges wpporled 41p; COMPONENTS OF COLUMNS Flo(ploles Mlh one edge , gross supported and other edge"OhS.1 Sse gallon 3.4.9.1 seollon- --`-` sllllenar m Flat plates with both edges supporlad and Mih 1 1 1 9.2 saw 19W~3.4.10.2 an Intermsdists stlllener o__ Curved plalea supported I A - - c - R� R �rr. IA. _ R.A.L1 16.n-n Nr R,Ir Jr. ■111A 111MI on both edges,walla of 100 (R /t)(1 ■ H /r/)�1' round er oval tubes 6.! „t1,A•lU ' „7.1+•0.11 s r A,A-IIg ' x 8lendnmese Allowable 11111111 See Aliewebls Allowable 911ese 8lendelltose s 6�. Stendernele blenderrleee Llmlt 91 9 L lreee L{mil 8r Vow,"6,end or Type of Member or Component 3,a. 10 s A7AX) c Type of Rose rF If, -41.I1iWr, 9/ ar 1� )fir ■i! ILt,lr,)� N Single web booms bent ativut .. —�'- •' j j } ' , _ - a.! 11,/I e 1113 Serra es c strong sills .11 37.7-1.70 no s.rllen 3.4.10 12' ; 13.1-u.a1 A, f COMPRESSION Hound or oval tubes e A�1■61 '' dll�■11 IN BEAMS. d,, �■1-41i,9-u.+tan .l IdnI'iLr,ldI asirsmefiber yl tl ■37 solid reclenpvter and _I�d — 13 _ e! gross 1.! _. ' rrf /111N1 round section beams L S . " 31Rt1 section I! ,�sr�,!fi.1/! {R.i-n.1/1 I.'3r 1, " r r L ` �•S�1 ,. 4s.���■3690 I 1rr neclengular tubes and •�':� a•. . . li 111hh/11 bolt sections Mr■I3 M1.7.1 14,11-11.31 M► 138(bA) ei r-1 r-M 13 bit■21 Fist plates supported an e 1 F 15 .-I G.S.&9lrrl.,o /Alvlh�tl any edge M1■11 19.11-n.170 M 4110041 (dlhJl) T r-•v- 1 G _ COMPRESSION Flat pleles with bath s.! pry■1l11 111(141 IN edges eupPOHed a ll.i Itl,!-11a.s 9 AFII.3 r (R 11)11 • -till13511 11 COMPONENTS R,r1�3111 OF BEAMS, Curved pleles supported J� +1 G,1 (component an both edges 1 \ . Set Bectlon 3,1.1e.2 udder unllorm Fiat pistol wllh one edge 10.2 compression). supported and the other Il., gross eeollon edge r.11h s111tener yes Section 3./,18.3 Flat Pistol with both edges supported and with I ( I I Mr•31 s.gsvllrrl' en Inlo medlele ollllerler Mi■9.R 3i.9-Il.11)1rl 1.9WIlrW1' ' M1.7h . Flat plates with tr ®'s - COMPRESSION compression edge Ire@. -t•�H—r 17 e.! ; — Mr■911 I lrAvll✓11 IN -- edge supported 1 ' hl1■3l 31.9,-11.1!! I26tYthA) lenston COMPONENTS 311 - W/ 1/e Flat plate with both edges T l��lr 18 _ e.! -- of SEAMS, �1h-� ` � a nrr nr9 lvlw lhhl ent supported. _ -o.uat v wr ■ (eomt�l - 11a _ under bending M fly)Dlate with horizontN __ - :. h�l je Mr, 111 :. - Mr . Iy1•7/0 39111v1M) - Rvl own glens) both edges _. _ - - t T��� 19 a! slllfener, , �', �• 7 • 1!r la ' t,r • e __...,_. ._... owes section_ supported Mt■w It1,7-ILalM1 fv1 1v,trllo'(M1r _ ..._.. 9 17 h11.11>0 , - Unslillened I 20 r _ w < SHEAR gel webs ,p■19 y IN WEBS. i gross 9111renwdfloll Wah" I=�� L }I 21 eeeuon a-.w,1 t •0.11e,1er) 1 �•9- i T<.BL.E L NDNIU:AL,S4E R AAD TENSILE 5TRFSSES FOR STAINU LSS S iEEL STEEL BDLTS Wf.IJi= TYPO jDM'-r-iEP.j/,P.EP-jDIk HEAD rr F■ P. ?t in ie in. ksi ke, ( 59 Ibs 1: 6 S.S. D.i3E LOS D.262 33.7 55 D 2E!5 555 9 B S.S. D.1" 0121 G.312 F.3.7 55.0 416 79B ID ai S - - I �+ ee w 11. 5 S. D.24Z D.D45 D 4B0 33.7 551) 9D5 17 3B 114 ' S.S. D.25D D.D4? 0.450 3 3.7 55.0 957 1Er5 R 17 SS. D.2E5 D.D5& D.SDD 's3.7 55.D 1257 241 D BIB S.S. D.375 D.11D D.B25 23.7 5S.D 2176 4173 11<' S.S. D.SDD D.195 D.75D 33.7 55.D :.B59 i41B SIA ' SS. D.75D D.442 1.DDD 's3.7 SE.D E7D5 155P1 i?EF E?ENC= ISM S hNDFRD Spez fi=: on tot Im design d G0I6-r Drr,red StUintess Steel Struc-tu: l M;ttets ASCE-5-9D page 29 s BUILD the BEST 230 SUN & SHADE ROOMS: STRAIGHT EAVE FOUR SEASONS" ROOF PANELS WITH H-BEAMS r SUNROOMSS tAlrz:In N.America!Gr QyCrs0 Yes1s ' ENGINEERING AND STRUCTURAL LOADING INFORMATION EFFECTIVE DATE 8-04 LD REVISION:B 7 FOOT SAVE HEIGHT S FOOT EAVE HEIGHT 9 FOOT SAVE HEIGHT MAXIMUM FRONT WALL WINDOW SIZE MAXIMUM FRONT WALL WINDOW SIZE MAXIMUM FRONT WALL WINDOW SIZE UNIT ROOF MAXIMUM IWINDOW "WINDOW 6'WINOOW "INDOW I"No" IWINDOW PWWDOW "WWDIAN IWWDDW EE SPAN LIVE LOAD ROOF WIND 6PD WWD SPEED WINDSPEED WIND SPEED WWD SPEED WINUSPEED WIND SPEED WWD DPEED WIND SPEED GOVERNED BY t1VELOAD EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE fn9 B C 0 B C D S C D B C D B C D B C D B C .0 B C D B C D (mPh)(mph)(mph)(mph)(mph)(mph)(mph)(mph)(mph)(mph)(mph)(mph)(mph)(mph)(mph)IDVh)(mph)IMph)IMPS)(mph)(.Ph)(mph)(mph)(mphl(mph)(mph)(mph) i 7 r,WWxler MlaGr 90 170 130 115 160 125 110 145 110 100 140 105 95 130 100 90 1251 95 85 115 90 1 80 115 90 1 80 100 80 70 (ft) ruuWuur MNadN 129 170 130 115 160 125 110 145 110 100 140 105 95 130 100 90 125 95 85 115 90 80 115 90 80 100 80 70 .-o•vuurwrxaEwr 200 170 130 115 160 125 110 145 110 100 140 105 95 130 100 90 125 95 85 115 90 BO 115 90 80 100 80 70 B ruuWuur P,NaEY 67 16D 125 110 160 125 110 145 110 100 13D 100 90 130 100 90 125 95 85 115 9D 8D UO 85 75 100 80 70 (ft) 97 160 125 110 160 125 110 145 110 100 130 100 90 130 100 9D 125 95 85 115 90 BO 110 85 75 100 80 70 .•os•ruurwmaur 157 160 125 110 160 125 110 145 110 1DO 130 100 90 130 100 9D 125 95 &5 115 90 BO 110 85 75 100 80 70 g ruDWuurwxee.r 52 160 125 110 160 125 110 145 110 1DO 130 100 90 130 100 9D 125 95 85 115 90 80 110 85 75 100 80 70 (ft) Pr,nree.r 75 160 125 110 160 125 110 145 110 100 13D 100 90 130 100 90 125 95 BS 115 90 BO 110 85 75 100 80 70 l•osazuur WNaEAr 122 16D 125 110 160 125 110 145 110 100 130 100 90 130 1DO 9D 125 95 85 115 90 80 111) 85 75 100 80 70 10 ruuWuur WxeGr 41 165 120 105 155 120 105 145 110 100 125 95 85 125 95 85 125 95 85 110 85 75 110 85 75 100 80 70 (ft) upwuurWxewr 60 155 120 105 155 120 105 145 110 100 125 95 85 125 95 65 125 95 05 110 85 75 110 85 75 100 80 70 l-oe•rupr WxaDu 97 155 120 105 155 120 105 146 110 1D0 125 95 85 125 95 85 125 95 85 110 85 75 111) B5 75 100 80 70 11 a•uuwuurwxaE,r 33 145 110 100 145 110 100 145 110 100 115 90 80 115 90 BD 115 90 SO 100 80 70 100 80 70 100 80 70 ((() uuWuur xxxeE.r 48 145 110 100 145 110 100 145 110 100 115 90 BO 115 90 BD 115 90 BO 100 80 70 100 80 70 100 BO 70 uaN WIN•lwr 79 145 110 100 145 110 100 145 110 100 115 90 BO 115 90 BD 115 90 80 100 80 70 100 80 70 100 80 70 12 ruuWuur wNeEu, 28 140 105 95 140 105 95 140 105 95 110 85 75 110 85 75 110 85 75 95 70 65 95 -70 65 95 70 65 (k) ,'uuwuNr rax+� 40 140 105 95 140 105 95 140 105 95 110 BS 75 110 85 75 111) 85 75 95 70 65 95 70 65 95 70 65 •os>ruur WNeur 66 140 105 95 140 105 95 140 105 95 110 05 75 110 65 75 110 85 75 95 70 65 95 70 65 95 70 65 13 rYDWAWY WNarYI 23 130 100 90 130 100 90 130 100 90 100 80 70 100 BO 70 100 80 70 95 70 65 95 70 65 95 70 65 (ry) uuWuur Mxaear 34 130 100 90 130 100 90 130 100 90 100 80 70 100 80 70 1DO 80 70 95 70 65 95 70 65 95 70 65 oavuur rrxae.r 55 130 100 90 130 100 90 130 100 90 100 BO 70 100 80 70 100 80 70 95 70 65 95 70 65 95 70 65 14 uuWuur rxrauur 20 140 105 95 140 105 95 140 105 95 115 90 80 115 90 80 115 90 80 100 BO 70 100 80 70 100 80 70 (g) P—W...