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Home My WebLink About38389-Z Town of Southold Annex ~y0FF9f~ 12/20/2013 P.O. Box 1179 54375 Main Road i3 rE~ 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 ignat e TOWN OF SOUTHOLD wt 9 BUILDING DEPARTMENT y TOWN CLERK'S OFFICE (1801SOUTHOLD, NY 54 1 5+ 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). I Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1 % lead. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance from. architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings (prior to April 9, 1957) non-conforming uses, or buildings and "pre-existing" land uses: 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied, the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees I . Certificate of Occupancy - New dwelling $50.00, Additions to dwelling $50.00, Alterations to dwelling $50.00, Swimming pool $50.00, Accessory building $50.00, Additions to accessory building $50.00, Businesses $50.00. 2. Certificate of Occupancy on Pre-existing Building - $100.00 3. Copy of Certificate of Occupancy - $.25 4. Updated Certificate of Occupancy - $50.00 5. Temporary Certificate of Occupancy - Residential $15.00, Commercial $15.00 Date._ 1x131 ?j New Construction: Old or Pre-existing Building: ? (check one) Location of Property: L100 eauos' aW, ,l +LbCquP2 House No. Street Hamlet Owner or Owners of Property: _0l ~een (-(1 C LAn-r>\ \ Suffolk County Tax Map No 1000, Section Block 1 Lot cRg Subdivision p~ Filed Map. Lot: Permit No. 5p-,J O A. Date of Permit. M 7 - Applicant: Health Dept. Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: ? (check one) Fee Submitted: $ '!YO Appli nt &ture pF SOUTyolo Town Hall Annex Telephone (631) 765-1802 54375 Main Road 41 Fax (631) 765-9502 P.G. Box 1179 Southold, NY 11971-0959 .4` Q roper. riche rttcDtown.southoId.ny.us ~ 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 Fixture Time Clocks Disconnect Switches Twist Lock Exit Fixtures TVSS Other Equipment: SUN ROOM, 1-paddle fan Notes: Inspector Signature: Date: Dec 20 2013 81-Cert Electrical Compliance Form.xls 3 F3 ho~1 OF souryo6 ~lbUNry,~'t' TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] I LATION [ ] FRAMING / STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ j ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATE l i INSPECTOR *.tfc Soot f®# j TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) ELECTRICAL (FINAL) REMARKS: DATE Zd f2~ INSPECTOR FIRM I:sra r DATE COMMENTS w ro ODi FOUNDATION (IST) o ca c~ C FOUNDATION (2ND) o . 4 c ROUGH FRAMINQ & PLUMBING Z INSULATION PER N. Y. STATE ENERGY CODE c FINAL ADDITIONAL COMMENTS p r ~ m 0o g • ~ Y ul o z A b TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following, before applying? TOWN HALL Board of Health SOUTHOLD, NY 11971 4 sets of Building Plans TEL: (631) 765-1802 Planning Board approval FAX: (631) 765-9502 2 Survey SoutholdTown.NorthFork.net PERMIT NO. Jg~Sc1~ Check Septic Form N.Y.S.D.E.C. Trustees Flood Permit Examined 7 20 Storm-Water Assessment Form Contact Approved _1 6 203 Mail Disapproved a/c `1 UY 1 C"t. t m J 117a-) Phone: lp p06D Expiration 20/ 7 / 1 Building Inspector SE? 2 5 2013 I APPLICATION FOR BUILDING PERMIT Date 120 INSTRUCTIONS i a. This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of plans, accurate plot plan to scale. Fee according to schedule. b. Plot plan showing location of lot and of buildings on premises, relationship to adjoining premises or public streets or areas, and waterways. c. The work covered by this application may not be commenced before issuance of Building Permit. d. Upon approval of this application, the Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available for inspection throughout the work. e. No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date. If no zoning amendments or other regulations affecting the property have been enacted in the interim, the Building Inspector may authorize, in writing, the extension of the permit for an addition six months. Thereafter, a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold, Suffolk County, New York, and other applicable Laws, Ordinances or Regulations, for the construction of buildings, additions, or alterations or for removal or demolition as herein described. The applicant agrees to comply with all applicable laws, ordinances, building code, housing code, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections. (Si a appli ant or name, if a corporation) Cimlli~~n C-~. ~U0XI (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 &At y-l ~ n Ym 1 ~ (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. yR (pnl4_ M Plumbers License No. Electricians License No. Other Trade's License No. 1. oc f land o which proposed work will be done: 'VEIN~- 4e House Number Street J Hamlet County Tax Map No. 1000 Section h n Block 3 Lot Subdivision Filed Map No. Lot 2. State existing use and occupancy of prenmNisens' anintended use and occupancy of proposed construction: a. Existing use and occupancy V' W jLnd / (]WOW b. Intended use and occupancy SQ YYl 4~ 3. Nature of work (check which applicable): New Building Addition ? Alteration Repair Removal Demolition Other Work (Description) 4. Estimated Cost Fee (To be paid on filing this application) 5. If dwelling, number of dwelling units Number of dwelling units on each floor If garage, number of cars 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of existing structures, if any: Front_ 1023.5, Rear E o y - 3 Depth 3 to - 3' Height I 5)t)1M Number of Stories I Dimensions of same structure with alterations or additions: Front (93 S Rear (D~/.3 Depth LI LP •3' Height Number of Stories 8. Dimensions of entive new construction: Front )5 Rear Depth Height S C~ i i Number of Stories 1 t 9. Size of lot: Front 15b Rear I su Depth 10. Date of Purchase Name of Former Owner 11. Zone or use district in which premises are situated Iii -Zic / 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 premises6l&. r (YIC.CQyYbI I AddressOLD)D Pec[ b Ag • Phone No. tf/(0 0 21- / r7a Name of Architect Wxi~S Address l la W i15tr!(1 DrJ4.-z%one No 1a3156C-Q-;~5cA Name of Contractor~o(.u' S S Address`-i-rftl9°' Phone No.-P31, -CA6- 3381 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO ? * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY BE REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES NO ? * IF YES, D.E.C. PERMITS MAY BE REQUIRED. 16. Provide survey, to scale, with accurate foundation plan and distances to property lines. 17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. 18. Are there any covenants and restrictions with respect to this property? * YES NO ? * IF YES, PROVIDE A COPY. STATE OF NEW YORK) SS: COUNTY OFN ) ma LaSo&i being duly swom, deposes and says that (s)he is the applicant (Name of individualsigning contract) above named, (S)He is the cur-r d(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 O before me th' A~7- a hC-M- Notary Public. State of New York n, Q Commission O f^n20/J CHRISTINE ASSELTA No.OtAS6284042 ?(~-~//i.~/ Notary Public Qualified in assau ignature of A plicant Expires June 17, 20175 ~o~~Of Stf/jr~6 Tom Hall Annex i" 59375 Main Road Or Tekpbo (631) 765-1802 * 1) 7G4A5Q8 P.O. Hox 1179 fO11er ' (i0 rIV 1is SmdbokL NY 11871-0959 ~INI'1, i BUIIDING DEPARTMENT i TOWN OF SOLrMOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY:,Clna~~ad 1 Date: II r3 Company Name: [3 Ad t 1ecT~; c Name: License No.: 44 0 -M E Address: 1 J 2- 34v; c a v 2 t ~q'Tcl.w Phone No.:, (r;3 i - 2 l S 0355 JOBSITE INFORMATION: (*Indicates required information) *Name: tl°IC are *Address: Lt S 00 2.s e . 1 11 35 *Cross Street: IN1 c c1w ~d Rc1. *Phone No.: SI (o-Z21-III7- C-z.\\ 8,/( Kz C~% 131 Z~s o35S Permit No.: 3 8 38 f Tax Map District: 1000 Section: Block: Lot: *BRIEF DESCRIPTION OF WORK (Please Print Clearly) AAe cl £ Lecrtr Added fiwo oo-rleTS tVN 5;.'00, walls, ztdded -two oQTl e~ SwCtc - e 411 a-)oic C ~~n wa.s t7.~ lrt -f- (Please Circle AN That Apply) Slneertr~c " *Is job ready for inspection: (PNO Rough In Final *Do you need a Temp Certificate: YES NO I Temp Informadon (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: f?AYMENT, DUE WITH APPLICATION 11241ecit" for Inspection Fom, ) j~ pF SO!/jyolo Town Hall Annex Telephone (631) 765-1802 54375 Main Road Fax (631) 765-9502 P.O. Box 1179 CIO Southold, NY 11971-0959 roulm, 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 r Scott A. Russell d°S1WrQ1r James A. Richter, R.A. SUPERVISOR Michael M. Collins, P.E. z SOUTHOLD TOWN HALL - P. O. Box 1179 ~ (>J 53095 Main Road - SOUTHOLD, NEW YORK 11971 Telephone (631) - 765 -1560 Fax (631) - 765 - 9015 MICHAEL.COLLINSOIrOWN.SOUTHOLD.NY.US 11~/ ]AMIE.RICHTEROTOWN.SOUITHOLD.NY.US 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 FYILLOWING DWbIFA7S or INMRMATION.- FROM: BUILDING DEPARTMENT ? Copy of completed Application for Building Permit DATE: "I Jail J~3 ? Stormwater Management Control Plan APPLICANT: I A (S~ ? Completed Chapter 236 Stormwater S.C.T.M. I I c ^ Review Checklist PROPERTY ADDRESS gtok PquzhAe. (Wehagui-) l I BRIEF PROJECT DESCRIPTION: )~~,~QQ ~~j X /(~7 Sl~{{lNYyn * FOR ENGINEERING DEPARTMENT USE ONLY Reviewed By. Date ? Approved ? Additional Information Required: ,F~auf~xrv DATE: .ZS 13 ~ CHAPTER 236 APPLICANT: o~!J~ Sforrrrwater Review Checklis t i 10 - _ t S 0-9 r,a.