-- 29 140 105 95 140 105 95 140 105 95 115 90 80 115 90 BO 115 90 80 100 80 7D 100 80 70 100 60 70 .-Dsnruur rax+ur 47 140 105 .95 140 105 95 140 105 95 115 90 80 115 90 80 115 90 80 1DO 80 70 100 80 70 100 8D 70 15 17 125 95 85 125 95 85 125 95 85 115 90 80 1 115 90 80 115 90 1 SO 100 80 1 70 100 80 70 100 80 70 0) uuwuurwx.Pxr 25 140 105 95 140 105 95 140 105 95 115 90 80 11112. 0 115 9D 80 100 80 70 100 80 70 100 80 70 40 140 106 95 140 105 95 140 105 95 115 90 80 0 115 90 80. 100 80 70 100 80 70 100 BD 70 16 Awwuur WNaur 15 115 90 80 115 90 80 115 90 80 110 85 75 5 110 85 75 95 70 65 95 70 65 95 7D 65((t) .-xwWuur Wxaru, 21 125 95 &5 125 95 B5 125 95 85 110 85 75 5 110 85 7565 95 70 65 95 7033 125 B5 85 125 95 85 125 95 85 110 85 75 5 110 B5 76 95 70 6595 70 65 95 7D 65 17 uuwuurWxaELI 12 100 BO 70 100 80 70 100 80 70 10D 80 70 0 100 BO 70 95 70 65708519 125 95 85 125 95 85 125 95 BS 110 BS 75 5 110 85 7595 70 85 95 '70 6595 70 6527 125 95 BS 125 95 85 125 95 85 110 BS 755 110 85 75 95 70 65 95 70 6595 70 65 1! tr, „' {j,•?'01.,.$.._ I:w.y. � _ss+s.Y' `4.f±.Lnu '.: ~00.d ' ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DELAWARE FLORIDA •GEORGIA -,IDAHO.; >ILLINOIS , A;n t�j�•` _: .• 1 � `ay.lYr4 •aNn�'^. `.^` .!, ..5. ram• •++-a•,r..+r ' (r/'tiy ar y .f � � .•l,� ..S 5��•�!.fl_ /,r^'t�, rx'l ..�jf7c yh /�' •'"4� w" t ..? v.: ^` I S.) �Y�.3Y}{\ _A �'.. Ji1Sa1 •.�.ISv.• IJ.D:` t ,1� •/'1'i:a.;S\r7{+,1 •w r" 11 v"�..�_ r �.f't,h•,...,''�d ��?'E,Y .. �,y�F ''@}��,,Yt�'� :,<�^� y�, y �"��� t>y��l� `:.�'+'.Lc� INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA ;MISSISSIPPI c�a.gam b � e T.i ' f• ,' '/• d"�� '• 01 "L, �Allej ,j(J}/y�w `Co'— W„of\ ran• -.o+ MISSOURI MONTANA NEBRASKA NEVA A NEW HAMPSHIRE NEW JERSEY NEW MEXICO NEW YORK NORTH CAROLINA NORTH DAKOTA "OHIOi !'' 9�r� tt°%k y l.! .�•'` el, NOTES: I 1)H BEAMSTOBE 73RB,OR74RBWE OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA 2)ALUMINUM ALLOY IS 6005-T5,PANELALLOY IS 3105-H25 3)DEAD LOAD OF ROOF SYSTEM RANGES FROM 128 TO 2.36 PSF y 41 DEAD LOAD OF ROOF MUST BE SUBTRACTED FROM LOADS SHOWN IN CHART a rf C ABOVE �71} 5)ALL UNITS SHOWN ON THIS PAGE AREAC�EPT/1BLE FOR CONSTRUCTION IN \ �, ! t�•e t`%.Mrf1 :�_Js r SEISMIC ZONE 4. 6)DEFLECTION LIMITS ARE U120. .. _ SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA 7)WINDS ARE BASED ON AN ENCLOSED STRUCTURE ,i B)THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP, .,/ ;. •• ,� "' `w n TO,BUT NOTIN CLUDING,THE CONNECTIONS TO THE EXISTING STRUCTURE, ANDIOR ANY NEW CONSTRUCTION.ALLSUBSTRUCTURE DESIGN ' `fir. 1�•• t^�+��"" �' REOUIREMENTS AND CONNECTIONS TO THE EXISTING STRUCTUREARENOT INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT,AND MUST BE DESIGNED BY OTHERS. WASHINGTON WEST VIRGINIA WISCONSIN WYOMING D.C. 9)THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT DOES NOT ACCOUNT FOR SPECIAL LOAD CONDITIONS CREATED BY ATTACHMENT TO THE EXISTING STRUCTURE.THESE MAY INCLUDE SNOW DRIFTING OR UNBALANCE SNOW LOADING.ANY SPECIAL LOADING CONDITIONS MUST BE EVALUATED BY OTHERS. 10)ENGINEERS CERTIFICATION:I CERTIFY THATTHESE ENGINEERING SPECIFICATIONS HAVE BEEN PREPARED UNDER MY DIRECT SUPERVISION AND THAT I AMA REGISTERED PROFESSIONAL ENGINEER IN THE STATES SHOWN. REFERENCE NUMBER 1100 _ BUILD the BEST 230 SUN & SHADE ROOMS: STRAIGHT EAVE FOUR SEASON Sp ROOF PANELS WITHOUT H-BEAMS - SUNROOMS i.tade In i•}.America Iqr i0'+¢Y 30'rants ENGINEERING AND STRUCTURAL LOADING INFORMATION _ ....� EFFECTIVE DATE B-04 LD REVISION:B 7 FOOT EAVE HEIGHT B FOOT EAVE HEIGHT 9 FOOT EAVE HEIGHT MAXIMUM FRONT WALL WINDOW SIZE MAXIMUM FRONT WALL WINDOW SIZE MAXIMUM FRONT WALL WINDOW SIZE UNIT ROOF MAXIMUM wwINDOW 6•WI- VWINDOW VWINDOW SWINDOW S'WINDOW /•WINDOW SWINDOW vmxwW SPAN LIVE LOAD ROOF WIND SPEED WIND SPEED WIND SPEED WIND SPEED 4 WINDSPEED WINDSPEEO WIND SPEED WINDSPEED WWDSPEED GOVERNED BY LIVE LOAD EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE D•4 B C 0 B C D B C 1) B C D B C D B C D B C 0 B C D B C 0 I. (mph)(mph)(mph)(mph)(mph)(mph)(mph)(mph)(mph)(mph)(mph)(mph)(.Ph) (mph)(mph)(mph)(mPh)(mph)(mph)(mph)(rmh)(mph)(mph)(mph)(mph)(mph) a-LLUNrLLUY 69 170 130 115 160 125 110 145 110 1DO 140 105 95 130 100 9D 125 95 85 115 90 80 115 90 80 100 8D 70 7 a•LLuwLLDr 101 170 130 116 ISO 125 110 145 110 100 140 105 95 130 100 90 125 95 85 115 90 80 115 9D 80 100 8D 70 .. (( a-oaEraurr BB 170 130 115 160 125 110 145 110 100 140 105 95 13D 100 90 125 95 85 115 90 BO 115 9D 80 100 BO 70 s•uYWLLur 52 160 125 110 160 125 110 145 110 100 130 100 90 130 100 90 125 95 85 115 90 80 110 85 75 100 80 70 8 a-LLurILLUN 75 160 125 110 160 125 110 145 11D 100 130 100 90 130 100 90 125 95 85 115 9D BO 110 85 75 100 80 70 ft a-ovuLLur 79 160 125 110 160 125 110 145 110 100 130 100 90 130 100 90 125 95 85 115 90 BD 110 85 75 100 80 70 a•ftuWuuY 40 160 125 110 160 125 110 145 110 100 130 100 90 130 100 90 125 95 85 115 90 50 110 85 75 100 80 70 9 58 161) 125 111) 160 125 110 145 110 100 130 100 90 130 100 90 125 95 85 115 BD 80 110 85 75 100 80 70 (t K rY 72 160 125 110 160 125 110 145 110 100 130 1G0 90 130 100 90 125 95 85 115 90 80 110 85 75 100 80 70 a•uYYYxuY 32 155 120 105 155 120 105 145 110 100 125 95 85 125 95 85 125 95 86 110 85 75 110 85 75 1GO 80 70 10 .-nwwraur 46 155 120 105 155 120 105 145 110 100 125 95 85 125 95 85 125 95 85 110 85 75 110 85 75 100 80 70 (( a•OIBIHAIY 68 155 120 105 155 120 105 145 110 100 125 95 85 125 95 85 125 95 85 110 85 75 110 85 75 100 SG 70 a•uuwLLUY 26 145 110 100 145 110 100 145 110 1DO 115 90 80 115 90 BO 115 90 80 1DO BD 70 100 80 70 100 BD 70 11 a•LLNwftur 38 146 110 100 145 110 1DO 145 110 100 115 90 80 115 90 80 115 9D 80 100 BD 70 100 BD 70 100 80 70 ft a•oseusuY 61 145 110 100 145 110 100 145 110 100 115 90 BO 115 90 80 115 90 BD 100 80 70 100 80 7D 100 80 70 rntuw,uuY 21 140 105 95 140 105 95 140 105 95 110 85 75 110 85 76 110 B5 76 95 70 65 95 70 65 95 70 65 12 rruUMrLUr 31 140 105 95 140 105 95 140 105 95 110 85 75 110 85 75 110 85 75 95 7D 65 95 70 65 95 70 65 ft s•o—um 52 140 1D5 95 140 105 95 140 IDS 95 110 85 75 11D 85 75 110 B5 75 95 70 65 95 70 65 95 70 65 a•.Y .m 18 13D 100 90 130 100 9D 130 10D 90 100 80 70 100 BD 70 100 80 70 95 70 65 95 70 65 95 70 65 73 a-LLUYYIDY 26 130 1DD 9D 130 100 90 130 1DD 9D 100 80 70 100 80 70 100 80 70 95 7D 65 95 70 65 95 70 65 I ft oselLLur .44 130 100 90 130 tOD 90 130 100 90 100 80 70 100 80 70 100 BD 70 95 70 65 95 70 85 95 70 65 ruuwaauY 15 125 95 95 125 95 BS 725 95 85 715 90 BO 115 90 80 175 90 80 100 BD 70 100 BD 70 100 80 70 14 ruYwntuY 22 140 105 95 140 105 85 140 105 95 115 90 80 115 90 BD 115 90 BO 100 BO 70 100 80 70 100 80 7D R roaeruur 37 130 100 90 130 100 90 130 100 90 115 90 BD 115 9D 80 115 90 80 100 80 70 -100 80 70 1DO 80 70 Y µVWLLUY 13 110 85 75 1101 85 75 110 65 75 110 85 75 110 85 75 1 110 55 75 100 80 1 7D 100 80 70 100 80 70 15 ruuWLLUY 19 140 105 95 140 105 95 140 105 95 115 90 BO 115 90 BD 115 90 80 100 8G' 70 100 80 70 '100 80 70- H oserLLur 32 125 95 85 125 95 85 125 -95 85 115 90 80 115 90 80 115 90 80 100 80 70 100 80 70 100 BO 70 YLLDWLLDY 11 100 80 70 100 80 70 100 80 70 100 80 70 100 80 70 100 80 70 95 70 65 95 70 65 95 70 55 16 a'LL Y 16 125 95 BS 125 95 85 125 95 85 110 B5 75 110 85 75 110 85 75 95 70 65 95 70 65 95 70 65 ft a-oserµu, 28 115 90 BO 115 90 BO 115 90 80 111) 85 75 110 85 75 111) 85 75r957O 85 95 70 65 95 70 65 LLDWLLYY 10 85 70 85 95 70 65 95 70 85 95 70 65 95 7D 65 95 70 85 65 95 70 6595 70 65 17 a`LLUWuuY 14 125 95 BS 125 95 B5 125 95 85 110 BS 75 11D 85 75 110 85 75 85 85 70 65 95 70 85 110 85 75 110 85 75 110 85 75 110 85 75 110 85 75 11D 85 75 165 95 70 65 95 1 70 65 'F.D...... f' . . �taaNl""� /: t'V.IA.,\.•./� SI,I Y",. AR .. a. .r\"'�R .�Ott�:_�% ' :N� •s" - �—LSNi/ ;N �'y� .I(/Ni��•'��' r rvwj'. r ! '1,•�. :" ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DF.LAWARF FLORIDA GEORGIA. IDAHO - ILLINOIS.. ....a.`` 4 . t�' .^,s� / � /,• s� .tnla'S �9; '� Y m�a Ty .x,,,...r7,,,. .._ � ti� ':\�,ur"t;" x�•• ;F. :,a.�; .._ •::.i; l• "r'�.._... 'xr.,.ar '•;1,'}a.. ;`' ';;'a�w.ay;;' .A"*^ .Ar �''.• INDIANA I�{OIWA KAAN�SAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA ": MISSiSS)PPI .tS-r�iar T f/a'.• ^ �`g.!` +f:i�;;;�.. f '� A 1 /^. +w FtU ram♦,` /.% a '�. '31 / a r �' r'' � t : :k/j�°�",r/Dy�'/.' �`v r:. I 7 ", ,,.y,. _i,.. itw r ,E 1 ,;01 �� ....a;a,Y_. . -•' YS`�T� .4p4,� .,h- ^•,T -! ._.. . ,,,,aty `'';(;haa `�1,:%'.'� t''�,'IFehY�"�� �...:• Via: !. .\_ •�. MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NEW MEXICO NEW YORK NORTH CAROLINA NORTH DAKOTA _OHIO . I .1 ''f%`;''I• /j1 .� 't '� •'•, �Ji i 1'' NOTES: * .m,p/ ,..�a•'': .�w• ;2i-L•` €= '"1)ALUMINUM ALLOY IS 6005-T5,PANELALLOY IS 3105•H25 I , C ~� anw a.,aM etJ 2)DEAD LOAD OF ROOF SYSTEM RANGES FROM 1.02TO 2.09 PSF. >. 3)DEAD LOAD OF ROOF MUST BE SUBTRACTED FROM LOADS SHOWN IN CHART OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA ABOVE. .. 4)ALL UNITS SHOWN ON THIS PAGE AREACCEPTABLE FOR CONSTRUCTION IN ,firma T �'1 a`=•' /, P � SEISMICZONE 4. --1�a - - - 5)DEFLECTION LIMITS ARE U120. * ff- 6)r WINDS ARE BASED ON AN ENCLOSEDSTRUCTURE_ 7)THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF'OUR UNIT UP ° TO,BUT NOT INCLUDING,THE CONNECTIONS TO THE EXISTING STRUCTURE SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA AND/OR ANY NEW CONSTRUCTION.ALL SUBSTRUCTURE DESIGN REQUIREMENTS AND CONNECTIONS TO THE EXISTING STRUCTURE ARE NOT. y' _ /, INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT,AND, 7,,`•.,xt�*� f�y°` ,/•I s �J` MUST BE DESIGNED BY OTHERS. `y E - 1^.,P, '•� ' 1,- '` B THE ENGINEERING DESIGN SCOPE FOR FOUR SEASONS PRODUCT DOES � C )NOT ACCOUNT FOR SPECIAL LOAD CONDITIONS CREATED BY ATTACHMENT,TO "ti+,?�7`` ,qr. �•+ .yam} \\ .., THE EXISTING STRUCTURE.THESE MAY INCLUDE SNOW DRIFTING OR • R_, UNBALANCE SNOW LOADING.ANY SPECIAL LOADING CONDITIONS,MUST BE WASHINGTON WESTVIRGINIA WISCONSIN WYOMING D.C. EVALUATED BY OTHERS. 9) ENGINEERS CERTIFICATION:I CERTIFY THATTHESE ENGINEERING SPECIFICATIONS HAVE BEEN PREPARED UNDER MY DIRECT SUPERVISION AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER IN THE STATES SHOWN. REFERENCE NUMBER 1101 ;...... ..__._ _, BUILD the CHEST ; FOUR SEASONS 230 SUN & SHADE ROOMS: STRAIGHT EAVE SUNROOMS 7" ROOF PANELS WITH H-BEAMS ;..... fi;&de111:4.AII)lricar?rnIOvv30Yebrs ENGINEERING AND STRUCTURAL LOADING INFORMATION EFFECTIVE DATE 8-04 LD REVISION:B 7 FOOT FAV E HBGNI B FO07 EAVEN13GHT a FOOT EAV EIBGRT MAXOI(W4 FRONT WALL WINDOW SIZE MAXIMUM FRONT WALL WINDOW SIZE 1 MN7oMIM FRONT WALL WINDOW SIZE UNIT ROM MAXIMUM 4•WINDOW S WINDOW w WINDOW a WINDOW 5'WINDOW v WINDOW T WINDOW V WINDOW S'WINDOW SPAN LIVELOAD HOOF WINDSP® WIND SPEED WINDSPEm WNO SPEED WINDSPEED WIND SPEED WINDSP® W1NDSPEM WIND SPEED GOVERtAEDBY LIVELOAD B(POSURE EXPOSURE FXPOSURE E)CPDSURE SWOSURE FXP051iE EXPOSURE EXPOSURE EXPOSURE IP•9 B C D B C 0 B C I D B I C 1 0 B C D S C D B C D B G 0 B C D 4' 6' 6' (mh) (0Ph) ("h) (mA) (,,ph) (Dp11) InPli) IOPI!) Inpn) 91Ph) (nph) (RPN) (vM) (nM) (nPh) (nPU) (^Gh) (n13) (.ph) (Dph) IM h) (nph) (0Ph) (nPh) (nvh) (M*) (DPh) ... 71fl. 7:Vd7H14BFANrS< �.87 =.`rS.:iEO .,. .... _) ':.:c ........ Y7D;'::130.?•j,11g'::item.'. du i.:;i10': ':i/5�:ti0%�i.1W,:;ii0 ;i05:°.��.5: �i3p� fOU::'CW:�>'i 25_, 055: 715i iW':. 1 :b5,\:� 8(Ft.) 7'WITNH8fAM6 86 67 55 160 125 Ila IN US 110 14S 110 IN 130 1W 00 130 1W W 125 05 85 116 W W Ila as 75 1W SO 70 .... _ 9(FL) 7.: .. 8:!::.5:�801`.tev::`i61; ( ) ..•:•. W.Lft1,1t�M,.....:.,n 50.;:725.'. YlgYt.:!:16D.''i 775j•51p;i;:14S,':';1Y0.;. (1W;:C130j..iyOgLi':BO! :t'30 %7W:'`HBO 425::ii 95}: 'BS ii i41's';:W.; IBD::i:110;,;96 d.76�::'7W.i S80t:: .•to(R) rvm"EU•ta 78 50 48 155 120 IDS 155 120 IDS 145 110 IN 125 95 85 125 95 as 125 as as 110 85 75 Ila as 75 IN SU 70 71 IRI �i.7T1,MT.1(F}BFAA15 .,. ,. .. ... .. .. .. • ,`73 'y7 '.@$.,;146 1Y0,:;togs<1lb';,'+)0; {91p.,:;745"' •t10: .100` ..115: ':W:: IZ(RI 7-WITHWeFi£MS fig 54 42 140 1D5 95 140 1D5 95 140 IDS 95 110 85 75 110 85 75 110 SS 75 95 70 65 95 70 SS as 70 65 -_...... ::. ,.,:.,,...... 1] .... .. .. In) :}.'::..7'; 9F/W S;+;•'•,+F1.t.`St>�50.'. J3Di%ii1 W._':q0!! :,1W:::+.'50:;;i'JD �t0p.:::Sp.;::70;:::tOD::`W::.:70:."BS':::70 +' 95 14(FL) rN1TH/FBFAM6 54 48 37 140 1D5 95 140 105 B6 140 105 95 115 W 80 115 W BD 115 W BD 1W 80 TO 1W 80 70 1W 80 70 15(R) I'�:WTfH S?i:;i:i.�7i1. 75'c\15t �0i iY09d �BSi�'JMr,'1i05r i:a5:: :1ao;ctf5:::95.`.;Cd15�t iibi:.,�gpi;:ai5/c ii.90fi `80:'!:'1165 ='Wi:iSO�i dW:'S'80:::.70:'1W: 1EU>'Gi20;;']W, :iEBOF'?701 16(R) 7'VATH KBUMS 41 41 30 125 a5 B5 125 95 a5 125 95 a5 110 85 75 110 85 75 110 55 75 96 70 65 95 70 65 95 70 66 ..,:.. .:..,........ , 1..: .: .. , 77(FL) TWITM IfBF:1AM5,t;•'`':::•yp.: ..9p. +A1J, y525t?.85�;"ies .ti176:i'-:;g,$i` p853.'.1251+".85: :as.', ft0.f'!B5:!. ''4101'yB5':?'7fi''S. Ato."!.f85" 45>:.`95:i:;70!;' C65 ii' :DSc is Ill.) 7'WTTNKBF/1MS 31 31 30 115 W BD 115 W W 115 W 80 95 70 as 95 70 65 85 70 63 W 85 55 90 65 55 90 65 55 =+. . . . :.:.7.09q.;t t ! `so Sq.:`Its: . .- _ 20(R) rWITNKBPAMS 25 25 25 710 S5 75 Ila 85 75 110 85 75 BS 70 65 a5 70 65 a5 70 65 - - - - - ..... .. :�!•:22`. :;:,: ?: :lM:::W:: D'7o::i;:toss! 