< PHYSICAL ADDRESS: Stormwater Management Control Plan Requirements Yes No NA If No or NA, Please Provide Additional Information 1. Plan drawn to scale of not less than 60 feet to the inch showing: a. location and description of property.boundaries b. total site acreage c. existing and natural and man-made features on and within 500 feet of the site boundary as required in §236-17(C)(2). d. test hole data indicating soil characteristics and the depth to water e. proposed limits of clearing and the total area of proposed land disturbance J y~ 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 b a two-inch rainfall 3. Detail drawings (required for plan approval) provided for: a. erosion and sediment controls b. construction entrance c. inlet structures (e.g. catch basins, trench drains, etc.) d. leaching structures (e.g. infiltration basins, swales, etc.) REVISED 7/24/2013 New York State Insurance Fund Workers' Compensation & Disabi&y Benefits Specialists Since 1914 199 CHURCH STREET, NEW YORK, N.Y. 10007-1100 Phone: (688) 997-3863 CERTIFICATE OF WORKERS' COMPENSATION INSURANCE A A A A A A 743007449 LOVELL SAFETY MGMT CO., LLC 110 WILLIAM STREET 12TH FLR NEW YORK NY 10036 POLICYHOLDER CERTIFICATE HOLDER FOUR SEASON I,LLC D/B/A FOUR TOWN OF SOUTHOLD SEASON HOLBROOK 53095 MAIN ROAD 5005 VETERANS MEMORIAL HIGHWAY SOUTHOLD NY 11971 HOLBROOK NY 11741 POLICY NUMBER CERTIFICATE NUMBER PERIOD COVERED BY THIS CERTIFICATE DATE G 1256 031-4 35528 07/01/2005 TO 07101/2014 7/15/2013 THIS IS TO CERTIFY THAT THE POLICYHOLDER NAMED ABOVE IS INSURED WITH THE NEW YORK STATE INSURANCE FUND UNDER POLICY NO. 1256031.4 UNTIL 07/01/2014, COVERING THE ENTIRE OBLIGATION OF THIS POLICYHOLDER FOR WORKERS' COMPENSATION UNDER THE NEW YORK WORKERS' COMPENSATION LAW WITH RESPECT TO ALL OPERATIONS IN THE STATE OF NEW YORK. IF SAID POLICY IS CANCELLED, OR CHANGED PRIOR TO 07101/2014 IN SUCH MANNER AS TO AFFECT THIS CERTIFICATE, 30 DAYS WRITTEN NOTICE OF SUCH CANCELLATION WILL BE GIVEN TO THE CERTIFICATE HOLDER ABOVE. NOTICE BY REGULAR MAIL SO ADDRESSED SHALL BE SUFFICIENT COMPLIANCE WITH THIS PROVISION. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS NOR INSURANCE COVERAGE UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICY. NEW YORK STATE INSURANCE FUND s~J:Ia,, DIRECTOR,INSURANCE FUND UNDERWRITING This certificate can be validated on our web site at hftps://www.nysif.com/Cert/certval.asp or by calling (888) 875-5790 VALIDATION NUMBER: 745027768 U-26.3 0/CD50260-21/6 D STATE OF NEW YORK WORKERS' COMPENSATION BOARD CERTIFICATE OF INSURANCE COVERAGE UNDER THE NYS DISABILITY BENEFITS LAW PART 1. To be completed b Disability Benefits Carrier or Licensed Insurance Agent of that Carrier la. Legal Name and Address of Insured (Use street address only) lb. Business Telephone Number of Insured 631-563-4000 ext.168 Four Seasons Solar Products LLC lc. NYS Unemployment Insurance Employer Registration 5005 Veterans Memorial Highway Number of Insured Holbrook, NY 11741 1 d. Federal Employer Identification Number of Insured or Social Security Number 205809702 DBA: Four Seasons Holbrook 2. Name and Address of the Entity Requesting Proof of Coverage 3a. Name of Insurance Carrier (Entity Being Listed as the Certificate Holder) Zurich American Insurance Company Town of Southold 3b. Policy Number of entity listed in box "la": 53095 Main Rd. 5291935.004 Southold, NY 11971 3c. Policy effective period: 07/01/2013 to 07/01/2014 4. Policy covers: a.® All of the employer's employees eligible under the New York Disability Benefits Law b.F]Only the following class or classes of the employer's employees: Under penalty of perjury, I certify that I am an authorized representative or licensed agent of the insurance carrier referenced above and that the named insured has NYS Disability Benefits insurance coverage as described above. Date Signed 9/21/2013 By 4u (Signature of insurance carrier's authorized representative or NYS Licensed Insurance Agent of that insurance carrier) Telephone Number (631) 845-2200 Title Administrative Services Manager IMPORTANT: If box "4a" is checked, and this form is signed by the insurance carrier's authorized representative or NYS Licensed Insurance Agent of that carrier, this certificate is COMPLETE. Mail it directly to the certificate holder. If box "4b" is checked, this certificate is NOT COMPLETE for purposes of Section 220, Subd. 8 of the Disability Benefits Law. It must be mailed for completion to the Workers' Compensation Board, DB Plans Acceptance Unit, 20 Perk Street, Albany, New York 12207. PART 2. To be completed by NYS Workers' Compensation Board (Only if box "4b" of Part 1 has been checked) State Of New York Workers' Compensation Board According to information maintained by the NYS Workers' Compensation Board, the above-named employer has complied with the NYS Disability Benefits law with respect to all of his/her employees. Date Signed By (Signature of NYS Workers' Compensation Board Employee) Telephone Number Title Please Note: Only insurance carriers licensed to write NYS disability benefits insurance policies and NYS licensed insurance agents of those insurance carriers are authorized to issue Form D13-120.1. Insurance brokers are NOT authorized to issue this form. 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RTY siTUATEa CJJiC,~E TOWNS 5OUTHOLD N SUFFOLK COUNTY, W SURVEYED 06-28-0I W E SUFFOLK COUNTY TAX r 1000-110-3-28 S CERTIFIED TO. EILEEN M. MCGARROLL PHH MORTGAGE SERVICES COMMONWEALTH LAND TITLE INSURANCE COMPANY i~ { • P~o`, .rte N~ t Off' ~ 6 vat ~O f , O`` I- ~ i •Vy \00-6~ *~o 16 0 C3 I ` cam ~ ~ ~ ,1~• WOODED . r~ pt ~ Pte" bit -04150~lk ~Uea$ i i h NOTE-5: MONUMENT FOUND AREA 26.250 SF OR 0.60 ACRES JOHN C. FREERS LAND SURVEY~ GRAPHIC SCALE Igpr ' 6 EAST MAIN STREET O- N V c I rrr *in r,t....,. Project Job Ref. McCARROLL RESIDENCE Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 1 of 21 As.. 112 Wilson Drive, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 1C) 6315660259 Cala by Date Chk'd by Date Appd 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 NEt7,r ~p S SPY 09 . r w Z OA 082359 4 AOFESS014 Project Job Ref. McCARROLL RESIDENCE Address Sheet no.lrev. ASES 4670 PEQUASH AVENUE 1 of 21 112 Wilson Drive, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C) 631-560.6258 Calc. by Date Chk'tl by Date App'tl 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 ~r OF NIFIV PP~~\s SPYR r lL P w Z :.r is Z s c~ 062359 <.1;2 ROFESSIONP Project Job Ref. McCARROLL RESIDENCE Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 1 of 21 112 Wilson Drive, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C) 631-560-0259 Calc. by Date Chk'tl 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 NEbyy ~Q- S SPYR P~ t r n J m t ~ 2 Zs~O.o 082359 ROFESSIONP Project Job Ref. McCARROLL RESIDENCE Address SheaA no./rev. ASES 4670 PEQUASH AVENUE 1 of 21 .a, 112 Wilson Drive, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C) 631-560-0259 Calc. by Dale 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 A OF NEIV y ~Q *\S SPP 9 P r 2 O w m w • ; d s ~O X82359 AOFESSIONP Project Job Ref. MCC1ARROLL RESIDENCE ATM - Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 1 of21 112 Wilson Dnve, Pod Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C) 631-560.0259 Calc, by Date Chk'd by Date Appd by Date AS 9/19/2013 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & SHADE STRAIGHT EAVE MODEL 101-10" 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 NE(vY ~P ~y1S sPy9 Og ,vim P\' OG r ~ tL ~Op 082359 fL~ 9OFESSIONP~ BUILD the &ES evlvD CirA SONS }VSUNROOM S made in N. America for Over 30 Years 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) 216-9076 JOB: 230 SUN AND SHADE: STRAIGHT EAVE DESIGN Enle tl:c RE.rT SHEET NO: 1 OF: 18 FOUR SEASONS CALCULATED BY: Lawrence Duffy DATE: 10112003 S U N R O O M S CHECKED BY: Surya Lamaal DATE 10112003 .w~ „ : STAMPED BY: DATE: 90 DEGREE CORNER COLUMN WITH WINDOW JAMBS 17C9-7NFJI_ ALLOY:6063-T5 - - INPUTS _ -Allowable Stresses for Building- -Effective Length Factor, k: 1.OOD _ SPEC 3.4.1 Length, L (in): 96.ODO o = 9500 Radius of Gyration, r (in): 1.278 SPEC 3.4.2 2 EDGE Width of Section, b (in): 2.639 o = 9500 psi _Corresponding Thickness, t (in): 0.062 SPEC 3.4.7 SHEAR Height of Section, 3.571 a = 8.9-0.037(kUr) = 6121 psi Corresponding Thickness, t (in): 0.062 SPEC 3.4.9 _ Unbraced Length, 4 (in): 96.000 6 = 10-D.071(b/t) = 6749 psi Radius of Gyration, ry (in): 1.278 SPEC 3.4.14 Moment of Inertia, Strong Axis (in4): - 3.072 q = 9500 = 9500 psi Moment of Inertia, Weak Axis (in4): 3.066 SPE_ C 3 .4.16 Cenlroid to Outer Fiber Comp. Side,? (in): 1.958 a = 11.8-0.083(b/t) = 7999 psi Torsional Constant, J (in4): 3.672 SPEC 3.4.18------ q= -12500 = 12500 20 - - MEMBER CONSTA ITS SPEC 34. - a= 6.7-.027(hR) = 5145 psi-- -KUr= _ 75.10. _ - - - - - - - 2 EDGE btt c 45.79 _ SHEAR hR = _ 57.60 Lehr- 75.10 MAXIMUM ALLOWABLE STRESSES _ L,I)(0.5*V"(ly'J)40.5)= - r 89.51 TENSION= 9500 psi V COMPRESSION: = 6121 psi o p BENDING:= 7999 psi _ - II - SHEAR= 5145 psi I o.o7e I i.59C 3.574 N lD 0 O r, 1S to V Ln r to 0.078 nj to a7 I .984 - - 1 .590 3.574 - REGIONS Area LE762 Perimeter: 54.6695 Bounding box: XI -1.91836 2.2152 Y: -1..9884 2.2111 Centroid: X: 0.0000 Y: 0.0000 Moments of inertia: X: 3,0723 Y: 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 10,7053 -0,70891 J: 3,6720 along 10.7089 0,70531 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. ETETIIPER 6053-T5, 6DD5-T5 1 5005 VETERANS MEMORIAL HIGHWAY API` AL 0.078, 0.062 HOLBROOK, NEW YORK 11741 FINISH 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS 3 TITLE SECTION PROPERTIES DIE NO. 8562, 4582C 90 DEGREE CORNER PART N0.7C9 7NFJ 4 s DO NOT SCALE DRAWINGS SCALE I E DRAWN BY WD DWG. 6 TOLERANCES + - ti APPROVED - DATE 08-08-03 719-7NFJ Project Job Ref. McCARROLL RESIDENCE Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 1 of21 112 Wilson Ddve, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C)6313604259 Cale. by Dale