'Be::.. :70:.:.. - 1 :>.W::::.6 : �65.:; 1D. i:Ti§:;: �:55,':.!�.,. '�65::;'C65.'.: ...: 221R1 rNITHKBEAMS 20 20 2D 1D5 80 70 105 m 70 1D5 80 70 9065 55 9065 S5 W 85 55 - - - - - - - - 23(R.) .i::!'TNITN,KB&.NI6::::: :!18:' is::'10�::'1W '1W ::i0,: iYOU';.`'?eD'. .:;1q 100: �oo. :;70`•`•= - - - - - - - - - - 24(F1.) rWITHKBFAMs 17 17 17 100 80 70 100 SD 70 1W 80 70 - - fi ,a .,:..: ... ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DF..L.AWARE FLORIDA GEORGIA 1DAH0, ...ILLINOIS. ,,{Y.Aty_+.; ) '... 7 0, y, J(,+4N /'• .., �<,, oP­," r� 'A '`'t,:frC ' •'. INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA '. MISSISSIPPI (g, :.*i'� (�P �y#. 0 ��I7rv.,..+r• �0;i5,;a�Yf ''•!'R;Y.h1 `�`'?r!r`�` .. __yy,a p ,;•,"t t'..:.�{.'�' �lx crsa` ..•xr+v. �.. MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NI 0- VINa YORK ,__:. .NP •2,.- 02 �-'M�i�4�'L.coq€1�YOI��DIgBaFYAD1fwik�.A�K�afEN��M:.oza a,.au e"`". ALUMINUM ALLOY 3105 H-254 TOP SIDE. '' -" •- "'::: 2 GLUE:STRUCTURAL ADHESIVE MORAD M-610. r.' i(yy ti L 3)DEAD LOAD OF ROOF MUST BE SUBTRACTED FROM LOADS SHOWNINCHART . . d'Is„ „.. ABOVE.4)DEAD LOAD OF ROOF SYSTEM IS 1.95 PSF.'•.�'.. 5)ALL UNITS SHOWN ON THIS PAGE ARE ACCEPTABLE FOR CONSTRUCTION IN . .:... OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA SEISMIC ZONE 4. 6)DEFLECTION LIMITS ARE U120. . .t r t f _ I .. �1 - �- 7) BASED NE?0 ......: .. . . .... ROOF LOAD ON VERHANG.1 OVERHANG MAY HAVE A HIGHER LOADING, ABOVE THE BOLD U•�;�� '� w 3'.P.A1w. ""'"' 8)ROOF LOAD COLUMNS 4',5',AND 6'CORRESPOND TO THE MAXIMUM WINDOW SIZE _ F ♦ s� OF THE UNIT. 9)THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP TO, SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA BUT NOT INCLUDING,THE CONNECTIONSTO THE EXISTING STRUCTUREAND/OR o,�.+,'t, Ii"'•. �' , )r ew ,y,o ANY NEW CONSTRUCTION.ALL SUBSTRUCTURE DESIGN REQUIREMENTSAND ' ;, 4 •'��U��'� ��'r ' �/ 4 ,��,. CONNECTIONS TO THE EXISTING STRUCTURE ARE NOT INCLUDED IN THE s': c _)_., „_• �n".D :_ c' '*`„"' SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT,AND MUST BE DESIGNED BY OTHERS. 101 THE ENGINEERING DESIGN SCOPE FOR FOUR SEASONS PRODUCT DOES NOTACCOUNi FOR SPECIAL LOAD CONDITIONS CREATED BYATTACHMENTTO WASHINGTON WEST VIRGINIA WISCONSIN WYOMING D.C. THE EXISTING STRUCTURE.THESE MAY INCLUDE SNOW DRIFTING OR UNBALANCE SNOW LOADING.ANY SPECIAL LOADING CONDITIONS MUST BE., EVALUATED BY OTHERS. 11) ENGINEERS CERTIFICATION:I CERTIFY THAT THESE ENGINEERING SPECIFICATIONS HAVE BEEN PREPARED UNDER MY DIRECT SUPERVISION AND THAT]AMA REGISTERED PROFESSIONAL ENGINEER IN THE STATES SHOWN. REFERENCE NUMBER:1102 "' BUILD the BEST 230 SUN & SHADE ROOMS: STRAIGHT EAVE '� FOUR SEASONS" S U N ROOMS 7" ROOF PANELS WITHOUT H-BEAMS ENGINEERING AND STRUCTURAL LOADING INFORMATION EFFECTIVE DATE B-04 LD REVISION:B 7 FOOT EAV E HEIGHT B FOOT FAVE10343111 9 FD W EAV EHSGHr MAXIMUM FRONT WALL WINDOW SIZE MAXIMUM FROM WALL WINDOW SIZE ' MAXIMUM FRONT WALL WINDOW S ZE UNIT ROOF MAXIMUM 4'WINDOW 5'WWDDW 6'WINDOW P WINDOW 5'WINDOW 6'WINDOW N WINDOW B WINDOW e'WINDOW SPAN LIVELDAD ROOF WIND SPEED WINDS➢6sD WIND SPEED WIND SPED] WIND SPEED WIND SPEED WIND SPEED VANDSP® WINDSP® GOVERNED BY LIVELOAD EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE IpN) B C D B C D B C D B C D B C D B C D B C D B C D B C I D 4' S' 6' Drpn) Plph) DIM) (nph) (nph) (I.ph) (Irph) In") (nh) InM) (Ilpn) (nVh) (nph) (nvh) I-Ph) (DM) 00) InPh) (I1p11) (0ph) (11M) (.0) (DM) Inch) (n h) (rlvh) (.0) 7(Fl) T•WITHOUf KBEAMS 93 73 59 170 170 115 160 125 110 145 110 1D0 IQ 105 95 130 IN 90 125 95 85 115 90 80 115 90 BD 100 Bo 70 8(PI) 7•WITHI011T KBEAMS 86 67 55 IN 125 110 160 123 110 745 Ito IN 130 too 90 130 lo0 90 125 65 as 115 90 60 110 95 75 IN 80 70 9(R) T'WITHOUT H4*AMS e0 83 61 te0 125 Ila IBG 125 Ito 105 110 IN 130 too 9D 130 1. 80 125 95 85 1 115 SO W Ila 85 75 too 80 70 u(n) T'WITHOUT WBEAM 5 76 59 48 155 120 1D5 155 12D 105 149 110 too 125 95 85 125 95 95 125 D5 95 Ila 85 75 Ila 65 75 too 80 70 11(PI) T'WITHOUT WECAMS 66 57 45 145 110 100 145 110 Ito 145 Ito too 116 90 90 115 Do 80 115 90 8D 100 80 TO IN 80 7o 100 80 70 12(R) T'WITHIDUTWBEAMS 55 54 42 14D 1D5 95 140 105 95 140 IDS 9S Ito 85 75 Ito 85 75 110 85 75 95 70 07 95 70 65 95 70 ES 13(R) T'MTHOIIT KBEAMS 46 46 40 13D IN 90 130 too 90 130 too 90 IN Bo 70 IN 80 70 IN 60 70 85 70 65 95 70 65 95 70 85 14(R) T'MTHOUT KBEAMS 39 39 37 140 105 95 1 14D 105 95 140 IDS 95 115 90 80 115 00 80 115 90 80 too 80 70 100 80 70 too 80 70 15(R) 7"MTHOOTKWAMS 34 34 34 IQ 1D5 93 1 140 105 95 140 105 95 115 DO 80 115 B0 80 115 Do 80 too 80 70 10D 80 70 IN 80 70 161R) 7'WI7IOUT KBFAMS JO JO 30 125 es 65 125 95 85 1_25 95 85 110 85 75 Ila 85 76 Ito EIS 75 85 70 BS 95 To 65 95 70 B5 17(R) T'WITHOUT K9FAMS 28 26 28 125 95 85 125 95 85 125 95 BS 110 86 76 110 85 75 110 85 75 95 70 65 DS 7D 55 95 70 65 1S(R) 7'MTHOUTKBEAMS n 23 23 115 90 80 115 90 80 115 90 80 95 70 65 95 70 65 95 70 65 90 63 55 90 65 55 90 "5 55 19IR) 7'WITHOUT KBEAMS 20 2D 20 115 90 BD 115 D0 80 115 90 eD 95 70 65 95 70 85 95 70 55 2DIR) 7'WITHIOUTKBFAMS 13 18 18 Ito 85 75 Ila 85 75 Ito B5 75 85 70 55 85 70 B5 93 7o 65 21IR) TWITFDUT I4BFAMS 16 16 16 105 80 70 IDS 80 70 IDS 80 70 90 65 55 90 65 65 e0 65 55 — — 22(R) TWITHODi KBEAMS 15 15 15 105 BO 70 f05 BO 7D 105 80 70 BO 63 55 BO 65 55 W 65 55 — — 2](Fl) 7'WI7IOUT KBFAMS 17 13 13 100 80 70 IN 90 70 100 80 70 — — — — — — 24(R) T"WITHOUT KBEAMS 12 12 12 100 00 70 100 e0 70 10D e0 70 — — — — — — — — — — — — — — — ,,,,.�4R� �. _�_ „ ,. j:: 1''%1r'— ,�!,<'.�,.:' ,;. !.• i - is j' ;y1F P !s1t; %•pb?�!,�� 1 ��" I' fM ul.:j 1 ,.-iY� ;jr,i'� �, y:f1�.r 'r j�-n`it-N�"� .J�,....., a�'ivnae...: ,C ! t �(Bai' � Y.'. Mrt..-n'.II'!•' Ttd dl ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DELAWARE FLORIDA GEORGIA IDAHO ILLINOIS :,; �:^4`tLLzY j• �.•:�- ./ cD� �� :::7;�;rtryy� F,. �rN�1 , %mw � .f,^i '�.!h2 OC�fMIA li� � �)1 1: �"TY�1�J. 1 4/'— �,� p+T -"O+�i/_ 1.�1P(2�"4`' M'•w^��,,��•M�. I -••iS /4'...w 's:e+� .tisv,,,.r�':' _m�'7.(.sj'%' ^:au'r.;.f +..:_':wc=Gc "w INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA, MISSISSIPPI ➢ A ijl •.• Jy ,:�"v'•. •/�•�".:`is�+ 7!, a,,,4 yam) eoI"r.. �jl 4 .. 6+• i ! il�� l°' °,}^ i' 1�`` //, i,Ff' �,•}`• ��` l^/!�' c�F.` .Jr Jt'�j:` 1 :L`:4G* t ' r. ' • -' �`� :a�/ T.... ,•` k46�ti,.... / `� P r D .h;4v.y/ Y '•`:w_= �,n,,,�,n.1,+y� _� `,d•ya 'R=.r-:•+` .9!rr:. (°Q on*o` MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NEW MEXICO NEW YORK NORTH CAROLINA NORTH DAKOTA OHIO :�ss•S.ax�....- �''),Y F ,.•,. 7y7 a.+''3 NOTES: OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA 1)ROOF PANEL CONSTRUCTION:.024 ALUMINUM ALLOY 3105 H•254 BOTTOM SIDE OF PANEL.CORE IS 1.5 LB DENSITY EPS(EXPANDED POLYSTYRENE)FOAM..024 ALUMINUM ALLOY 3105 H-254 TOP SIDE. •4-Y�� '�?� - ,,,,'^�,r„1'c++ •r� 2)GLUE:STRUCTURAL ADHESIVE MORAD M-610. ' 3)DEAD LOAD OF ROOF MUST BESUBTRACTED FROM LOADS SHOWN IN CHART 10 'ane.,� 11.4"ww,•,. ABOVE. .I.. SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA 4)DEAD LOAD OF ROOF SYSTEM IS 1.54 PSF. " ., 5)ALL UNITS SHOWN ON THIS PAGE ARE ACCEPTABLE FOR CONSTRUCTION IN. . 1•' z " t CDT +'-'+ SEISMICZONE4`` fen, 6)DEFLECTION LIMITS ARE U120. G '-*x�"uT-' ("'�'` 7)ROOF LOAD BASED ON 2'OVERHANG. 1'OVERHANG MAY HAVE A HIGHER LOADING ABOVE THE BOLD LINE.6)ROOF LOAD COLUMNS 4',5'.AND 6'CORRESPOND TO THE MAXIMUM WINDOW SIZE WASHINGTON WESTVIRGINIA WISCONSIN WYOMING D.C. OF THE UNIT 7)THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP TO, BUT NOT INCLUDING,THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION.ALL SUBSTRUCTURE DESIGN REQUIREMENTS AND CONNECTIONS TO THE EXISTING STRUCTURE ARE NOT INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT,AND MUST BE DESIGNED BY OTHERS. 6)THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT DOES NOTACCOUNT FOR SPECIAL LOAD CONDITIONS CREATED BYATTACHMENT TO THE EXISTING STRUCTURE.THESE MAY INCLUDE SNOW DRIFTING OR UNBALANCE SNOW LOADING.ANY SPECIAL LOADING CONDITIONS MUST BE EVALUATED BY OTHERS. 9)ENGINEERS CERTIFICATION:I CERTIFY THAT THESE ENGINEERING SPECIFICATIONS HAVE BEEN PREPARED UNDER MY DIRECT.SUPERVISION AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER IN THE STATES SHOWN. REFERENCE NUMBER:1103 - Project 1 Jab Ref. McCARROLL RESIDENCE Address Sheet no./rev. ASIES 4670 PEQUASH AVENUE 17 of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631560-0259 te Calc.by Date Chk'd by Date App'd by Da AS 9/19/2013 C= 3293.45 Reduction 3.52 Term Made Illm Zm= 496.95 Ibs Mode ,Side Member Bearing III, Z„1= 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';, 111,; Zni= 325;32 Ibs 650 64 Ibs.. Mode ,Dowel Yielding in the IV Z,v= 1040.89 Ibs 2081.77 Ibs Side and Main Member A= 0.0004 B= 0.000 Reduction 3.77 Term Mode IV. Zrv= 275.80 Ibs 55161... .. Ibs Cd= t wa.,13u,_ Load Duration C,= 1.000 Penetration Factor Single Lateral Allowable(Z',)= 317.2 Ibs Double Lateral Allowable(Z'd)= 634.4 Ibs HAVE(3) @ 12"O.C.THEREFORE TOTAL CAPACITY=3x317=951 PLF Project Job Ref. McCARROLL RESIDENCE Address Sheet nodrev_ �ASES 46,70 PEQUASH AVENUE 18 of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631-660.0259 Calc.by Date Chk'd by Date App'd by Date AS 9/19/2013 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= ( 300 in Wood Screw Thread 3.50^ in Length= D= 0.375 in Dowel Diameter Dm= 0.265 in ,Dowel Diameter at max.stress in main member Ds= 0.265 in Dowel Diameter at max.stress in side member . Fn= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal - -- design value: W= 351 Ibs Penetration Factor: CP 3.50 in (based on 1/2 screw length+.5) Duration Factor: CD= 16U Withdrawal Allowable(W')= 1965.0 Ibs Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member): Frame(Side Member): Douglas Fir-Larch Cantilever Distance: bry. in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) k ; )&3000uI in Main member dowel bearing length in Side member dowel bearing length F_ 3,646 psi ,Main member dowel bearing strength 13 3,646 psi Side member dowel bearing strength qm= 1,367 Ibs/in Main member dowel bearing resistance=F_D Project Job Ref. McCARROLL RESIDENCE Address Sheet no./rev. 1ASES, 4670 PEQUASH AVENUE 19 of21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 9/19/2013 - q�= 1,367 Ibs/in Side member dowel bearing resistance=Fe,D M.= 217.11 in-Ibs Main member dowel moment resistance=Fb(Dm3/6) M,= 217.11 in-Ibs Side member dowel moment resistance=Fb(D.3/6) 0= 90 degrees Maximum angle of load to grain(0°5 0 5 90°)for any member in a connection Ke= 1.258 KD= 3.000 Single Shear I Double Shear Mode ,Main Member Im Z,= 4101.79 Ibs 4101.79 _._. __._ _.Ibs....Bearing 5.03 Reduction Term Im Zi=;; 815.14 IbS 815 14 Ibs Mode Side Member is Z,= 4101.79 Ibs 8203.58 Ibs Bearing . .5.0.3. _ _ ;_._ .,Reduction.Term_ Mode Z,= 81514 Ibs 763028 Ibs 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 II Zn= 482.351, lb s Mode Main Member Bearing Illm Zi„= 1438.70 Ibs and Dowel Yielding in A= 0.0005 the Side Member B= 1.500 C= 3293.45 3.52 ,Reduction Term Project Job Ref. 4£ McCARROLL RESIDENCE �'I J Address Sheet no./rev. AS E S 4670 PEQUASH AVENUE 20 of 21 A.S. 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631-560.0259 Calc.by Date Chk'd by Date App'd by Date AS 9/19/2013 Mode I llm Z. 408.44 lbs.: Mode Side Member Bearing III, Z,,,= 1438.70 Ibs 2877.40 Ibs and Dowel Yielding in the Main Member A= 0.0005 B= 1.500 C= 3293.45 3.52 Reduction Term Mode . III, Z�ii= 408.44 Ibs ' 816.89 Ibs; Mode ,Dowel Yielding in the IV Zrv= 770.52 Ibs 1541.04 Ibs Side and Main Member A= 0.0007 B= 0.000 C= -434.22 i...:.: ..:.._... ... 3.77 Reduction Term Mode IU 204.17 Ibs 408.33 Ibs; . . Ca Load Duration Cp= 1.000 Penetration Factor Single Lateral Allowable(Z',)= 234.8 Ibs Double Lateral Allowable(Z'd)= 469.6 Ibs HAVE MINIMUM(1)AT 16"O.C.AND(1)AT 6"O.C.THEREFORE TOTAL CAPACITY=588PLF Project Job Ref. <� McCARROLL RESIDENCE of Address Sheet no./rev. ES 4670 PEQUASH AVENUE 21 of 21 112 Wilson Drive,Port Jefferson,NY 11777 CUTCHOGUE, NY 11935 (C)631-560.0259 Calc.by Date ChWd by Date App'd by Date AS 9/19/2013 CONNECTION SUMMARY 230 SUN&SHADE STRAIGHT EAVE MAX ALLOWABLE BACK UP ACTUAL FORCE CONNECTION FORCE(LBS) CALC PAGE (LBS) GOOD(Y/N) TENSION SHEAR ROOF PANEL RIDGE TO EXISTING PER BOLT N/A 441 17 160 ROOF PANELS TO EAVES BEAM 548 N/A 14 640 EAVES BEAM TO LITE H 1110 N/A 12 . 961 EAVES BEAM TO UTILITY H 1110 N/A 13. . 961 SILL TO COLUMN-LITE H 1300 N/A 9 961 SILL TO COLUMN-UTILILTY H 1300 N/A 10 SILL TO FOUNDATION 1478 1786 7 . 961 NOTE-FORCES SHOWN AS APPLIED IN CONNECTION, ECTIOSHEA FORCE ON SCR EWS N COLUMN TO SILL CONNECTION McCARROLL RE51DENCE 4G70 PEQUA5H AVE . , CUTCM0G-U.E:,, NY I I Sf35 o � urn orn u I: " 06L DRAWING INDEX PLOT PLAN N w J 51 - PLOT PLAN 52 - GEN. NOTES "' ` �' 8 u � , .� o 53 - FOUNDATION PLAN _ _ _ _ __ _N57'42'00" E 175.00' S4 - STRUCTURAL DETAILS _ 55 - STRUCTURAL DETAILS X A I - PARTIAL FLOOR PLAN �J BLOCK CURB o<�a, RI - SUNROOM PLAN ELEV. I , oG J-m uj U, =GsG R2 - SUN ROOM DETAILS I b BITUMINOUS DRIVEWAY � 0�-, Q m 9 a � R3 - SUNROOM DETAILS APPROVE NOTED m 2ZL? w = . o11 o 1 �p BLOCK CURB I (f") O m aiBz�E DATE: / ;: �3 B.P. F 6 R4 - SUNROOM DETAILS ' I z zp� —' HUMS FEE: �o?