Chk'd by Dale Appd 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 ,;~0F NE(1,Y is say 09 AO r ~ m y ~iiQ W W tP~Op 082359 AOFESSIONP Project Jab Ref. McCARROLL RESIDENCE Address Sheet no./rev. ASES 4670 PEQUASH AVENUE _ 2 of 21 112 Wilson Drive, Pon Jefferson, NV 11777 CUTCHOGUE, NY 11935 (C) 631-56D0259 Calc. by Date Chk'd by Date App'd by Date AS 9/19/2013 Table of Contents DETERMINE BASE SHEARS BASED ON WIND LOADS ....................................................................................................................3 WIND SHEAR ....................................................................................................................................................................................4 COMPONENTS AND CONNECTIONS .................................................................................................................................................6 ROOF PANEL - FOR REACTIONS ONLY ........................................................................................................................................7 BEARING WALL COLUMNS .............................................................................................................................................................8 GABLE WALL COLUMN ..................................................................................................................................................................10 EAVE ...............................................................................................................................................................................................11 SECTION PROPERTIES ....................................................................................................................................................................13 CONNECTION DESIGN ......................................................................................................................................................................14 Project Job Ref. McCARROLL RESIDENCE Address Sheet no./rev. A'SES 4670 PEQUASH AVENUE 3 of 21 •4.1 112 Wilson Drive, Pon Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C)601-5600]59 Calc. by Date Chk'd by Date Appd by Date AS 9/19/2013 DETERMINE BASE SHEARS BASED ON WIND LOADS Project Job Ref. McCARROLL RESIDENCE - AM Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 4 of 21 112 Wilson Drive, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C) 631-560-0259 Cale. by We Chk'd by Date Appd by Date AS 911912013 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 - q,(GCp;) Where, q = 0.00256 K, Ka Kd V2 1 Velcity Pressure Exposure 3 Where, K, = Coefficient = *t for Exposure 0.7 FOR EXP B rcK~ = Topographical Factor = - - 0.85 FOR EXP C Kd= Directionality factor= r° V = Wind Speed = F mph I= Importance factor = . , Therefore, q = 26.63 psf Design wind pressure, p = gGCp - q,(GCp ) Where, q = 26.63 psf G = Gust Factor = 0.85 . . - 0.55 FOR PARTIALLY EXPOSED GC, _ , 0,55 for STRUCTURE 0.18 FOR ENCLOSED Cp = 0.8 Windward Wall STRUCTURE 0.5 Leeward Wall 0.7 Side Wall 0.9 Roof Therefore, p = 32.76 psf for Windward Wall 25.97 psf for Leeward Wall 30.50 psf for Side Wall 35.02 psf for Roof Project Job Rat. " T1 McCARROLL RESIDENCE Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 5 of 21 AA., 11 112 Wilson Drive, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C)631Z5 259 Calc. by Date Chk'd by Date Appd by Date AS 9/19/2013 ROOM INPUT PROJECTION 10.00 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 Ibs Y-Direction Wind Shear, Vwy = 3278 Ibs LATERAL FORCE RESISTING SYSTEM LOAD vx= 4455 1/2 TO FOUNDATION = 2227 2227 1/2 TO HOUSE 8 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. r MCCARROLL RESIDENCE Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 6 of 21 112 Wilson Drive, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C)631-56D026a Calc, by Date Chk'd 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 TO COLUMN COLUMN TO SILL SILL TO FOUNDATION Project Job Ref. McCARROLL RESIDENCE Address Sheet no./rev. ASE., f" 4670 PEQUASH AVENUE 7 of 21 112 Wilson Drive, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C) 631-560.0259 Calc. by Date Chkd by Date Appd by Date AS 9/19/2013 1 -1 ROOF PANEL - FOR REACTIONS ONLY REQUIRED BEAM SECTIONAL PROPERTIES - ROOF PANEL PER FOOT (GRAVITY LOADS) (FOR WALL DESIGNS) LENGTH: 10;'000 It 120.00 in << (Eave Height) O.C.: (Average « (Average 1400, ft 12.00 in distance Distance DEFL. LIMIT L / ' 120 1.000 in to each support) Between For ridge - WIDTH/2 Two Windows) DEAD LOAD: i 5 psf (Zero) LIVE LOAD: 20, 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: ft 120.00 in «(Eave Height) «(Average «(Average O.C.: i.OpO; ft 12.00 in distance Distance. DEFL. LIMIT L 10 = 1.000 in to each support) Between For ridge - WIDTH/2 Two Windows) DEAD LOAD: rr 0. psf (Zero) LIVE LOAD: ~.p „ 3242 psf << (Wind Pressure) END TOT. w= 32.02403 plf REACTIONS = 160.1201 Ibs Project Job Ref. MCCARROLL RESIDENCE Address Sheet nodrev. ASES 4670 PEQUASH AVENUE 8 of 21 112 Wilson Drive. Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C)631-560-0259 Calc. by Date Chk'd by Date APpd by Date AS 9/19/2013 BEARING WALL COLUMNS REQUIRED BEAM SECTIONAL PROPERTIES - BEARING WALL COLUMN (FOR WALL DESIGNS) LENGTH: 6,670: ft 80.04 in << (Eave Height) « (Average « (Average O.C.: 4.000 ft 48.00 in distance Distance DEFL. LIMIT L / 120' = 0.667 in to each support) Between Forridge -WIDTH/2 Two Windows) DEAD LOAD: ,0:: psi (Zero) LIVE LOAD: 32.761. psf << (Wind Pressure) TOT. w= 131.0405 plf END REACTIONS = 437.0199 Ibs Moment = 729 ft-lb 8744.769 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES rib: 24000 psi ab: 40,00 psi ab: c. psi E: 29000000.' psi E: 101 00000.: psi E: 1 psi a.: 9 NE,- Ft psi Sit 0.364 ins Sx>= 0.46 ins Sx>= 5.5 in3 IX 0.302 in IX 0.866 ina IX 6.5 in4 Ax 6.0 in' C= 1.882129 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.43 DEPTH= 2.09 In minimum Project Job Ref. McCARROLL RESIDENCE Address Sheet no./rev. A'... r=S 4670 PEQUASH AVENUE 9 of 21 112 Wilson Drive, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C)631-5660258 Calk. by Date Chk'd by Date Appd by Date AS 9/19/2013 Combined Ratio Check: Member Force/ stresses Member Properties Axial Force 750 Ibs Unsupported Length, Lx = ft Max Bending Moment, Mz = 729 Ibs-ft Unsupported Length, L = ft Max Bending Moment, M = 0. Ibs-ft Cross Section Area = sq in Section Modulus, Sx Allowable Axial Stress Fa = 3167` psi - cu in Section Modulus, Sy ;y Allowable Bending Stress Fbx= '19000= psi - x cu in Allowale Bending Stress,Fby r 19000 psi Radius of Gyration, rx = in Young's Modulus, E _ .10100000 psi Radius of Gyration, = in K = 6 Cmx, Cm 1 , fa = 750 / 1.25 = 600.00 psi fbx = 8744.769 / 0.79 = 11069.33 psi fby = 0 / 0.33 - 0.00 psi Fex = (n)A2"E /(nu'(KLx/rx)A2) 7979.44 psi Fey = (n)A2'11 /(nu'(KLy/ry)A2) 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)) +Cmy fby / (Fby"(1-fa/Fey)) <=1 0.189 + 0.535471 + 0 0.725 1 (GOOD) LITE H MIN OK Project Job Ref. McCARROLL RESIDENCE Address Sheet no./rev. A1SES 4670 PEQUASH AVENUE 10 of 21 112 Wilson Drive, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C) 6315600259 Calc. by 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: 7;500: ft 90.00 in « (Eave Height) « (Average O.C.: 4:500' ft 54.00 in << (Average distance Distance DEFL. LIMIT L / J129t' = 0.750 in to each support) Between For ridge - WIDTH/2 Two Windows) DEAD LOAD: psf (Zero) LIVE LOAD: -.32176. psi << (Wind Pressure) TOT. w= 147.4205 plf END REACTIONS = 552.8269 Ibs ft- Moment = 1037 Ito 12438.61 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES 6b: 24000 psi ab .19090,E psi Cb: W psi E: 29000000 psi E ! 10109000;, psi E: a psi av: l }fi si T Sx>= 0.518 in3 Sx>= 0.65 in3 Sx>= 7.8 in3 IX 0.483 ina IX 1.385 in4 1, 8.7 ina Ax>= 7.5 in2 C= 2.116337 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.67 DEPTH= 2.49 In minimum UTILITY H OK Project Job Ref. McCARROLL RESIDENCE j Address Sheet no./rev. A,aES 4670 PEQUASH AVENUE 11 of 21 112 Wdson Ddve, Port tJeffersm, NY 11777 CUTCHOGUE, NY 11935 (C)631-560-0159 Calc, by Date Chk'd by Date APP'd by Dale AS 9/19/2013 EAVE REQUIRED BEAM SECTIONAL PROPERTIES - EAVES BEAM (GRAVITY LOADS) (FOR WALL DESIGNS) LENGTH: ) 6V 5 000 it 60.00 in << (Eave Height) ^Y~? «(Average << (Average O.C.: ft 72.00 in distance 4 Distance DEFL. LIMIT L / _ q;'. = 0.500 in to each support) Between For ridge - WIDTH/2 Two Windows) DEAD LOAD: :5'. psi (Zero) LIVE LOAD: psf << (Wind Pressure) TOT. w= 150 plf END REACTIONS = 375 Ibs Moment = 469 ft-lb 5625 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES Vrd~ s " ac: ,„9„' 2A00(1 psi ab: 19000 psi ab: e` psi E: ;'.20060 Psi E: .10100000. psi E: L7 `psi av: PSI Sx>= 0.234 ins Sx>= 0.30 in 3 S,>= 3.5 In' IX 0.145 in IX 0.418 in` IX 2.6 In4 Ax>= 5.1 In2 C= 1.410891 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.12 DEPTH= 1.68 In minimum Project Job Ref. McCARROLL RESIDENCE Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 12 of 21 112 Wilson Drive, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C)631-560-0259 Calc. by Date Chk'111 y Date App M by Date AS 9/19/2013 REQUIRED BEAM SECTIONAL PROPERTIES - EAVES BEAM (WIND LOADS) (FOR WALL DESIGNS) LENGTH: 5.000, ft 60.00 in << (Eave Height) « (Average O.C.: 6,000., ft 72.00 in << (Average distance Distance DEFL. LIMIT L / 12p = 0.500 in to each support) Between For ridge - WIDTH/2 Two Windows) DEAD LOAD: psf (Zero) LIVE LOAD: 32 psf << (Wind Pressure) TOT. w= 192.1442 plf END REACTIONS = 480.3604 Ibs ft- Moment = 600 lb 7205.406 in-lb STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES ab: 2400Q Psi ab 19094'. psi ab: }~,6~0$ psi E: 290040Q0, psi E 101006dQ'! psi E DQ~ Q , psi av:t" psi Sx>= 0.300 in3 Sx>= 0.38 ins Sx>= 4.5 in3 IX 0.186 in` Ix 0.535 in IX >z: 3.4 in" Ax 6.6 In2 C= 1.410891 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.21 DEPTH= 1.90 in minimum GRAVITY CONTROLS DESIGN AND ADJUSTABLE EAVE IS ADEQUATE ADJUSTABLE EAVE I = 2.03 S = 1.4 Prged Job Ref. 