(0s BY: f `� I �m O o 0 3gF �g w OJ 3.40' NOTIFY BUILDING DEPART NT AT 1 >=o pG I METAL 765-1802 8 AM TO 4 PM FOR THE 21.00' I o Q to o U3€ FASTENER SCI1l DUCE FOR 230 SUN 511ADE SHED FOLLOWING INSPEC I IONS: LO v oa r W o TO EXISTING STRUCTURES 4- FOUNDATIONS I 1. FOUNDATION - TWO REQUIRE PROPOSED SUNROOM GARAGE Zb a I O' 15'-O"x l O'-O° O _ 3 g00000 FOR POURED CONCRETE COMPONENT FASTENER NO./SPACING I cV (MIN.) FA5TENER5 I 2. ROUGH - FRAMING 8t .PLUMBI z 1 LL COLUMN/SILL 3/8"0 BOLT w/ 2(MIN.)@EACH COLUMN o 3. INSULATION / zz S o o o W I IM'WASHER AND I G"D.C.(MAX.) o I 4. FINAL - CONSTRUCTION MUST 1 6.30' g to 2X8 RIDGE 3/5' —I BE COMPLETE FOR C.O. Z I— > BOARD (2)ROW5 @ I G"D.C.W/WA5HER 1 O , TOIXISTING ALL CONSTRUCTION SHALL MEET HE - o CONCRETE F`? Q 1r WALL COLUMN 2 IN TOP G"(3°APP.RT) I REQUIREMENTS OF THE CODES OF EW v I � V✓/WASHER 30°O.C.(MAX.)VERTICALLY I YORK STATE. NOT RESPOW. NSIBLE OR PATIO `9 I STORY o.9o' 1 r(_r^� �� sp sib ALUM.RIDGE 3/8"0 BOLT W/ (2)ROW5 @ 16"O.C. D SIGN OR — p/� @ LEDGER WASHER f KAM E i HOUSE 4- §I r ' Ito NOTE:' L.. 1. ALL FASTENERS CONNECTING ALUM.TO ALUM.5HALL BE 1 Orvu At CY OR _ DEMO. EXIST. 24'X 14 GARAGE STAINLESS STEEL. I ROOM TO ALLOW FOR NEW I W 2. ALL FASTENERS CONNECTING ALUMINUM COMPONENTS TO 7 ^ PROPOSED SUNROOM 0.9d _ STRUCTURAL FRAMING OR FOUNDATION SHALL BE HOT I USE IS ' tn�' ^ [� DIPPED GALVANIZED. VVUSE V �Jrl r u� p w 3.ALL FASTENERS SHALL HAVE A MINIMUM OF 3"EMBEDMENT p � 01 WITHOUT CERIIF1G1A 36.30' UON. I p RETAIN STORM WATER RUNOFF `�' �Q �/�'/►. Z( OF OCggp V Im DRAWING TIT S: PURSUANT TO CHAPTER 236 m � A PLOT TOWN CODE. , 1 S I SCALE: I"- 20' I , I COVER 5 H E ET :NOTE I.NOTE: PLOT PLAN 15 FOR REFERENCE ONLY, COMPLY WITH ALL CODES OF FOR ADDITIONAL INFORMATION SEE SURVEY I NEW YORK STATE & TOWN CODES REVISIONS PROVIDED BY LICENSED LAND 5URVEYOR. AS REQUIRED A .� C S o I I 2. LOT COVERAGE CALC5(FOOT PRINT ONLY) SftT=rM ZBA LOT AREA: = 2G,250 5Q.FT. I ARD EXIST. HOUSE: = 1,817 5Q.FT. EX15T. SHED: = 80 5Q.FT. S ��EES I DRAWN BY: GWN PROPOSED: = 150 5Q.FT. TOTAL: = 2,047 5Q.FT. 1 REVIEWED BY: A5 LOT COVERAGE = 7.79% I 5 57042'00"W 175.09 1 SCALE: SEE PLAN DATE: 09-10-13 5 1 of 5 GENERAL NOTES w ip Nr l 1 0 p Z 0 1 A.FOUNDATIONS H GLASS M.DESIGN LIVE LOADS J Lis U I.MAXIMUM PRESUMPTIVE ALLOWABLE - Z 2 � A ABLE SOIL BEARING PRESSURE FOR NEVJ FOOTINGS-3000 PSF. I.GLA55 UNITS CONSISTS OF TWO PANES OF 1/8'THICK TEMPERED GLASS STRUCTURAL MEMBERS HAVE BEEN DE51GNED FOR FULL DEAD'LOADS AND THE O 0 2.FOOTING EXCAVATIONS AND FORMS SHALL BE REVIEWED BY LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. FOLLOWING LIVE LOADS IN ACCORDANCE WITH THE 201 O'NEW YORK STATE I• Aim Ln - - 3.FOOTING ELEVATIONS SHALL NOT BE RAISED OR LOWERED WITHOUT APPROVAL OF THE ENGINEER. WITH A 5/8"STAINLESS STEEL SPACER BETWEEN PANES WITH AN ARGON FILL. c 2.GLASS CONFORMS TO ASTM E 1300. BUILDING CODE: UA _ 3 F B.CONCRETE 3.ALL MC-I 6(CODE 78)CLEAR ARGON ROOF GLASS HAS THE FOLLOWING MINIMUM PROPERTIES: I.GROUND SNOV✓LOAD:20 PSF c' N� " 1.ALL CONCRETE SHALL DEVELOP A MINIMUM COMPRE551VE STRENGTH AT 28 DAYS OF 3,000 PSI. L 2,ALL CONCRETE WORK SHALL CONFORM TO ACI 318. VISIBILITY TRANSMITTANCE = I GTo 7- `•, - w SOLAR TRANSMITTANCE = 10% 2.WIND LOAD: to U 3.PLACE JZ"EXPANSION JOINT MATERIAL BETWEEN EDGES OF SLABS AND VERTICAL SURFACES UNLESS OTHERWISE NOTED. ULTRAVIOLET TRAN5MITANCE =7% BA51C WIND SPEED: 120 MPH "-- ._,, '0 O VISIBLE OUTSIDE REFLECTIVITY = I I% WIND EXPOSURE:C "j s I. REINFORCING STEEL VISIBLE IN51DE REFLECTIVITY =25% VELOCITY PRE55URE EXPOSURE COEFFICIENT,Kz:0.85 BARS SHALL BE ROLLED FROM NEW BILLET-STEEL CONFORMING TO A5TM AG 15,GRADE GO. SHADING COEFFICIENT = .18 DIRECTIONALITY FACTOR,Kd:0.85 I , 2.WELDED WIRE FABRIC SHALL CONFORM TO A5TM A 155 OR A5TM A497. GUST EFFECT FACTOR,G:0.85 SOLAR HEAT GAIN COEFFICIENT =.15 IMPORTANCE FACTOR,I: 1.0 T 3.DETAIL AND FABRICATE REINFORCING STEEL IN ACCORDANCE WITH"ACI DETAILING MANUAL°,PUBLICATION 5P-66, � d �� RELATIVE HEAT GAIN =39 4.REINFORCING STEEL SHALL BE REVIEWED BY THE LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. A5HRAE WINTER U VALUE =.25 INTERNAL PRESSURE COEFFICIENT,GCpI:*0.55 w 5.PROVIDE BARS AT CORNERS AND INTERSECTIONS OF THE SAME NUMBER AND SIZE AS LONGITUDINAL BARS IN FOOTINGS ASHRAE WINTER RVALUE =4.0 DE51GN WIND PRESSURE(WALL):32 PSF G Q ggu 90 4.ALL MC-5G(CODE 74)CLEAR ARGON WALL GLA-55 HAS THE FOLLOWING DESIGN WIND PRESSURE(ROOF):35 P5F O ?� on� o MINIMUM PROPERTIES: CONFORMS WITH PARTIALLY ENCLOSED DE51GN AND DOES NOT REQUIRE HURRICANE SHUTTERS D.STRUCTURAL LUMBER VISIBILITYTRANSMITTANCE =56 Cw)/ U n 1.STRUCTURAL LUMBER 5HALL BE GREEN DOUGLAS FIR LARCH NO.2,OR BETTER,UNLE55 OTHERWISE NOTED SOLAR TRANSMITTANCE =29 WIND-BORNE DEBRIS REGIONS:(EITHER) ON THE PLANS WITH THE FOLLOWING MINIMUM PROPERTIES: ULTRAVIOLET TRANSMITANCE = 13 1)AREAS WITHIN HURRICANE-PRONE REGIONS WITHIN I MILE OF THE COASTAL Z Q-iry U--� m o� a. Fb=850 P51 MEAN HIGH WATER LINE WHERE THE BASIC WIND SPEED 15 1 10 MILES PER HOUR OR GREATER. - w m ° a VISIBLE OUTSIDE REFLECTIVITY = 10 cry b. Fe(PERPENDICULAR)=625 P51 2)AREAS WITH A BASIC WIND SPEED OF 120 MILES PER HOUR OR GREATER. O}�g 1: p C. Iv=95 P51 VISIBLE IN51DE REFLECTIVITY = 17 Z Ln Q _ >nc�g SHADING COEFFICIENT = .35 w LL_l _ u i 8 d. E= 1,600,000 P51 IN THESE REGIONS ACCORDING TO SECTION 1609,1.4 OF 2010 NYSBC,THE GLA55 SHALL BE 2�- d r a 5 SOLAR HEAT GAIN COEFFICIENT =.33 (� 0 tl °2.ALL PRESSURE TREATED LUMBER SHALL BE No.2 SOUTHERN YELLOW PINE,OR BETTER,WITH ASSUMED TO BE OPEN. THE 5UNROOM I5 THEREFORE ANALYZED AS A PARTIALLY OPEN STRUCTURE tn, a a4,$ RELATIVE HEAT GAIN =79 ACQ(ALKALINE COPPER QUATERNARY)TREATMENT, ACCORDING TO A5CE 7-02 Z z O a lu ASryRAE WINTER U VALUE _.25 K^ -J (� 3.PROVIDE WASHERS BETWEEN ALL THE BOLT HEADS AND WOOD AND BETWEEN ALL NUTS ASHRAE WINTER R VALUE =4.0 O -J U g AND WOOD, 3.LATERAL DE51GN CONTROLLED BY WIND. �p O 0 4.LAG BOLTS AND SCREWS SHALL BE PROVIDED WITH LEAD HOLES HAVING A DIAMETER NOT 1 SEALANT w_ _ a I g o lu GREATER THAN 70 PERCENT OF THE THREAD DIAMETER OF: AND UNDER NO CIRCUMSTANCES F THE BOLT OR SCREW. ALL LAG BOLTS 4.FLOOR LIVE LOAD=40 P5F. l9 N 5� a AND SCREWS SHALL BE INSERTED IN LEAD HOLES BY TUR 1.ALL SEALANT CONFORMS TO TT-S-001543-A,TT-5-002306, ASTM C-920 TYPE S,GRADE N5.CLA55 25. I^ 0 Q U 2 BY DRIVING WITH A HAMMER. ENERGY INFORMATION: v J 0 8 5.THROUGH BOLTS SHALL BE PROVIDED WITH BOLT HOLES WHICH ARE-L TO=INCH LARGER THAN R-VALUE 3"SOLID ROOF PANEL: 13.4 U 32 i 6 J.GASKETS w o THE BOLTS. R-VALUE 4.25'50UD ROOF PANEL: 18.61 U 5 1.ALL GASKETS ARE CO-EXTRUDED AND ARE NON-MIGRATORY. G.STEEL FOR ALL ACCESSORIES SHALL CONFORM TO A5TM A36. R-VALUE 7/8'ROOF GLA55 