'r MCCARROLL RESIDENCE Address Sheet nodrev. A'GES 4670 PEOUASH AVENUE 13 of 21 -,_I.. 112 Wilson Drive, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C)661-5669259 Calc. by Date Chk'd by Date App'd by Date AS 9/19/2013 SECTION PROPERTIES BEAM Ixx Sxx Ax TOP BOTTOM COLUMNS LITE'H' 1.09 0.68 0.77 .;1.14'. LITE'H'-4RSB 7.22 2.76 2.45 2.35 UTILITY'H' 1.65 0.93 1.32 1.58.' UTILITY'H'-7BP 5.49 2.4 3.05 3.2 UTILITY'H'-7TB 32.63 7.8 9.2 4.16 CORNER COLUMN 3.1 1.38 1.58 1.87 45 DEGREES COLUMN 1.18 1.25 45 DEGREE WITH 2-3/16"PL 1.89 2.13 45 DEGREE WITH 2-1/4"PL 1.93 2.33 30 DEGREE COLUMN 1,09 1.19 SYS 8 CASE COLMN 11.27 7.63 SYSTEM 8SC-8SC 0.7 0.705 BEAMS 4GMA 0.622 0.516 0.504 0.834 4GMA-4RSB 4.93 1.78 2.2 2.04 4GBA 0.78 0.6 0.67 1.08 4GBA-4RSB 5.44 2.1 2.23 2.28 4HBA 1.05 0.79 0.93 1.66 4HBA-4RSB 6.41 2.68 1.77 2.86 4HCX 6.27 2.717 3.05 2.648 4HCX-0RSB 17.03 5.09 4.82 3.85 51-63 2.29 1.28 1.2 1.35 5LB3-4RSB 10.16 3.04 3.48 2.56 5HB3 4.41 2.29 2.5 2.18 5HB3-4RSB 13.1 4.29 4.09 3.39 5LB5 4.72 2 1.77 1.62 5LB5-4RSB 17 4.17 4.87 2.82 5CB5 8.9 3.48 3.65 2.65 5CB5-5CBI 11.74 4.52 4.88 3.94 5CB5-CHANNEL 13.47 5.2 5.63 4.49 5CB5-4RSB 22 5.85 5.79 3.86 7BP 2.88 1.64 1.64 1.61 7TB 25.4 7.12 7.12 3.31 7TB-STEEL 55 10.23 10.23 6.1 12LW 98.5 16.4 16.4 5.93 12LW-4RSB 154 21.2 21 7.14 4HCX 6.27 2.72 3.05 2.65 6NW 17.65 5.75 6 3.49 8VALLEY 46.62 11.6 11.7 5.57 8NW 44.23 10.72 11.63 5.22 Project Job Ref. MCCARROLL RESIDENCE Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 14 of 21 112 Wilson Drive, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 fq sTSSO-ozse Calc. by Date Chk'd by Date App'd by Dale AS 9/19/2013 CONNECTION DESIGN Project Job Ref. McCARROLL RESIDENCE ASES Address Sheet no./rev. as7oPEQUnsHAVENUE 15 of 21 112 Wilson Drive, Pon Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C)e31.560-0250 Calc. by Date Chk'd by Date App'd by Dale AS 9/19/2013 ALUMINUM ROOF PANEL LEDGER TO WOOD CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/ 0 in. of Gap Space. Wood Screw Type (sBis '_Lag Screw Wood Screw Length = 3.50 in Woad Screw *sk Embedment 1 ~11 in Wood Screw Thread Length = 2.25 in D= 0.375 in , Dowel Diameter Dm = 0.265 in , Dowel Diameter at max. stress in main member D, = 0.265 in , Dowel Diameter at max. stress in side member Fb = 70,000 psi , Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value: W = 351 Ibs Penetration Factor: Cp 2.25 in (based on 1/2 screw length +,5) Duration Factor. CD s 4"150"l- Withdrawal Allowable (W')= 1263.0 Ibs Wood Screw Lateral Calculations Substrate (Main Douglas Fir-Larch Member): Frame (Side Member): Aluminum 6005-T5 Cantilever Distance in , Frame hollow space+shim g: 0 in , Gap between members (if applicable cantilever/2) ,OUD'h in , Main member dowel bearing length 1- -s ¢ x325. in , Side member dowel bearing length F,m= 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. ASES 4670 PEQUASH AVENUE 16 of 21 112 Wilson Drive, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C)631-5660259 Calc. by Date ChWd by Date Appd by Date AS 9/19/2013 qm= 1,367 Ibs/in , Main member dowel bearing resistance=F,,,,D q,= 14,250 Ibs/in , Side member dowel bearing resistance =F„D Mm= 217,11 in-Ibs , Main member dowel moment resistance =Fb(Dms/6) M,= 217.11 in-Ibs , Side member dowel moment resistance =F6(D,'/6) Maximum angle of load to grain (0° 5 B 5 90') for any member in a 0 = 90 degrees connection Ke= 1.258 Ko= 3.000 Single Shear Double Shear Mode , Main Member Im 2,= 4101.79 Ibs 4101.79 Ibs Bearing ,Reduction 5.03 Term Mode 1m Z,= 815.14 Ibs 815.14 Ibs - Mode , Side Member 1, Z,= 5343.75 Ibs 10687.50 Ibs Bearing ,Reduction 5.03 Term Mode 1, 21= 1061.95 Ibs 2123.91 Ibs Mode , Side and Main II Z„= 1754.39 Ibs Member Bearing A = 0.0002 B = 1.688 C= 3577.32 Reduction 3.52 Term Mode II 2u= 498.07 Ibs Mode , Main Member Bearing Illm Z,,,= 1750.45 Ibs and Dowel Yielding in A= 0.0002 the Side Member 8 = 1.500 JOB: 230 SUN AND SHADE'. STRAIGHT EAVE DESIGN SHEET NO: 2 OF: 1B FOUR SEASONS- CALCULATED BY: Lawrence DutlY DATE: 10/112003 S U N R O O M S CHECKED BY: Surya Lamsal DATE: 1N72003 r1 n.,.. n.•r...,,.. STAMPED BY: DATE: LITE H COLUMNS WITH WINDOW JAMBS f7111.7NFJI ALLOY:6005-T5 - - INPUTS P-_ we Stresses fe. 39LI0 nn Effective Length Factor, k: 1 Ono SPEC 3.4.1 Length, L (in): 82.380 a 19000 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, It (in): 3.004 a = 51000/(k-Ur)A2 = 3961 psi Corresponding Thickness, t (in): 0.050 SPEC 3.4.9 Unbraced Length, Lb (in): 82.380 - a = 23.1-0.25(blt) = 17430 psi Radius of Gyration, r,. (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 _ SPEC 3.4.18 Centroid to Outer Fiber Comp. Side, Y (in): 1.596 a = 28000 = 28000 psi Torsional Constant, J (in4): 1.089 .SPPEC$-4.20 a= 15.6-.099(h/t) = 9652 psi MEMBER CONSTANTS ' - _ KUr = 113.47_ 2EDGE blt=-----`22.68 - - SHEAR htt 60.08 L,/rr 113.47 - - Lel,/(0.5'Y'(ly'J)40.5)= 56.95 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi - - o.oso - V. COMPRESSION: = 3961 psi 0.062 - Imo- II p BENDING: 19000 psi _ _ I!_ li II m ! _ SHEAR= 9652 psi I' `I tl IiT: ~i ~.I e - - - - - 1. - I 0.944 1.925 0-050 0.062 m LO J 0 0 ~.i 0 i 0.881 0.944 I .825 RESIGNS Are-a- Perin, -ter: 40.4717 Boul )ding box: X: -1.5203 1.5548 Y: -1.4198 1.6002 Centroid: X; 0.,0000. Y: 0,0000 Moments of- inertia:* X: 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: I: 0.6005 along 10,0044 -1.00001 J: 1,0886 along 11.0000 0.00441 LLY NO. REVISION BY 7~ FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6105-T5, 6005-T5 1 O lk 5005 VETERANS MEMORIAL HIGHWAY W P`CAL 0.050, 0.062 HOLBROOK, NEW YORK 11741 FINISH 2 ~ DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS 3 TITLE SECTION PROPERTIES DIE NO. 5328B, 4582 4 LITE H COLUMNS PART NO. 7•111,7NFJ 5 DO NOT SCALE DRAWINGS SCALE 1 =1 DRAWN BY UD DWG. s TOLERANCES + - APPROVED DATE 08-08-03 7111U-7NFJ JOB: 230 SUN AND SHADE: STRAIGHT EAVE DESIGN G U: LI) Lc_Lt SHEETNO: 3 or 18 FOUR SEASONS CALCULATED BY: Lawrence Dully DATE: 10112003 S U N R O O M 5 CHECKED BY: 5urya Lamsal DATE: 101112003 STAMPED BY: DATE: LITE H COLUMS WITH WINDOW JAMBS AND RAFTER STIFFENER (7111 7NFJ 4RSB - ALLOY:6005-T5 INPUTS e11n..,a H1n cttmcnwc for Building Effective Length Factor, k: 1.000 - - - SPEC 34.1 Length, L (in): 108.000 _ a = 19000 psi _ Radius of Gyration, r (in): 0.710 -SPEC 3.4_.2 1 EDGE Width of Section, to (in): 2.563 a = 19000 psi Corresponding Thickness, t (in): 0.159 SPEC 3.4.7 2 EDGE Width of Section, b (in): 1.188 a = 510001(k•Ur)A2 = 2204 psi _ Corresponding Thickness, t (in): 0-050 _ SPEC 3.4.8 SHEAR Height of Section, h (in) 5.561 a = 154/(b/t) = 9554 psi Corresponding Thickness, t (in): 0.062 - SPEC 3.4.9 Unbraced Length, Lb (in): 96.000 - a = 23.1-D.25(b/t) = 17160 psi Radius of Gyration, r, (in): 0.710 SPEC 3.4.15 Moment of Inertia, Strong Axis (in4): 7.214 a = 1831(blt) = 11353 psi - Moment of Inertia, Weak Axis (in4): - 1182 SPEC 3.4.16 Cenlroid to Outer Fiber Comp_Side, Y (in): 2.945 .--27.3-0.29(b'/Q = 20410 psi Torsional Constant, J (in4): - 7.215 _ SPEC 3.4.17 - a= 40.5-1.41(blt-_ - 17772 Psi MEMBERCONSTANTS - - - - - - 152.11 SPEC 3_.4.18. KULJr = - 28000 26000 psi - 1 EDGE b/l= 16.12 ' a = 2 EDGE bit = 23.76 SPEC Z3KA20 - - - _--a - 3900D1(hlt)A2 = 4848 psi SHEAR h/t 89.69 - Lblry= 135.21 . LbI,l(0.5'Y'(ly'J)A0.5)= 10.68 - MAXIMUM ALLOWABLE STRESSES -"1 TENSION 19000 psi COMPRESSION: = 2204 psi I I BENDING:= 11353 psi - . ~r i I I I SHEAR = 4848 psi i Ivy- 1 1.710 N 0.105 N 0.050 n O.OG2 c m N 0.904 0.921 1 .825 - - REGIONS Area: 2.347 sq in Perimeter: 55.869 in - -.529 .546 in Bounding _box: X' Y. 1-2.957 --1 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 [-1.000 0.0051 ALLOY NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6105-qi 1S,i6US-IS 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.050, 0.062 Q FF&I 1 WALL Jbiol HOLBROOK, NEW YORK 11741 FINISH 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS 3 TITLE SECTION PROPERTIES DIE No 5328B, 4582, 7249 PART N0.7.111,7NFJ,4RSB 4 LITE H COLUMNS WITH RAFTER STIFFENER s DO NOT SCALE DRAWINGS SCALE 3/4^=1^ DRAWN BY LJD DWG. TOLERANCES + - APPROVED DATE OB-OB-03 7111U-7NFJ-4RS8 6 JOB: 23D SUN AND SHADE: STRAIGHT EAVE DESIGN SHEET NO. < OF. 19 r'.s: CALCULATED 8Y: Lawrence DuNy DATE: 1W12003 FOUR SEASONS S U N R O O M S CHECKED BY: Surye Lamsal DATE: 101112003 ;;.,•.c,-.. STAMPED BY GATE: ELECTRIC H COLUMN WITH WINDOW JAMBS f71457NFJ1-_-_ ALLOY: 6005-T5,6005-T5 - - INPUTS_ Al!owahln .Rtmq%PS for Building Effective Length Factor, k:_ 1.000 SPEC 3.4.1 Length, L (in)_ _ 83.000 79000 _ psi Radius of Gyration, r (in): - 1.035 SPEC 3.4.2 1 EDGE Width of Section, b (in)_ _ 0.612 19000 Psi Corresponding Thickness, t (in): --0.053 - a = SPEC 3.4.7 2 EDGE W!dth of Section, b (in): - 2.366 a = 51 0001(k-Ur)-2 = 7935 psi Corresponding Thickness, t (in): 0.066 SPEC 3.4.8 _ SHEAR Height of Section, h (in)- - 3.045 - a = 1541(b/t) = 73307 psi Corresponding Thickness, t (in): 0.065 Unbraced Length, Lb (in): 83.000 SPEC 3.4.9 _ G = 4901(b/t) = 13669 psi Radius of Gyration, r,. (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 3;4.15 _Centroid to x-axis, Y, comp. side (in): 1.796 a = - 1831(btt) = 15813 psi • Torsional Constant, J (in4): -4.381 _ SPEC 3.4.16_____ _ - - - - a = 5801(btt) _ 16180 psi' MEMBER CONSTANTS . - - - - _ KL/r=80.17 SPEC .17 a= 40.5-1.41(b/t) = 24182 psi 1 EDGE b/t= 11.57 --SPEC 2 EDGE oft 35.85 - - - a - - 28000 28000 psi SHEAR h11= 46.85 SPEC 3.4.20 Lwv 50.62 a= 15.6-.099(h/t) 10962 psi Lel,l(0.5•Y'(ly'J)"0.5)----_- 36.85 rte:=t 0.062--~ II oocc ! I' I' MAXIMUM ALLOWABLE STRESSES I' TENSION = 19000 _ COMPRESSION: = 7935 psi - I BENDING: = 15813.. Psi_--- SHEAR 10962 Ps! _ 1 0.0 62 0.066 n D> O m n V N 2.056 2.058 4.114 RE~lIONS Area; 1,6297 Perimeter:- 50.9679 Bounding box) X: -2.6815 2.6828 YI -1.2666 1,7956 Centroidl X: 0.0000 YI 0.0000 Moments of Inertia: X; 1.7468 Y: 4.3809 Product of inertial XY: 0.0017 Radii of gyration) XI 1.0353 YI 1,6396 Principal moments and X-I directions 7aabout 0 0,00071 JI 4.3809 along E-0.0007 1.00001 ALLOY 6065-Tfi, 6005-TS NO. REVISION BY O FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.066. 