PANEL:4.0 7.PLYWOOD SHALL BE C-C EXTERIOR,DFPA GRADE MARKED OR EQUIVALENT,OF THE THICKNE55 K.ROOM SPECIFICS K-VALUE 3"SOLID WALL PANEL: 13.4 O R-VALUE 7/5"WALL GLA55 PANEL:4.0 a o o a SHOWN ON THE DRAWINGS. F F 8.PROVIDE OTHER MANUFACTURED ACCE550RIE5 AS REQUIRED AND AS SPECIFIED. i.ROOM DEAD LOADS w Q o 9.ALL FABRICATED STEEL ASSEMBLIES EXPOSED TO WEATHER AND ALL ST ROOF:7 PSF EEL FASTENERS,INCLUDING N.COORDINATION G £°� I.THE CONTRACTOR SHALL VERIFY CONDITIONS IN THE FIELD AND IMMEDIATELY BUT NOT LIMITED TO NAILS,ANCHOR 50LT5,CONNECTION BOLTS,NUTS,WASHERS,LAG BOLTS WALLS:5 PSF E OR 5CREW5 SHALL BE GALVANIZED IN ACCORDANCE WITH THE ASTM STANDARD FOR THAT ACCESSORY, FLOOR: 10 P5F NOTIFY THE ENGINEER OF ANY CONDITION NOT AS A55UMED. HE SHALL TAKE FIELD ASTM A213,A 153 OR OTHER. MEASUREMENTS AND BE RESPONSIBLE FOR THE SAME. 10.FABRICATED ITEM5.INDICATED ON THE PLAN5 ARE DESIGNATED A5 PRODUCTS PRODUCED BY THE REFERENCE STANDARDS; O.ABBREVIATIONS 51MP50N STRONG TIE COMPANY. PROVIDE ITEM5 NOTED OR EQUIVALENT PRODUCTS. A5TM E 1 19 THE FOLLOWING LIST OF ABBREVIATIONS IS NOT INTENDED TO REPRESENT 1 1.ALL LAMINATED VENEER LUMBER(LVL)SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: A5TM E 1300 ALL THOSE USED ON THESE DRAWINGS,O,BUT TO SUPPLEMENT THE MORE '�� f3 a. Fb=2,000 P51 ASCE 7-02 ' b. Fv=285 PSI COMMON ABBREVIATIONS USED: � =4.,R- ROOF GLA55 CODE 78VALUE 0 I.TW,-TYPICAL Ya C. Fc(PERPENDICULAR)=750 P51 a) d. E= 1.900.000 PSI WALL GLASS CODE 74,K-VALUE=4.0 b)WALL PANELS TO BE 3"INSULATED,R-13.4 2.51M.-51MILIAP 7 E.STRUCTURAL STEEL 3.UON-UNLESS OTHERWISE NOTED I.ALL STRUCTURAL STEEL CONFORMS TO ASTM A36 OR ASTM A572 GRADE 50. 4.CONT.-CONTINUOUS p L.DEFLECTION CRITERIA 0 r I I to I.ALL MEMBERS MEET OR EXCEEDS THE FOLLOWING MINIMUM P.CONSTRUCTION SAFETY F.ALUMINUM DEFLECTION LIMITS: 1.THESE DRAWINGS DO NOT CONTAIN NECESSARY COMPONENTS FOR SAFETY I.ALL STRUCTURAL ALUMINUM CONFORMS TO THE MINIMUM REQUIREMENTS OF 6005-T5 FOR ALLOY AND TEMPER LL DL+LL a.STRUCTURAL ALUMINUM: U 120 QA ��DURING CONSTRUCTION. � � ti EXCEPT AS NOTED BELOW, -- CORNER COLUMN...............................6063-T5 b.GLASS: U175 2.THE INSTALLER SHALL PROVIDE ADEQUATE TEMPORARY BRACING,SHORING 4 H-COLUMN........................................GDG3-T5 c.FLOORS: U360 U240 GUYING OF FRAMING AGAINST WIND,CONSTRUCTION LOADS 4 OTHER ®FEW IJTIUTY'H'COLUMN.............................6063-TG TEMPORARY FORCES UNTIL NO LONGER REQUIRED FOR THE SUPPORT OF THE FRAMING. 2.ALL STRUCTURAL ALUMINUM WORK CONFORMS TO'PART I-A-SPECIFICATIONS FOR ALUMINUM STRUCTURES- ALLOWABLE 5TRE55 DESIGN°OR"PART 1-5-SPECIFICATIONS FOR ALUMINUM STRUCTURES-BUILDING LOAD AND Q.MISCELLANEOUS DRAWING TITLE: RE515TANCE FACTOR DESIGN'OF THE ALUMINUM ASSOCIATION,INC.SEVENTH EDITION,EFFECTIVE JANUARY 2000. 1.ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE 2010 BUILDING CODE 3.IN ALL INSTANCES WHERE ALUMINUM COMES INTO CONTACT WITH STEEL,PROVIDE DIELECTRIC SEPARATION. OF NEW YORK STATE,THE RESIDENTIAL CODE OF NEW YORK STATE,THE ENERGY GENERAL 4.ALL EXPOSED ALUMINUM RECEIVES ONE COAT OF PAINT. COLOR TO 15 COORDINATED WITH MODEL AVAILABILITY. CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE,AND THE LOCAL 5.ALL FASTENERS CONNECTING ALUMINUM COMPONENT5 ARE STAINLESS STEEL TYPE 300 18-8 UNLE55 OTHERWISE ZONING RULES AND REGULATIONS. NOTED ON PLANS. 2.NO NOTE OR LACK THERE OF SHALL BE CONSTRUED AS RELIEVING THE N O I L� CONTRACTOR FROM EXECUTING ALL THE WORK IN ACCORDANCE WITH THE G.STAIRS BUILDING CODE OF NEW YORK STATE,THE RESIDENTIAL CODE OF NEW 5EE NEW YORK STATE RESIDENTIAL BUILDING CODE YORK STATE AND ALL LOCAL REGULATIONS HAVING JURISDICTION. SECTIONS P31 1.5 THRU P31 1.5.5.1 FOR STAIR REQUIREMENTS. 3.THE ENGINEER SHALL NOT BE RESPONSIBLE FOR ACTS OF OMISSION OF 'EV151ON5 THE CONTRACTOR OR ANY SUBCONTRACTOR OR AGENTS OR ANY OTHER PERSONS PERFORMING THE WORK. 4.THE ENGINEER IS NOT RESPONSIBLE FOR OBTAINING ANY BUILDING PERMITS AND/OR VARIANCE APPROVAL. CLIMATIC GEOGFv_\ C DE51GN CRITERIA DRAWN BY: GWN GROUND SNOW WIND SEISMIC SUBJECT TO DAMAGE FROM FLOOD REVIEWED BY: A5 LOAD DE51GN FR05T LINE HAZARD SPEED(MPH) CATEGORY WEATHERING DEPTH TERMITES DECAY SCALE: SEE PLAN SEE GENERAL 5EE GENERAL C 5EVERE 3G"NOTE5 NOTES MOD. TO HEAVY SLIGHT TO MOD, NO DATE: 09-I O-13 52 of 5 > — f 00 DENOTES OUTSIDE m FACE OF EXIST. STRUCTURE _ �pU 0 G G Q ' G I I _ Q I I z Q t" w I m cr) I I cn p w I I N o v I NEW 4"± CONCRETE I O uj m� —� D m O I OVERPOUR OF EXIST. SLAB. I I O mpg o_ I I EL MATCH EXIST. F.F. ELEVATION A o to OL v o I +G"± ABOVE GRADE. I 54 _ o (n 8 U as I I ILL v s gs° A I I I I D u0000p I I I 0 " nz. SLL G KRE uo I DENOTES OUTSIDE I I FACE OF 5UNROOM I I ��z I I I OF Ew - - - - - - - - - - - - �Q' `SspT',c�'•� DENOTES OUTSIDE _ FACE OF NEW CONCRETE _ FOOTING TYP, LION a 082359 EXIST. CONC. 5LAD ;91 RFsstG�`'�`' DRAWING TITLE: 13/4" 15'-0" 13/4" FOUNDATION- FLAN 1 5'-3 1/2" REVISIONS A FOUNDATION PLAN S3 SCALE: 3/8" = I'-O" NOTE: I . TOP OF EXIST. FLOOR 5LA13 DRAWN BY: GWN ELEVATION = 0'-0" (REFERENCE) REVIEWED BY: AS SCALE: SEE PLAN DATE: 00-10-13 53 of 5 r' > — N r Lu ,i (h pp�m _ Co SA OUTSIDE EDGE 4/1 U OF SLAB0O I ANCHO�BOLT GF> (TYP') I N � #4 DOWEL x P-O" NOTE: Q n ROOM FRAMING OL v z 91 xslb LONG TYP, UON WU' NOT SHOWN Z -Q�,I-m � m H� gFg COLUMN � FOR CLARITY EXISTING O> > °� o�� g€ OUTSIDE EDGE—A � NEW FINISHED FLOOR Q FOUNDATION " LL OF ROOM PLAN VIEW — WALL O z tl/ �i "a?s� — — — m u —J V' €y`�8 FOR ANCHORAGE I I EPDXY �=o o g DETAILS SEE NOTE I 1 > of �_�---�-GROUT 2 WALL �, OL It = NEW CONCRETE SLAB AND — — — — — — — — — — — — — — I I I THICKNESS (J� 8 Q 1 3/4 MIN. WALL FOUNDATION B0TTOM Of OOR SLAB — —— - (4" MIN) p[ 10 U s 3/4° SAWCUT SLAB AS REQ'D. BEYOND I i Q 8 o FOR PLACEMENT OF NEW CONTINUOUS FOOTING EXIST. CONCRETE I I cv 3/4"CHAMFER I SLAB ——— EXIST. CONC. I ®r NE +I SLAB a. a +1 I sp9, Lo Id d 4 - - - - - - - --- a Q a .44 ,o o EPDXY GROUT w/° � 4 °' a I O �4r°"'.