0.062 WALt 1 HOLBROOK, NEW YORK 11741 FINISH 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS NO. 3 TITLE SECTION PROPERTIES DIE 5339C.4582 ELECTRIC H COLUMN PART NO" 7.145, 7NFJ 4 . DO NOT SCALE DRAWINGS scALE 1 1 ^ DRAWN BY LJD DWG 5 6 TOLERANCES + - -APPROVED DATE 08-08-03 7145-7NFJ ~ JOB. 230 SUN AND SHADE: STRAIGHT EAVE DESIGN uU.LO'be v'eFf SHEET NO. 5 Or.. 16 FOUR SEASONS CALCULATED BY: Lawrence Duffy DATE: 101112003 _ S U N R O O M S CHECKED BY: Surya Lemsal DATE: 10112003 w. ~r m e. u- STAMPED BY DATE: ELECTRIC H COLUMN W ITH 7BP POST AND WINDOW JAMBS (7145 ?BP 7NFJ) ALLOY: 6005-T5, 6005-T5 INPUTS C.I!e'A•s b!e etroeeee fnr Ruildino-----_- _ Effective Lenoth Factor, k: 1.000 - - SPEC 3.4.1 Length, L (in): 96.000 a = 19000 Radius of Gyration, r (in): 1.313 - - 1 EDGE Width of Section, b (in): 0.612 SPEC 3.4.2 19000 Psi Corresponding Thickness, t (n): 0.053 a = SPEC 3.4.7 2 EDGE Width of Section, b (in): 3.170 a = 51000/(k-Ur)^2 9540 psi Corresponding Thickness, t (in): 0.130 _ _SPEC 3.4.8 SHEAR Height of Section, h (in): 4.090 _ a = 1541(b1t) = 13307 psi - Corresponding Thickness_t (in): 0.130 - Unbraced Length, Lb (in): 96.000 SPEC 3.4.9 a = 23.1-0.25(blt) = 17004 psi Radius of Gyration, rr(in): 1.343 SPEC 3 .4.14 Moment of Inertia, Strong Axis (in4): 5.848 a = - 21000 = 21000 psi Moment of IneNa, Weak Axis (in4): 5.593 SPEC 3.4.15 Centroid to x-axis, Y, comp. side (in):_, _ 2.298_ a 183/(btt) = 15813 psi Torsional Constant, J (in4): 5.848 SPEC 3.4.16__ -a 27.3-0.29(b/Q• = 20228 Psi MEMBER CONSTANTS - KUr = 73,12 SPEC 3AA7 a 40.5-1.41(b1t) - 24182 psi _ 1 EDGE b/t = 11.57 2 EDGE bk 24.36 SPEC3.4.18 - a - 28000 = 28000 psi SHEAR h/t = 3171 SPEC 3.4.20 Lslrr _ 71-.48 - a = 11000 - - 11000 Psi L,I,I(0.5'Y'(Iy'J)^0.5)==-- 79.91 D13D I~_ I1 I I MAXIMUM ALLOWABLE STRESSES_ TENSION= 19000 Psi DM?-- I II L D.acc i " -COMPRESSION: = 9540 L I, •-,:----1 E BENDING= 15813 Psi - I I SHEAR= 11000- .psi-----___-_ i _ - °1, r 1 -2.054--...~. IMD . 0. 130 RO N N 0.062 0.066 0 0) 0 N L` .1 2.056 - 2.058 4.1 14 REGIONS Area: 3.243 sq in - ' Perimeter. - 73.301 in - Bounding box: - X: -2.681 2.683 in y: -1.809 2.298 in Centrold: 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 Rodil 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 0.005] J: 5.848 along [-0.005 1.0001 ALLOY 6063-T6, 6005-T5 ME SEASONS SOLAR PRODUCTS CORP. TEMPER 5005 VETERANS MEMORIAL HIGHWAY API` AL 0.066,MO.D62 HOLBROOK, NEW YORK 11741 FINISH RS AND MANUFACTURES OF FOUR SEASONS SUNROOMS ECTION PROPERTIES DIE N0. 5339C, x582 H COLUMN WITH BEAM POST PART N07.145, 7BP ALE DRAWINGS SCALE 1 DRAWN BY LJD DWG. t ^ - APPROVED _ DATE 08-08-03 7145-7BP-7NFJ JOB: 230 SUN AND SHADE: STRAIGHT SAVE DESIGN SHEET NO 6 OF 18 LUILC J c L:. T CALCULATED BY: Lawrence Dully DATE: 100112003 FOUR SEASONS CHECKEDBV: Surya Lamsal DATE: 101112003 a S U H R O O M S STAMPED BV: DATE: ELECTRIC EAVE (7144 7133) ALLOY:6005-T5 INPUTS c~ e«a fn. RuilHinn Eflertive Length Factor, k: 1.000 AI Diable _..--_.s_ - Length, L (in): 48.000 SPEC 3.4.1 I-_-- n = 19000 Radius of Gyration, r (in): 1.077 SPEC 3.4.2 1 EDGE Width of Section, b (in): 1.669- 6 = 19000 psi Corresponding Thickness, It (in): 0.070 SPEC 3.4.7 2 EDGE Width of Section, b (in): 1.580 _ Corresponding Thickness, It (in): 0.050 a= 20.2-0.126(kUr) = 14585 psi SPEC 3.4.8 SHEAR Height of Section, h (in): 2.733 6 = 1541(b/t) 6459 psi _ Corresponding Thickness, t pn): 0.050 - Unbraced Length, Lb (in): 48.000 SPEC 14.9 Radius of Gyration, ry (in): 1.157 6 = 23.1-0.25(btt) = 15200 psi Moment of Inertia, Strong Axis(in4): 1.634 SPEC 5.4.14 a= 21000 = 21000 psi Moment of Inertia, Weak Axis (in4): 1.417- Centroid to outer Fiber Comp. Side, Y (in): 1.505 SPEC 4.15 Torsional Constant, J (Inn 1349 a : 1831(bit) 7675 psi SPEC .4.16 - MEMBER CONSTANTS 6i 27.3-0.29(b/t)_. = 18136 psi_____ KUr = _ _ _44.56_- SPEC14.18 _ = t EDGE_ btt a t 23.84 28000 _ 28000 psi _ - - - 2 EDGE bA = 31.60 SPEC 9.4.20 - SHEAR hA = 54.66--. a 15.6=.099(hit) = 10189 psi Wry;= 41.50 - - - - LeI)(0.5'Y•(ly'J)40.5)= 53.49 see - -~MAXIMUM ALLOWABLE STRESSES 2N0 TENSION = 19000 psi _ - o.aco -.ll _ I' $ COMPRESSION: = 6459 BENDING: = 7675 SHEAR = 10189 psi - - - ! " .I 1 4.383 2,343 2.040 Ln 0 0.000 m m r N 0.055 N N1 1 1.405 1.74G 3.151 - REGIONS :Area: 1.2216 Perimeter: 39.1609- Bounding box: X: -2,3427 2.0403 Y: -1.8538 1.5047 Centroid: X: 0,0000 Y: 0.0000 Moments of inertia: X: 1.4174 Y: 1x6338 Product of inertia: XY: -0.1955 Radii of gyration: X: 1.0772 Y: 1,1565 Principal moments and X-I directions about centroid: 021along 108615 -0.50783 J: 1,7490 along [0.5078 0.86153 ALLOY 6063-T5, 6D05-TS N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER SODS VETERANS MEMORIAL HIGHWAY TYPICAL 0.060, 0.055 1 O ap HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH N DIE NO. _ 3 TITLE SECTION PROPERTIES DART ELECTRIC EAVE NO- 7-144. 7133 4 DWG. DO NOT SCALE DRAWINGS scALE T "=T" DRAWN BY wD 7+144-7133 5 DATE 08-08-03 TOLERANCES + ^ - ti APPROVED _ 6 JOB: 23D SUN AND SHADE. ST RAIGHT EAVE DESIGN OF: to '-U'tD th, LEST SHEET NO'. T FOUR SEASONS CALCULATED BY: Lawrence Duffy DATE: 1011000 S U N R O O M S CHECKED BY: Surya Lamsal DATE: 0112103 w.«... « ~,.w•.. m• o... nn,..` STAMPED BY: DATE: SILL (7CS) TO FOUNDATION FASTENERS: 2 0.500 " X 3.000 " LAG BOLTS DETAIL ON : E u tion Inputs _ AT EACH COLUMN AND I6"0 .C. ALLOWABLE CONNECTION BEARING Al. Alloy Of Pbca 1. uOS+-T_ T7: Thickness Of Piece 1 (in): .055 .500 .055 38 )212.34 = 893.2 # Fastener Type: LAG BOLTS P„ = Ns' Pnsmla Thread Type: SPACED THREADS 2 893.2 1786.3 # - Crown (C) or Valley (V) Fastening: C D2: Diameter of HeadAAfasher (in)- 1.5 Dl: Nominal Diameter of Fastener (in): 0.500 L' Length of Fasteners (in): 3.000 ALLOWABLE CONNECTION TENSION Ns: Number of Screws: --2 P. =(D2-D1)(TI)(Fw)(CYn. - _t--. =1 1.5 - 0.5 x .055 38 1 )I3 = 696.7 # - Aluminum Alloy Structural Values Ps, =Ns'Pn,me r - 2 )1 696.7 1393.3 Ft„1: Ultimate Tension of Piece 1 (ksi): 38 _ r- - .F,,: Yield Tension of Piece 1 (ksi): 1 35 WASHER OF I.S" ----...i I 16" O.C. WILL CONTIBUTE A MAXIMUM OF 85# BASED i,fd .A 0.1" DEFLECTION OF SILL. 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 ANDIOR ANY NEW CONSTRUCTION.- THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS.__ _ UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B.BP,BF,BT CMwlMbo s Ca b, Io IAA1 ADM2000 OlDF OF o- OO P,OOM ROOM EXTW'D ALUMINUM CLOSED 51LL (A'7C5) FOUNDATION (BY OTHER5) ' MINIMUM OF (2) 318' FPSTENER w/I 114' WASHER _ AT EACH COLUMN AND EVERY I G' O,C. - / ACTUAL DE51GN OFTHE5E CONNECTION5 MU5T BE DETERMINED BY OTHERS.' 51DE VIEW DRAWN BY JP DESCRIPTIMSILL TO FOUNDATION DWG. 06 DATEI0ROM3 : FOUR SEASONS SOLAR PRODUCTS, LLC. REV. DATE: E.C.O. 0 Lo 230 SUN AND SHADE: STRAIGHT EAVE DESIGN 18 SHEET Nd. B OF. FOUR SEASONS CALCULATED BY: Lawrence Duffy DATE 101112003 S U N R O O M S CHECKED BY Surya Lam5a1 DATE: DI1 2003 STAMPED BY DATE: SILL TO CORNER COLUMN _ DETAIL ON - FASTENERS: 8 0.164 "X 0.500 TEK SCREWS Equation Ing ----.1: Alley of PiP.ce t_ 6005-TS ALLOWABLE CONNECTION SEARING --P,,, = 2(DlXT1)(Fw+pn„ T1: Thickness of Piece 1 (in): .055 .164 .055 36 )212.34 293.09 A2: Alloy of Piece 2 6063-T5 P,u = 2( D1)(T2)(F)„2yn„ - T2: Thickness of Piece 2 (in): .062 .164 .062 22 )28.34 = 191.2 # Fastener Type: TEK SCREWS P,,, =((T2)(T2)(T2)(D1))ED.5'4.2(F„) for T2 T1 Thread Type: _ SPACED THREADS .D62 .062 )l -D62 )1 0.164 ))ED.5.4.2( 220DD ) = N/A Crown (C) or Valley M Fastening: C P„ = Ns' Pnsm„ D2: Diameter of HeadNVasher (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 _ --Pea. =(D2-D1)(T1)(Fd,)(C)/n, . t0. Thread Engagement Depth: 0.062 .322 - 0.164 .055 38 1 )13= 1101 # Ns: Number of Screws- a P. _ (Ks)(D1)(Ic)(Fty2)/ns - 54.8 # _ - - _ __P.r = Ns' Pnmm - 8 54.8 4382 # Aluminum Alloy Structural Valu s F,,,,: Ultimate Tension of Piece 1 (ksi): 38 FW: Yield Tension of Piece 1 (ks): 35 F, Ultimate Tension of Piece 2 (ksi): 22 F,2: Yield Bearing of Piece 2 (ksi): 16 - Coeffecients• MAXIMUM ALLOWABLE LOADS SHEAR: 1529.5 # Coeffn:cient, Ks = 1.01 TENSION 438.2 # Coeffieclent 2/n= D.0625 - _ Coeffiecienl, 4/n-= 0.125 UNC THREADS: Types C.D,F,GT SPACED THREADS: Types AB.B,BP,BF,BT_ _ Calwlalbm Cwtm/n 19 IM) ADM20M CONT. EXTP'D ALUMINUM CLOSED SILL (A'7C5) BELOW EXTR'D ALUMINUM WINDOW JAMB (AT 131 U) #8 x 112" TE:5CKEW (117-150) EIGHT AT EACH CORNER ETP''D ALUMINUM CORNER COLUMN (A'7C9) PLAN VIEW TIV TN DWG. a:D9 DATE:1W2W03 DRAWNBY.JP DESCRIPTION: SILL TO CORNER COLUMN REV. DATE: E.C.O.0: FOUR SEASONS SOLAR PRODUCTS, LLC. JOB, 230 SUN AND SHADE: ST RAIGHT EAVE DESIGN SHEET NOd. 9 OF: iB FOUR SEASONS CALCULATEDBY: Lawrence Duffy DATE: 10H/2003 S U N R O O M S CHECKED BY Surys Lamsal DATE: 10/112003 n. . , • - 0". x.+,. STAMPED BY: DATE: SILL TO LITE H COLUMN _ DETAIL ON FASTENERS: 6 0.164"X0.500 TEK SCREWS EQuation Inputs ALLOWABLE CUNNECTION BEARING Ai AOnv of Pieca 1: 60DS-Ts P. = 2(D1)(T1)IFwYn. T1: Thickness of Piece l (in): .055 .164 .055 X 38 )212.34 = 293.0 # A2: Alloy of Piece 2: 6005-T5 P. = 2( D7)(T2)(FwIn„ T2: Thickness of Piece 2 (in): .05 164 .05 38 )212.34 = 2663 # Fastener Type: TEK SCREWS P. =((T2)(T2)(T2XDl))E0.5.4.2(Fw) 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. = Ns' Pns. D2: Diameter of Head/Washer (in): .322 6 266.3 1597.9 # D1: Nominal Diameter of Fastener (in): 0.164 _ #8 FASTENER MAXIMUMS HEAR IS 216.5# 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-Dt)(T1)(Fv)(C)Ins tc, Thread Engagement Depth: 0.05 .322 - 0.164 .055 38 1 )13 = 110.1 # _ Ns_ Number of Screws: 6 _ P,,. _ (Ks)(D1)(tc)(Fty2)Ins 96.6# pn -Ns"Pnmi,- - 6 86.6 ) _ - 579.7 # Alumiriurn Allo Structural Values F.: Ultimate Tension of Piece 1 (ksi): 38 Fyk: Yield Tension of Piece 1 (ksi): 35 Fw: Ultimate Tension of Piece 2 (ksi): 38 FM: Yield Bearing of Piece 2 (ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: - SHEAR: 1299.0 # Cceffiecienl, Ks = - _ 1.01 TENSION 579.7 # Coeffiecent 2/n= 0.0625 - _ _ Coetfiecient, 41n= 0.125 _ UNC THREADS: Types C,D,F_G,T SPACED THREADS: Types AB,B.BP,BF,BT C:,W ions CaMkam W IM1 ADM2000 CONT. WKD ALUMINUM CL05ED 51LL (A'7C5) BELOW k8 x 112' TEr, 5CREW (HT 150) 51X AT EACH COLUMN EMD ALUMINUM WINDOW JAMB (AT 131 U) WKD ALUMINUM H-CHANNEL (AT I 1 1) PLAN VIEW T L V DWG. 007 DATE:10120N3 DRAWN BV:JP oescRlPnoN.SILL TO LITE H COLUMN REV. DATE: E.C.O. W FOUR SEASONS SOLAR PRODUCTS, LLC. JOB' 230 SUN AND SHADE: ST RAIGHT PAVE DESIGN SHEET NO. 10 OF 1e :'•p,^. ~P. 4 DATE: 101112003 FOUR SEASONS CALCULATED BY: Lawrence Duly DATE. 1011/2003 S U N R O O M S CHECKED BY Surya Lamsal DATE: 11 .11 ..v, e. * STAMPED BY: FFASTENERS: TO ELECTRIC H COLUMN DETAIL ON 6 0.164 "X 0.500 " TEK SCREWS D - E uation In uts: - Et! TS ICI. AIZ, _ WABLE CONNECTION BEARING - T1: Thickness of Piece 1 (in): .055 Pm =2(D1)(T1)(Fw)/n. 38 )2/2.34 = 293.0 # A2: Alloy of Piece 2: 6005-T5 .164 .055 )l__ _ _ - - - T2: Thickness of Piece 2 (in): .066 P,,. = 2( D1)92)(FwYn„ Fastener Type: TEKSCREWS .164 .066 38 )212.34 = 351.5 # - Thread Type: SPACED THREADS P,,, =((T2)(T2)(T2)(D1))E0.5 "4.2(Fw) for T2 T1 Crown ) or Valley Fastening: C .066 .066 -066 0.164 ))E0.5.4.2( 38000 ) = N/A D2: D ameter of Hea(dNVasher (n): .322 P„ = Ns' Pns,,,;,, Dt: Nominal Diameter of Fastener (in): 0.164 6 2830 17577 # =l L: Length of Fasteners (iny. 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# - Asn: Thread Stripping Area of Internal Thread (Per Inc): 0.014 n, Threads Per Inch: 32 - ALLOWABLE CONNECTION TENSION tc. Thread Engagement Depth: 0.066 P. =(D2-D1)(T1)(Fwt)(C)In,. .055 38 1 )13 = 110.1 # - Ns: Number of Screws:. - 6 .322 - 0.164 pe, = ((Ks)(Dl)(Fty2)(4/n4c)+3.26(Dt)(Ftu2)(te-21n))/ns 137.7 # - - P~ = Ns' Pn,,,,, Aluminum Allo Structural Values 6 )l 110.1 ) = 660.4 # Fd1: Ultimate Tension of Piece 1 (ksi): 38 . - - - F,,,1: Yield Tension of Piece 1 (ksi)- 35 - F.: Ultimate Tension of Piece 2 (ksh: 38 F,yi: Yield Bearing of Piece 2 (ksi): 35 Coeffiecients: MAXIMUM ALLOWABOADS - _ LEL - - - - Coethecient, Ks = 1.01 SHEAR: _1.299.0 # Coeffiecent 21n = 0.0625 TENSION 660.4# CoeflIiecierIL 41n = 0.125 UNC THREADS: Types C,D,F_G T__ SPACED THREADS Types AB,B,BP,BF,BT ' GekuWbre CeMam ro IM1 ADM2000 88 x 1 /2' TEK 5CREW (H7' 150) 51X AT EACH COLUMN EXTR'D ALUMINUM UTILITY H-CHANNEL (A7'145) EXTR'D ALUMINUM WINDOW JAMB (A7'13 I U) CONT. EXTR'D ALUMINUM PLAN VIEW CL05ED 51U (A'7C5) BELOW T. V DRAWN BY:JP DESCRIPTION: SILL TO UTILITY H COLUMN DWC.S:oe DATE: 1020103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV. DATE: E.L.O.%. JOB' 230 SUN AND SHADE: ST RAIGHT EAVE DESIGN SHEET NO: 11 OF: to FOUR SEASONS CALCULATED BY: Lawrence Duffy DATE: 101112003 S U N R O O M S CHECKED BY: Surya Lernsel DATE: 10/112003 0.. .o w... STAMPED BY: DATE EAVE TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 TEK SCREWS DETAIL ON Equation Inputs, ALLOWABLE CONNECTION BEARING _.4Y Alloy of Piece is 6063-TS P". = 2(D1XTI)(Fa,)1% T1: Thickness of Piece 1 (in): .06 .164 .06 22 )212.34 = 185.0 # A2: Alloy of Piece 2: 6063•T5 P,a =2( D1)(T2)(F„4yn„~- T2: Thickness of Piece 2 (m): .062 .164 .062 22 )22.]4= 191.2 If Fastener Type: TEKK SCREWS P. =((T2)(T2)(T2)(Dl))EO.5 "4.2(F„ ) for T2 <=T1 Thread Type: SPACED THREADS .062 062 .062 0.164 ))E0.5_4.2( 22000 ) = NIA Crown (C) or Valley (V) Fastening: C P„ = Ns' Pns„e, D2: Diameter of Head/Washer (in): .322 8 185.0 1480.2 # D7: 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)(f1)(Fu1)(C)1n.to, Thread Engagement Depth: 0.02 .322 0.164 .06 22 1 )13 = 69.5 # Ns: Number of Screws: 8 Pm = (Ks)(D1)(tc)(Fty2)/ns = 54.8 # P,r ° Ns' Pn„a, - - 8 54.8 ) _ 43B.2 # Aluminum Alloy Structural Values Fr1: Ultimate Tension of Piece 1 (ksl): 22 Fa,,: Yield Tension of Piece 1 (ks0:. 16 F, : Ultimate Tension of Piece 2 (ksi): 22 F Yield Bearing of Piece 2 (ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1480.2 # Coefhecient. Ks 1.01 TENSION 438.2 # Coefhecient 2Jn = 0.0625 Coefhecient, 4/n = 0.125 UNC THREADS: Types C,D,F.GT SPACEDTHREADS: Types AB,B,BP,BF,BT Calmislims Con(orrn 10 (M) ADM2000 EXTR'D ALUMINUM ADJU5TA5LE SAVE (A'7MA'7ET13) BELOW EgIRD ALUMINUM WINDOW JAMB (A7'13 I U) k8 x 112' TET. 5CrEW 017' 150) EIGHT AT EACH CORNER EXTR'D ALUMINUM CORNER COLUMN (A'7C9) K S~a PLAN VIEW DRAWN 8Y:JP DESCRIPTION:EAVE TO CORNER COLUMN DWG. M: 12 DATE W/20 1 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O. r. SOB; 230 SUN AND SHADE: ST RAIGHT EAVE DE 19 N SHEET NO: 12 OF: FOUR SEASONS CALCULATEDBY: LawreoceDuny DATE 101112003 S U N R O O M 5 CHECKED BY: Surya Lemsel DATE: 101112003 [.=r ,..nn~N A-1 ~ o,. oa",nr:.... STAMPED BY: DATE: EAVE TO LITE H COLUMN DETAIL ON FASTENERS: 6 0.164 "X 0.500 TEK SCREWS Equation Inputs ALLOWABLE UUNNECTION BE4RIWG A7 Allny Df Pece I. 6063-T5 Pna = 21D1)(T1)(Fw,Yn„ T1: Thickness of Piece 1 (in): .06 .164 .06 X 22 )21234 = 185.0 # A2: Alloy of Piece 2: 6005-TS P,,, = 2( D1 KT2)(FmYn" T2: Thickness of Piece 2 (in): .05 .164 .05 38 )212.34 = 266.3 # Fastener Type: TEK SCREWS P=((T2)(T2)(T2XD1))E0.5'4.2(1` Q) for T2 71 Thread Type: -SPACED THREADS_ C .OS .05 .OS 0.164 ))ED.5 '4.2( 38000 ) = 722.6 Crown (C) or Valley M Fastening: Paa = Ns' Pnsa„n D2: Diameter of Head/Washer (in): .322 6 1B5 D 1110.2 If D7: Nominal Diameter of Fastener (n): 0.164 L: Length of Fasteners ('m): 0.500 Asn: Thread Stripping Area of Internal Thread (Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n, Threads Per Inch: 32. P. =(D2-D1XT1)(F=,)(CYn, tc, Thread Engagement Depth: 0.05 .322 - 0.164 .06 22 1 )13= 69.5 # - Ns: Number of Screws: 6_ P. _ (Ks)(D1)(Ic)(Fty2)1ns - _ 96.6 # _ - - - - P. Ns * Pn~ 6 69.5 ) = 417.1 # _ Aluminum Allay Structural Values Fan: Ultimate Tension of Piece 1 (ksi): 22 F,,,: Yield Tension of Piece 1 (ksi): 16 F,,,2: Ultimate Tension of Piece 2 (ksi)_ 38 - FW: Yield Bearing of Piece 2 (ksi): 35 Coef6ecknts• MAXIMUM ALLOWABLE LOADS _ _ - SHEAR: 1110.2 # Coefbecienl, Ks = 1.01 TENSION 417.1 # CceRtecknl 21n 0.0625 - - Cceffiecient, 41n = 0.125 UNC THREADS: Types C,D,F,G,T SPACEDTHREADS: Types AB,B,BP,BF,BT CalalMm, CoMom, to (AA) ADM20W EXTRD ALUMINUM ADJU5TABLE EAVE (A77EB/A'7ETB) BELOW #8 M 112` TEK SCREW (HT 150) 51Y AT EACH COLUMN EXTI D ALUMINUM WINDOW JAMB (AT 131 U) WF E) ALUMINUM H-CHANNEL (AT 111) PLAN VIEW DRAWN BY:JP DESCRiPnOWEAVE TO LITE H COLUMN DWG. #:10 DATE W2=3 FOUR SEASONS SOLAR PRODUCTS, LLC. REV. DATE: E.C.D.#: JOB: 230 SUN AND SHADE. ST RAIGHT EAVE DESIGN 'e VI!D 41, PEST SHEET NO 13 OF: Is FOUR SEASONS CALCULATED BY: Lawrence Duffy DATE: 10/12003 S U N R O O M S CHECKED BY: Surya Lamsal DATE: 101112003 *...,e. r•,+w.,o,n m, o.r ln- STAMPED BY: DATE EAVE TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X D.500" TEK SCREWS DETAIL ON Equation Inputs ALLOWABLE CU414ECTION BEARING Al: Alky of Piece 1' 6063-TS P. = 2(D1)(T1)(Fw1Yn„ T1: Thickness of Piece 1 (in): .06 .164 .06 X 22 )2/2.34= 185.0 # A2: Alloy of Piece 2: 6005-TS P. = 2( Dt)(T2)(FwYn" T2: Thickness of Piece 2 (in): .066 .164 .066 36 )212.34 = 351.5 # Fastener Type: TEK SCREWS Pm =((T2)(T2)(T2)(D1))E0.5'4.2(F„a) for T2 c T7 _ Thread Type: SPACED THREADS .066 .066 .066 0.164 ))E0.5'4.2( 36000 ) = NIA Crown (C) or Valley M Fastening: C P. = Ns' Pns,,,;, D2: Diameter of HeadlWasher (in): .322 6 185.0 1110.2 # D1: Nominal Diameter of Fastener (in): 0.164 L: Length of Fasteners (in): BABB Asn: Thread Stripping Area of Internal Thread (Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n, Threads Per Inch_ 32 _ P. =(D2-Dt)(T1)(F„1)(CYR. tc, Thread Engagement Depth: 01066 .322 - 0.164 .06 22 1 )13 = 69.5 i Ns: Number of Screws: 6 P,,,, _ ((Ks)(Dl)(Fty2)(41n-tc)+3.26(D7)(Flu2)(tc-21n))Ins 137.7# P. = Na' Pnm 6 69.5 417.1 # Aluminum Alloy Structural Values F,,,,: Ultimate Tension of Piece 1 (ksi): 22 Fqt: Yield Tension of Piece 1 (ksi)_ 16 F,: Ultimate Tension of Piece 2 (ksi): 38 F,r2: Yield Bearing of Piece 2 (ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1110.2 # Coeffieeient,Ks=_ 1.01 TENSION 417.1 # Coeffiecient 21n= 0.0625 Coeffiecient 41n = 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP.BF,BT calcumiom Cwn to 1M)ADM20o0 #5 x 112' TEK 5CWEW (H7' 150) 51X AT EACH COLUMN EXiWD ALUMINUM UTILITY H-CHANNEL (A7'145) EXTWD ALUMINUM WINDOW JAMB (A7-13 I U) PLAN VIEW ~WWO ALUMINUM ADJU5TABLE SAVE (A'7MA-7ET5) BELOW DRAWN RYAP DESCRIPTIDN:EAVE TO UTILITY H COLUMN DWG. 11 DATE102M3 : FOUR SEASONS SOLAR PRODUCTS, LLC. REV. DATE: E.C 0 . 