•�I � t f 17 4. G" MIN EMBED NY NX COMPACTED a a ' • ,..o. a. ° 4 I fi���'! �. O FILL d• ,I a I ° d ° .c '• v a dl 9•,d DRAWING T ITLE:a ` ST \U CT U \ L# \ tL FOR DETAILS NOT SHOWN, DETAI L5 O 0 SEE A Lu F— S4 REVISIONS zN BOTTOM OF NEW FTG w 3" CLR. #3 @ 48" O.C. TIE TO MATCH BOTTOM OF V 1 2" EXISTING A TYP. FOUNDATION DETAIL B TYP FOUNDATION DETAIL AT EX15T STRUCTURE 54 NOT TO SCALE 5^ NOT TO 5CALE DRAWN BY: GWN NOTE "t REVIEWED BY: AS 1 . PROVIDE MINIMUM J" O HILTI KWIK BOLT III (OR APPROVED EQUAL) SCALE: SEE PLAN @ 16" O.C. AND (2) AT EACH COLUMN w/3 *' EMBEDMENT DATE: 08-10-13 54 of 5 U) 0ZOCq ys n zz�m .t 0C) cc)CO C ��' Y N W �LLJ V LU fag d�z M Q Wing O LLJ o O 3 Ga� �o m Z a � Z _ W °g z (n =— �y NEW PLYWOOD _lu EMS VF EXISTING to p m a/ z FLASHING BY SHEATHING, TO ROOF FRAMING Z z 0 J p= ��ng CONTRACTOR MATCH EXIST. Q i�m 8 -j lu FASTEN TO END j 0�tE o °a DENOTES PORTION 0z 3 ROWS 8d �� "" o OF EXISTING FRAMING NAILS %' I C) (�j � (n o Ln TO BE REMOVED NEW FOUR SEASONS ROOM SOLID 2x BLOCKING BETWEEN EACH RAFTER LL � CUT TO FIT AND MATCH EXIST SLOPE G o ��s - ji NEW 51MP50N STRONG TIE H2.5 HURRICANE ANCHOR AT EACH RAFTER ��� �$ SPy� NEW(2) 2x8 LEDGER FASTEN W/(I) 3/5"0 LAG G NEW FOUR SEASONS RIDGE I BOLT W/MIN. 3" EMBEDMENT TO ENDS OF FASTEN TO (2) 2x8 LEDGER W/ I I EXIST. RAFTERS @ I G" O.C. 4 TO EXISTING !. € 3/8"0 LAG BOLTS W/MIN.3" I TOP PLATE @ G" O.C. COUNTERSINKING BOLTS EMBEDMENT @ 4" O.C. 11� AS REQUIRED TO INSTALL SUNROOM RIDGE. ,yy"• STAGGERED A Og23 9 �` A TYP. RIDGE CONNECTION DETAIL AT EXIST. SAVE DRWINGTITM S5 NOT TO 5CALE STRU CTU ED A D ETAI L5 R:EV1510N5 DRAWN BY: GWN REVIEWED BY: A5 SCALE: SEE PLAN DATE: 09-10-13 55 of 5 JU Uj (I. `' Qc)Lnn N l� w C) 2 2'-10" Li N C = K C) LL! :"o O LIVING ROOM N Z Qom Q N � A :E Z to () Q _ U-j V _ zt}� Wag } DEMO. EXIST. 54GO DEMO. EXIST. 54GO Z WINDOW AND FILL IN WINDOW AND FILL IN O �- J � ° WITH 2x STUDS AND WITH 2x STUDS AND >_ OC Fra DRYWALL. DRYWALL. o Q ' N ° U iI� � G GCmoQ' 50G8 S.G.D. 5OG8 S.G.D. O m p LL. 9�K?OQK Z -LL G o �e u ° < SECTION H 105 LIGHT AND ®j: NEW PROPOSED VENTILATION/EMERGENCY EGRESS ��'� - g SPy���,g o SUNROOM = H 105. 1 General. Exterior openings 0 1 51-��� X 1 0I-0" o required for light and ventilation shall be permitted to open into a patio E structure conforming to 5ectlon AH 101 , provided that the patio �°� 082,'5c§ structure shall be unenclo5ed if such �R���S��®t�� openings are Serving a5 emergency egress or rescue opening5 from Bleeping rooms. Where such exterior DRAWING TITLE: opening5 serve a5 an exit from the PARTIAL dwelling unit, the patio structure, EXIST. CONC. SLAB unless unencloaed, Shall be provided FLOOR PLAN with exlt5 conforming to the provisions of Section R3 10 of this code. REV151ON5 1 5'-0" FIELD VERIFY DRAWN BY: GWN REVIEWED BY: A5 A PARTIAL FLOOR PLAN SCALE: 5EE PLAN A I SCALE: 1/4" = P-O" DATE: 09-10-13 A I of ✓ p_ IZ > C\j 62 � D lu 3"THK 1.5LB FOAM DENSITY ALUM. ROOF PANELS 0 N J" SKYLIGHT SOLID ALUM. PANEL �r tJ>i u UTILITY'H' s; i- O II I I ��ac�G II R4 I I I 4'0" 5'O" w i lL} i��W II II HIDING SLIDING Q w Q _ U PgMi IND V OW WIND LJ `j= p[ =n m Z tL3 E I �o -cow Z "? LU m -v DY II R4 II D B C nw 2 = >-ID o no€ 00 � wpm Lu u a I I p g 8 � A I ' af3G R4 I 2 o � I / \ II o (J') o Q uFe E L SWING DOOR O boo n LEFT ELEVATION LL CLAN �/I EW scal-E: , a=,—o �u A scaLE: , a=,-o �eor NE�Y SAS SOLID ALUM. PANEL UTILITY'li' ftft UTILITY'H' * � r O 0 n r' Lu > 5'-0" E 5'-0� C 5' 0" 4'O" woe ®0$235� I¢ SLIDING R2 SLIDING R2 w Q SLIDING SLIDIN �ESS1Q � w to WINDOW WINDOW `O._ w WINDOW WINDO I = \O 3'-0"LH m w \O DRAWING TITLE: 00 U `r wo C INSWING E B w C B D S U N ROOM 00 � R3 DOOR R3 R2 C oo w I R3 R3 R3 D PLAN * ELEV. R2 z REVISIONS A A R2 R3 SOLID ALUM. KICK PANELS 1 5' 10, (D n FROM E�LsEVATION n RIGHT ELEVATION SCALE: i/`+-1—0 " SCALE , a Te DRAWN BY: ST REVIEWED BY: AS SCALE: SEE PLAN DATE: 09-10-13 K I Of 4 r, uj L ff, > — N �I zzIf) m Cm0 5 N W J.x EXTR'D ALUMINUM 3 *' ' LLJI EAVE TOP (A*7ET8) EXTR'D ALUMINUM 4�4`. U tt EAVE BOTTOM (A 7EB) EAVE TOP(A•7ETB) v .' Q O EAVE BOTTOM (A*7EB) 00 C EAVE DETAIL oL J m z v � s5 R2 NOT TO SCALE _m Q �r--� N E INSWING DOOR HEAD SECTION (!) w R2 NOT TO SCALE s_ F m p ry J � uj°o o U HIM #8 x 1/2'TEK SCREW O d a g VJ O Q � 016'O.C. (7"150) U �����F Z (TYP.7MLLI LO V HOUR p � O > N �a Np 00 liLO ti So O t oyy�NW� H w oJTSID= �c - i 1N5.1D� w = � of or W W goom Pool/ B WINDOW 51LL DETAIL o to 0 NE C) cif _ — — J` _ — _ '��®s Sp R2 NOT TO SCALE � � o I , —� ca w o > o co u to J�g J �^ SETTING BLOCK I ��� ��235°J �'✓�� co (H K 1032) I a �R®�ESSOuj ���~ CD I END CAPS ~o Q DRAWING TITLE: cv (C°91 13LH) m I `" o i (C'91 13RH) 5U N I�D�M - -LO D ETAI L5 A SILL DETAIL I M �vislonis R2 NOT TO SCALE FLASHING BY I N5TALLER II D INSWING DOOR 51LL 5ECTION ,UJ R2 NOT TO SCALE to MINIMUM CONNECTIONS DRAWN BY: ST FOR DETAILS P` ARE SHOWN IN THE REVIEWED BY: A5 NOT SHOWN 5EE R3 SCHEDULE ON PAGE S1, SCALE: SEE PLAN DATE: 09-10-13 K2 of 4 f F lij> _ N q3 h � p ozp { �.D � L7 O O In #14A x 4"ROOF SCREW s'°7•' `' <i _ Cl� U tL WITH WA5HER(HK2134) Ow 51X SCREWS PER PANEL @9"D.C. 'l! :v' i'' r Jr a'°•`� #8 x 1/2"TEK 5CREW ;:M1�;;.�:: "• :."�:`':'' (1-17'150)@ 12"O.C. ,. ,:",ti`'t .:.:" y•'n,` :;%t:,.'^ �. :;•,:,, G MAX. ''ti. i•{': ''.. ,r;'.,:;r:~,.•' t t• ";:" COUNTER FLASHING ()� � ".„',•'•` T• ...•• +,'. s.:'":' BY INSTALLER pig :r: "rr:, +:' �' OUTSIDE FACE OF " a: .,.,.,; �;) #8 x 112"TEK SCREW Q E '� t,•'r,•' `' ":. '•'• #8 x I/2"TEK 5CREW(H7"150) EXISTING WALL (H7'150) Q = LLJ � � fi:: • ' : ':� 'Fr; IX (@ STRUCTURAL FRAMING) @ 12"O.C. MAX. V p :�' �::H+v I;t:, :-r•', '" EXTR'D ALUMINUM 5 ON TOP�BOTTOM OF —— "~ SAVE TOP(A'7ETB) PANEL(MINIMUM) r 3"THICK OL = m z ����G i`;" '`r* i:ti sS;s vcr:1•: :{` MINIMUM CONNECTIONS t;•' ROOF PANEL z ¢ _(n LLJ u� •o ":"` A•7• h'..• :•i•:' :7•, ARE SHOWN IN THE `r:, .� w/_ vi m ie�g 3"TH CK "•'' SCHEDULE ON PAGE 51. .<{ T ,n o . :n:c •�R"+�•t;;".+. ROOF PANELILI ` '. :'7::Y'�.: _ "o::t'"( z EXTR'D ALUMINUM (5)p U �' ::f;.: `' ;"„``. r;t'3• 3"FASCIA(A'73RF) O m J w- 02 " v Lu EXTR'D ALUMINUM :� ;,,`. > igG SAVE BOTTOM(A'7EB) O �� 3 EXTR'D ALUMINUM C EAVE FASCIA ON GABLE o (h U 5 € x I/2"TEK 5CREW / 3"RIDGE(A'73RR) NOT 70 SCALE � (H7'150)SIX AT f—UNIT WIDTH—� R4 U � UNIVERSAL GUTTER EACH COLUMN (A'K5G) AND @ 16"O.C. MAX. N EXTR'D ALUMINUM B RIDGE DETAIL �9=5s 3' SNAP-ON GUTTER FASCIA A EAVE ROOF CONNECTION NOT TO 5CALE G o =mow (A'3GF5) R4 NOT TO 5CALE Rq G #8 x I 1/2"TEK 5CREW (H'2020) @ 12"O.C. MAX. 22 3/4"GLA55 WIDTH- 3/8— 22"ROUGH 3/8 ALUMINUM ��of NE OPENING 5KYLIGHT ASSEMBLY 5% Spy a ::..6y;.:'.:_•` (7M99IM78) #8x 112"TEK 5CREW5 �::''``:.'" .. .:~: :.':;;:t•+, (7`150)(TYPICAL) EPS FOAM r Ii FIELD CAULK BEFORE t m t L1 DOE] am AFTER INSTALLATION 00 ALUMINUM 5KIN .r......... BOTH SIDES i: :,�,= " ;,. , s?: .....''..` ", ;,; CL D R ET ROOF PANEL SNAP DAIL ;i:'�: i:;:` {. ;;:.:; r:::•%s': 7.:. " :.e':: :.rt:•:.r;::Y'. ":;c•;...::,,�::"•: (:.: DRAWING TITLE: R4 NOT TO 5CALE . :(.•' y 1�^R i• -01.i r.{ r •}'t.:r.:•> �•%•�,•:.u'"x:• �r;�,J:i.• �'l~ .0,: r. �•.t':'e'y:r. r D ETA I L5 CAULK CORNER JOINTS BETWEEN TRIM #8x 1/2"TEK 5CREW (SEE DRAWING ABOVE) (7'150)TYPICAL REV1510N5 SKYLIGHT TRIM (BREAK OFF PROVIDED FOR 3"$3 1/2" ROOF PANELS) E SKYLIGhT DETAIL DRAWN BY. ST R4 NOT TO 5CALE REVIEWED BY: A5 SCALE: SEE PLAN DATE: 09-10-13 IZ4 OF 4