0 lOB: 230 SUN AND SHADE. ST RAIGHT EAVE DESIGN SHEET NO: 14 DE' 16 e! n, D Y;.a s c r c DATE: 10118003 FOUR SEASONS CALCULAT ED BV: Lawrence DU y DATE. to/ 112003 S U N R O O M S CHECKED BY: Surya Lamaal DATE: - STAMPED BY. ROOF PANEL TO EAVE DETAIL ON FASTENERS: 6 0.242 "X 5,000 " FASTENER Equation In uts- - - - Ai: Alloy of Piece 1: 3105-H25 ALLOWABLE CONNECTION BF3.HINL; T1: Thickness of Piece 1 (in): .024 Pm = 2(D1)(Tt)(Farpn„ A2: Alloy of Piece 2: 6063-T5 _ .242 024 23 )212.34 - .1-14.2-#.- T2: _ _ Thickness of Piece 2 (in): .07 P. = 2(D1 XT2)(Fm Y% Fastener Type: FASTENER .242 .07 22 )712.34= 3t8.5# Thread TYPe: SPACED THREADS pr„ =((T2)(T2)(T2)(D1))E0.5 -4.2(F.) for T2 c= T1 - .07 .07 .07 0.242 K0.5'4.2( 22000 ) = NIA Crown (C) or Valley M Fastening: C D2: Diameter of HeadMasher (in): 1.25 P. = Ns' Pnsm 6 114.2 685.0 # DI: 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 Pte, =4D2-DI)(T1)(F.1XCYn, tc, Thread Engagement Depth: - ox .024 23 1 )13 = 185.5 # Ns: Number of Screws: - 6 1-25 - 0.242)( (Ks)(Dl)(Ic)(Fh2Yn`+ 91.3# 6- 91.g ) = 547.5 # Aluminum Alle Structural Values - - - - F,,,,: Ultimate Tension of Piece 1 (ksi): _ 23 _ WASHER: 1.25' DIAMETER Fy,: Yield Tension of Piece 1 (ksi): - NIA ` F.: Ultimate Tension of Piece 2 (ksiY 22 F,2: Yield Bearing of Piece 2 (ksi): 16 - Coeffiecients: MAXIMUM ALLOWABLE LOADS - - = SHEAR: 685.0 #IPANEL CoeffecienL Ks 1.01 - - ' Coeffiecienl 21n = 0.1 TENSION 547.5 #IPANEL Coeffiecien4 41n = 0.2 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB.B,BP.BF.BT - CalwMlnas Canlwm le (Ml ADM1nW # 14A x 5' ROOF SCREW WITH 1 114- WA5HER (HKZ 135) 51X 5CREW5 PER PANEL @9' O.C. 3', 4 114' OPT THICK ROOF PANEL APPLY 5TRUCTURAL 5EALANT EXTK'D ALUMINUM UTILITY SAVE (AT 1441 T 5 DRAWN BYAP DESCRiPnDN: PANEL TO EAVE DWG.rr S&SRDS-01 DATE:t01 OM FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE E.C.o x: JOB: 230 SUN AND SHADE: STRAIGHT EAVE DESIGN SHEET NO 15 OF 15 CALCULATED BY. Lawrence Dally DATE: 101112003 CHECKED BY: Surya Lamsal DATE: 1011/2003 STAMPED BY: DATE ROOF PANEL TO EAVE HIGH WIND CONDITION FASTENERS: 6 0.250 "X 5.000 THRU-BOLTS DETAIL ON Equation Inputs MI 1 OWARLP rnNNECTInN BEARING A1: Alloy of Piece 1: 3105-M-C - P,,, = 2(Dl)(Ti)(FN,yna T1: Thickness of Piece 1 (in): .D24 . .250 .024 23 )22.34 = 117.9 # A2: Alloy of Piece 2: , 6053-T5 P. = 2( D1)(T2)(Fw)In„ T2: Thickness of Piece 2 (in): .07 250 07 X 22 )22.34= 329.1 # Fastener Type: THRU-BOLTS P,,, =((T2)(T2)(T2)(D1))E0.5'4.2(F„,)for T2r_Tt Thread Type: SPACEDTHREADS .07 X .07 X .07 0.25 ))E0.5.4.2( 22000 I= NIA Crown (C) or Valley M Fastening: C P. = Ns' Pns,,,;,, D2: Diameter of HeadNVasher (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=DI)(Ti)(Fn„ )(Cyn, tc, Thread Engagement Depth: 0.07 1.25 - 0.25 .024 23 1 y3 = 184.0 # 1.!s: Number of Screws: 6 P. Ns Pn~, 6 184.0 ) = 1104.0 Aluminum Alloy Struc ural Values F.: Ultimate Tension of Piece 1 (ksi): 23 WASHER: 1.25" DIAMETER Fry,: Yield Tension of Piece 1 (ksj): WA F„o: Ultimate Tension of Piece 2 (ksi): 22 Fy2: Yield Bearing of Piece 2 (ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 707.7 #IPANEL Coeffiecient.Ks = -1.01- TENSION 1104.0#/PANEL Coeffiecient 21n= 0.1 Coefflecient, 41n = 0.2 UNC THREADS: Types C,D,F,G,T SPACEDTHREADS: Types A8,B,BP,13F,8T Cak Wws Cmkam W IM) MOM2000 1 /4' THRU BOLT5 WITH 11/4' WA5HEP5 51X 5CPEW5 PER PANEL @9' O.C, 3', 4 114' OR 7' THICK ROOF PANEL EXfR'D ALUMINUM ' EAVE TOP (A'7ETB) EXTR'D ALUMINUM EAVE BOTTOM (A'70) T V DRAWN BY:JP DESCRIPT$DN:PANEL TO EAVE (HIGH WIND) DWG.*:S&SNDS-02 DATE: iwsw FOUR SEASONS SOLAR PRODUCTS, LLC. REV. DATE: E.C.D..: JOB: 230 SUN AND SHADE: STRAIGHT EAVE DESIGN SU^n vbe F".51 SHEET NO: 1s OF: to FOUR SEASONS CALCULATED BY Lawrence Duffy DATE. tOH2O01 S U N R O O M S CHECKED BY: SuryaLamsel DATE: 10/12003 n.,.x.v.- ..ro n... 3n1- STAMPEDBY: DATE: ROOF PANEL TO RIDGE _ FASTENERS: 12 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation Inputs ALLOWABLE CONNECTION BEARING- Al: Ahoy of Piece 1: 3105-1,125 2(D1)(TI)(F„rYn„ T1: Thickness of P'lece 1 (in): .024 .164 .024 23 )22.34 = 77.4 # A2: Alloy of Piece 2: 6063-T5 P. = 2( D1)(T2)(F.,zyna T2: Thickness of Piece 2 (in): .055 .164 .055 22 )22.34 = 169.6 # Fastener Type: TEK SCREWS Pn, =((T2)(T2)(T2)(D1))E0.5.4.2(Fw) for T2 T1 Thread Type: SPACED THREADS .055 .055 X .055 0.164 ))EO.S -4.2( 22000 ) = NIA Crown (C) or Valley (V) Fastening: C P„ = Ns' Pns,,,,, D2: Diameter of HeadANasher (in): .322 12 77.4 928.5 # 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 P,,,,, =(D2-D1)(Tl)(Fr„)(C)1n, tc, Thread Engagement Depth: 0.055 .322 - 0.164 .024 23 1 )13= 29.1 If Ns: Number of Screws: 12 P,,,, _ _(Ks)(D1)(lc)(Fty2)1ns 48.6 If P, Ns' Pn~ 12 29,1 ) = 348,9 # - Aluminum Alloy Structural Values F„r: Ultimate Tension of Piece 1 (ksi): 23 - - Fry,: Yield Tension of Piece 1 (ksi): WA F,„ : Ultimate Tension of Piece 2 (ksi): 22 F,yl: Yield Bearing of Piece 2 (ksi): 16 MAXIMUM ALLOWABLE LOADS C ef6ecients: SHEAR: 928.5 #IPANEL Coeffiecient, Ks = 1.01 _ --TENSION _ 348.9 #IPANEL Coeffecient 21n = 0.0625 Coef(Iecient, 41n = 0125 UNC THREADS: Types C,D,F.G,T SPACED THREADS: Types AB,B,BP.BF.BT GkuWiwu Coramm b rM) ADMZOOD M8 x 112" TEK 5CREW (H7' 150) j 51X ON TOP < BOTTOM OF PANEL (12 TOTAL) 3', 4 1/4' OR 7' THICK ROOF PANEL _ EXTRD ALUMINUM 4' RIDGE (A'74RR) (5NOWN) OR 3' RIDGE (A'73M OR 7' RIDGE .(A'77RR) T V DRAWN BY:JP DESCRIPTIDN:PANEL TO RIDGE DWG.k:585RDSM DATE:tORlW FOUR SEASONS SOLAR PRODUCTS, LLC. REV. DATE E.C.O. p: JOB: 23D SUN AND SHADE. STRAIGHT EAVE DESIGN C L'I~p ',',e VIS: SHEET NO 17 OF: Is FOUR SEASONS' CALCULATED BY: Lawrence Daly DATE. 10112003 S U N R O O M S CHECKED BY. Surya Lamsal DATE: 10!12003 vs.+r ".+."a... w. o.r. >o vun STAMPED BY: DATE RIDGE TO EXISTING STRUCTURE _ FASTENERS: 1 0.375 *X 3.000 " LAG BOLTS DETAIL ON E nation In UW ALLOWABLE CONNECTION BEARING At: Alloy of Piece 1: 6063 T5 P", = 2(D1)(T1)(Fm,yn„ T7: Thickness of Piece 1 (in): 0.0625 375 0.0625 22 )22.34 = 440.7 # Fastener Type: LAG BOLTS P„ = Ns' Pns,M„ Thread Type: SPACED THREADS 1 440.7 440.7 # Crown (C) or Valley (V) Fastening: C D2: Diameter of HeadANasher (in): 1.25 D1: Nominal Diameter of Fastener (in): 0.375 L: Length of Fasteners (in): 3.000 ALLOWABLE CONNECTION TENSION Ns: Number of Screws: 1 13, =(D2-Dl)(T1)(F,„XC)/n, 1.25 - 0.375 0.0625 22 1 y3 = 401.0 111 P. = Ns' Pn,a" Aluminum Alloy St etural Values 1 401.0 ) 401.0 # F,k: Ultimate Tension of Piece 1 (kst): 22 F,,.r: Yield Tension of Piece 1 (ksi): 16 . WASHER:1-114" 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: Types AB,B,BP,BF,BT CskaWi Cakmm to lMI ADMWW EXISTING ADEQUATE 5TRUCTURAL FRAMING / MINIMUM OF (G) IM" FA5TENEP5 WITH 518' WASHER PER PANEL. ACTUAL DE5IGN OF TNE5E CONNECTION5 MU5T BE DETERMINED BY OTHER5. EXMD ALUMINUM 4' RIDGE (A'74WP (5NOWN) OR 3' RIDGE (A'73RR) OR 7' RIDGE (A'77RR) - V T DRAWN BY:JP DESCRIPTioN:RIDGE TO EXISTING STRUCTURE DWG.M:SASHDS-04 DATE:7W=3 FOUR SEASONS SOLAR PRODUCTS, LLC. REV. DATE: E.C.O. M: JOB'. 230 SUN AND SHADE: ST RAIGHT EAVE DESIGN "JI D 1:.. SHEET NO 18 OF: 18 FOUR SEASONS CALCULATED BY: Lawrence Duffy DATE: 10112003 S U N R O O M S CHECKED BY: Surge Lamsal DATE: 10112003 L-4• ,n,a. n w '..n,x. n.o M'r,-s„ STAMPED BY: DATE' ROOF PANEL TO ROOF BEAM (H-BEAM) FASTENERS: 2 0.164 "X 0.500 TEK SCREWS DETAIL ON Equation Inputs --ALLCANgBLE CONNECTION BEARING Al. Alloy of Piece 1: 3105-HZS P,,. = 2(D1)(T1)(Fw1Nna TI: Thickness of Piece 1 (in): .024 .164 .024 23 )2/2.34 = 77.4 # A2Alloy of Piece 2: 6005-TS P. = 2( Dt)(T2)(Fwlyna T2: Thickness of Piece 2 (in): AB .164 .08 38 )22.34= 426.1 # Fastener Type: TEKSCREWS P. =((T2)(T2)(T2)(D1))EO.5 "4,2(Fw1) for T2 1`1 Thread Type: SPACED THREADS OB .08 .08 N 0.164 ))E0.5 "4.2( 38000 ) = NIA Crown (C) or Valley (V) Fastening: C P. = Ns " Pns. D2: Diameter of HeadfWasher (in): .322 _ 2 77.4 154.7 # DI: 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)(Tt)(Fy,1)(Cyr, tc, Thread Engagement Depth: 0.08 .322 - 0.164 .024 23)( 1 Y3= 29.1 # Ns: Number of Screws: 2 P,,,, _ ((Ks)(Dl)(Fty2)(4ln-tc)+3.26(Dl)(Ftu2)(to-2/n))Ins 221.8 # - - - P, =Ns' Pnm 2 29.1 ) = 58.1 # Aluminum Alloy Structural Values Fw,: Ultimate Tension of Piece 1 (ks): 23 - _ _ Fw: Yield Tension of Piece 1 (ksi): NIA Fw1: Ultimate Tension of Piece 2 (ksi): 38 F Yield Bearing of Piece 2 (ksi : 35 MAXIMUM ALLOWABLE LOADS Coetfiecients: SHEAR: 154.7 #/FT. _Cceffecienl, KS 1.2 TENSION _ 58.1 #IFT. Coetrecienl 2/n= 0.0625 COeffleclent, 4In = 0.125 UNC THREADS: Types C.D,F,G,T SPACED THREADS: Types AB,B,BP,BF,8T Ce Wlme CwdwMm MAI ADM200D F AB x 112' TM SCREW (H7' 150) Q 12' O.C. 5TAb6ERED 5EALANT 51DE TO 51DE (EXTERIOR ONLY) (ON TOP t BOTTOM) 3', 4 U4' OR 7' THICK ROOF PANEL EXTR'D ALUMINUM 3" ROOF BEAM (A" 3R5) , (5HOWN) 4 U4' ROOF BEAM (A'740) - - - 7" ROOF BEAM (A 77RB) T V DRAWN By JP DESCRIPTOWPANEL TO H BEAM DWG.>r:SBSNDSM DATEID/20MM3 FOUR SEASONS SOLAR PRODUCTS, LLC. REV. DATE: E.C.O..: tttarOD~ MAru{aG:K?p' NDYt11 Aw.iFi.GAt'~'C~' S Indoors"(^~i Outdoor Living.« y F N ~y cw tlLTIt F#IL AM¦ DESIGN MANUAL REFERENCES ALUMINUM FOUR SEASONS SOLAR PRODUCTS 5005 Velam s t4e^1 l V449tma! Fla=5V. Nes Yp* 11741 p31)50.4001) Ftz ~611~ 216-9076 Table 3.3-1 IdiNIItAUM I&F-CHWCAL PROPERTIES FOR ALUMINUM ALLOYS wt4PR6MR. 1MICI : ; a 77iNStOt4 CDIIPRESStOt4 f4DO43LU5 DF RRNDr PRODUCT PA14OF F.1 F1 to td Fq E1t6TICRTJ 7TEYPER DL td kel ~ 10,70 Am 14 11 710•F172 ShWL P1ne 16 14 13 10 B 10.100 -M74 `Raw Rad L Bar AS 4D 33 1020 -THSS Steel Dp4p-0240 67 BD 50 40 34 10.900 2014.76 Plate t.250-2= 57 S2 35 31 7020 N ED 0 65 55 E2 3B 31 10= .T6, T6510,'f6S11 Rod Al •T6, 7557 ? C40 Firishod bet. Dawn Ttlw 55 39 32 1DAW 2DI4- sheet OB75-0039 B3 5~' 30 31 1020 2074.76 DD4D-0249 54 5T 55 33 1020 Shed Ts51 P D250-0.409 54 57 11 7 10.70 17 72 t0 3p'y1.H12 sheet i Plele =7-2J= 17 14 12 70 10.10 DD09.1Dm to 14 12 10.10 Shw 4-174 l Hale DD~.162 24 21 is -His WAVIN m 15 14 10.100 oDpS-0.12B 27 24 11 7 10.10 -H12 Do T~ An 17 12 {114 D~lobe AB 24 21 76 i0 12 to tD.1W Drew lobe .H72 M 20 17 12 12 70.70 10.100 4476 DDmit iTtete AB 27 24 27 15 1 2 4478 1C Ls 10.10 RLded sheer i Plate DD17.2.1300 76 11 72 9 10.10 3OTr 112 Shoet?Pme D200-1A9D 70 76 77 14 72 70.10 4-" "B".162 b 20 79 15 13 10.70 4-11M DD74-0-128 26 23 +na Shed 79 16 15 :2 0 10,10 3,p~.7-174 Drwnlute O.DtD050D 26 27 m - 7b ti 70.10 L. .H7e DlwnTube 7B 77 72 1C.11130 skier. ? Ptm - ~ 22 is 14 10.10 3004-H32 - 02764 OD 400 25 32 ' -H34 Sner i Pte1e 0209-7 25 20 16 10.70 .4-CIS Sneet 0206-0.'62 m 31 29 21 76 10.10 Shed - ODp6-0. ZO 25 1s 14 10.10 24 -FOB om".4511. 32 t5 7C.7W - 3004-1-134 DragT7~ 0216-0.450 .35 25 27 22 At=W 17 is 12 10.10 - 0.017.0249 27 24 21 is 14 10.10 3004-~fl2 Shed DAN-0249 - 37 . 13 1s 10.10 ' 4-C34 snM DDD6-0.i62 34 27 77 70.70 4-'m DDD6-0.120 37 30 28 21 shell 31 26 22 is 1s 70.100 4-131. H241. 1D41 s1re1 D.024-0.050 34 3D 25 19 17 - 70.10 -4751.4261.106'1 Sheol 22 2D - is 13 70.70 0 DD73-0.050 26 - 17 1B 10.127 25 Steel 30 2S Shag 0.006.0.080 10 77 14 11 10,10 31054-125 Sheol 0079-0.080 23 to 71 a 10100 gnat?Ptele 0.077-2.DW is 14 12 7D ...10.10 5005-472 Shard Pleb O.D39-7000 21 77 7S t0.t0 -474 DDD6-0.762 24 20 1B 14 .7 113,100 -476 Steel 0.017-2000 17 12 it 4432 St" L Plate p2Dp-1400 20 15 14 12 85 10.10 _Hm SMeli Prole OD05.0 r2 23 7e 16 13 11 70.100 4i36 sheet 10.70 DD17-0249 22 16 14 14 15 1 B B 1D.7W 4-W 5050-432 sheet DDD9-0249 25 20 is 13 9 10.-10 st" N -1132 ON Fn RoC i Bah As 22 is 7s Drown Tube 20 19 15 12 70,10 AN 25 -1{34 Cbk Fel. Rod ? Bart Drawn Tube Fm aD tbbtnoter:, two tut Page 01 WO Tabte ir I-A-T S January 2DDD i N N x t o } M 3.q'' ~ 0 J m . ~ y y~/P1~ Jay ~ }}~}}b}~S ~~~~at~a D ~ ~ T N T ~ ~ ~ ~ 1 ~ } iV }a(}~V}~}o ~jJJJJ JJ AJA JJ ~ tit Or Q 3 ~~~jjj \N N~Ji ~1NNNN m q A A 9 • J z3 Q$$ s i K K f8% K _ K fit ~ n d y_ e, ~ n a g u rR G .e pebeb} JJaPeebbg 0 b $47 '0 $ d9 b a e veo6ebb ~ ~ $ ~J "J$'~ 2 LL gig b b uwJ ii P L L LLR°~~~ass~ L zLa gi~s8a~s"s~ "a E~,"~ a J y y S= e o b~U 8 'iitl8 = m ~n g ~•ttSSSld N g ~ ~ . w t vo`rilnlS>A>RIIIZ6~ JJ N.~ Stst 1I~y~ 8 1d i8 A S9 Sun gLLI4A M IB IB `3 ~Ja i'i'a 01 2Itl~ E>? 1 N N J J J J J y y ..JJJ p yy N y Np you NNJJJJJ ~ PV..01..JiiJ ~ ~gggTg ~Ny 1A U ~ N01 UIN~YI~ N OO~~yyO opNNOON IA yy r 6 a5 N N N y C N < iff N ~I ~ pq JJJJJJ JJ N%~IIA 41 ~ A• W JJJJJ y INNNN.V,•O~ Sa N N G G IliiN01 IE IR Id NIA IA apl pj~9C10 CI1N V..N H uyT~.r. d a s:a E." it y^1"1a9"J"~y yxpi0l0{fY% T O Ai ~ 0 gg ti 18. Y 'Y'Y 01 d 1tl011tl 01010101CIZ101 CI ea.s.esr'aAs .Ji.JiJSioii. w w~N E~" N 5 v~Jsone+ J"V VJ JV PI ` ` )JJJJJJ./ J COe A eee eee!~ ~ ~VVV'~~~! - J J J J J J J "-S, n _ _ JJJJJJ ! e eeO OO e.. ~ ~ ~ Q u J JJJJSJJ) 00a000p0Q0 ~e S ~gg~8~~13 ~ ~ JJ e_ee ep ep a nCAV~Oss OOs 1i I~sI~~~I~I~1~I~C V M G P]E {T~S]j J J J J c N ; c a s e s ass salsa's s ass - AIM For angles, the gm vidik shat] be the wm of the w•idda 5.1 Spacing of Stilcb Rivets, Screws and Bolts of tht legs less tht thicknraThe;a;t for holes in opposite in Webs lec& shall be the sum of the gages from the back of the tt.'bere twp or more wth plates art in eomact them shall angles. less the thickness be stitch riven eerews of bole m make them net in nAison For splice st of s the tbw %lu u shell been only gist part irk compcssion members. the phcb and;a;e of such rives riveu or boltsolm. bof ri & member tin has been developed by butts dial be detetmintd at outlined in Section n 5.19. Is ,ryosd The section condiderrd cc tension mtmbcmt7emudmumpitdim;n;cofsuch mest sercws or bolts shat not extend a distance, in inelm, equal 5.1.7 Effed)vt Sec6Dns orAn-.la to 3+2Dt, Cm mm.76+ 3&) it u ich r is aht thiclaess of the if a diseontiauom an* Isir.;l or paired) m tension is outside p1DteL connected u on at of a Pro= pLu; the effective net section sbil be tit net action of the connected ltg Plus 5.1.11 Ldgt Distance of Rivets, Sotrws or Bolts one-third of the section or tbt omsunding leg vuku the 7beminima dataas from the mater of rivet. saga or outstanding k= is romucca d by a lug angle In the Caner bah undo tarnputmd mess to the ed;e of she sbtxt or shape Case. entire of th the rlr- The m tetdoa shall be the od It ate suvon toward uNcb tic pressure is directed shat be twice the le the one The lets an; o shin t be d embe developa nominal d'tameser of the tire, screw- ur bob wIcn win; the least one-half tic meal bad the memo r and than be allowablt bearing stress shown is Tables 5.1.13-1 and -L For do to the main Member bl• trace tau = eners. When it show edge d3--- is used. ale allowablbearing counecam For double a& plated baci-to- ba~ and nd taoson he a mtss rho be reduced by the nano --al e8;= du- of rmum M -t bosh nesides d a ofi pone theeffcovl net section c tanerJnice the fastener t Won= (Ste Scion 3.45).7Le the d s of th o Dame kgc plus tw•tbirds of of the edge distance shat nm be lea than 13 times the 1 w ener sr orinelse outmoding]e;s diameter m corded, shtwtd, sawed. rolmd to planed For Fn ermedae joints of co»tinntrut angle. Ox e$ec- edges. tive net arts shat he the gran smctional asked deductions for hds 5.1.12 Blind Rivets 5.1.8 Grip of Rivets, Screws and Bolts Blind riven shall nor be used unl:.o tlx grip 1=.w&s and rivet-bolt mleances we as recommended bl• the retpt~ve If the grip (tool thi3aeas of metal btin; fanned) of manufa=deers. _ rivets. canons m bolts tasnias Cal-.1111000 stns asLds four wad one-bar times the daintier, the allowable load per S.L13 Hollow-End (Scurf tubtdar) Rivets rivet. sa=w' mbohshal be reduced The reduced allowable load shag be the aormd alowable Ind divided by If boll6w-cad rivets with solid cross scions for a [1R+Gfl(9D)] b Oik h Geis 1)x g:* and D is the mom; nal portion of tbeim;ib we used the stTmgb of tbx nivas diameter of the rim or bolLlf the grip of the Siva exceeds shall nix be taken equal to the strmo;tb of sold tivets of the six times the diameer. sPCCW ewe ghat be ukea to insure same material unless the btmnm of tbt cavity is at Imast' 5 that hDlea wt11 be fled tam-TI oely. Ptrcem of tbt five diapuae from 6t Plant of slaw. U measured toward the hollow-esd, and ftetbw poovsd--Zthe 5.19 Spacing of Rivets, Sci'evm and Bolts they we used in lu:xd ms w•htie they coil not be mbjcted aP w:iabley . 1. saessm to Jlinimumtfstaoxbtswetnriveteentasshanbe3timea - the nominal rive dtamctcr minimum dhnaoce of bolt as 5.1 14 Steil Rit ets screw scows sban be 2% tunes the nominal diameter. In built-up eotnpreessian mtinbea the peach in the dirctioo of Stem rivets shat not be used in alurminu n strusaec stress shall be such tin the anowablt stress on tit individ- unless the alwainum is to be joined to stet]' or % pert ual omside sheen and sbapm nested as columns laving an corrosion msisunct of the structure is nor a negnimnmit or effective lenph equal to am half the rivet. strew at bob where the = is to be pmtcwd a;aimt corrosion (See Pitch ticerdsThe calculated stns.7he;age nri;lm an;lea Scction 6.6.3 to the dbrx6oo of stress shall be sacb that the aDvwable saws in the outside sheets. dculwed from Section 3.49 S.L1S Lod bolts exc=r-ds the uleulated sv=L In this rest the width b its 10 thole shill only be used when iassalled is eoafu- is the o 3.4.9 droll b permitted to be sakes as 0.6g where; mantz with the lDCkbolt manulaCIUr a sp~featiuos and the ~:t w•hta the body diameter and baarius areas under the head and mA, or their equivalent. are au Itu tbm tbost of a conventional out and bah. I-A-59 January 2DDD In addition, the requirements of Senior 1.17`1 5.11.4, Wit d ow 5.1.16 Sled Buts shall be pmPuni mminsed from the the falloy+allobkta'p Slip .11014 ~ is cot Win= necl bola we Used they shall be bol-4 01:6- of boll w dctc , Di=d. mechaniealh• gdswnizcd.tinc eleeoo-P1nrA_ 11101111. es¢eft& 7be noaoinal diamac o1 the bull shall be us:d m nixed, oQ 300 setts stnnless nee- "-"Am other pLwnP calculate its area a toad be tubramed link ~ YP'a arra Direellm andlor coatings are to be axed. a i~tQ a an a 177 Diract~ rM sraraa Paraw to subssantiam the corrosion resinanct of disc PrOduct" contact Surtaea o..*aYe Uw% o+ boned P¦ra b a saae tapSu sun 5117 Slip-Critical Connections son 51.171 Geoe:ral t aaPi 04 ca4 M.l 1 Slip-micial conntzemms below alomimsm mmnbcmOF Gassa(Shp 25 195 21 195 2D t4D 17 115 UMMInatuminwnasdmca =nbasahallwmPlSa"btFre coeitramnsol Resemarb Council on Stracntal Comecions (RCSC) Balls sham be inseamed to drelop the emcee boll Specjf cation for Strtrcmrof Jainut aciu awdificd lemon ifibe is on 5.1.17 7. A49DBotts AUoaol,kArestDrs"gaareat°sfiem best The slew on a boll is a clip-tsitiml cm ~ cm 7bt effect on slip nx oftoetpa soot mcced the aDosable cheat for ft (Sectivit ills insnIIation temp--stam and tbt dilltrenct in C=fs- 5.117"4). the aUoa'alikkArliO[ fm 1t~ cO51m17l51 deny of tbmm mpm6m of aluminum and aar] shall ba (S~^tiw 3.4 5). UrtbeahowaWe slip add=std" 51172 Ttatrsial 51.I7b PI'ashets Aluminum tared is s5P-es"ical ma c=6ms sha0 B II a) q asbcs sha? be used tmder bob bn& and Duds tiers-le Tidd eaeagd of m leas 15 lW i (105 Mh mm- them comply aitit tSTm A3?S• non aba)f comply witb b) Al a long sloth bok is as omc PIT. a gahauxal and 5116 m [F tl,i3 will A5T1d A563 Gradt DH or; S m94 Crade -H sr ,Plate w- ^ arbor at lc= stands7d bales. sham be Used. Tbc pint wtibtr or bar shall wTzbca sham =no Willi ASThd F43fi Bain min one 7sh-a aham be Zincewt+d by tbebm-ft m me3°a"Br co~~ly COVET the slot but n~ as be bardmcd. . d Dialed prosssrs as ap-a5ed in ASlaG A325. C) w-nert the ome fax of the bohed pans bas t slope cnc the IM lift tospeca to a plm animal m ft boll gr 51173 Holes . &LK a be^ drA s.'asLR :ball be nab Hplts sham ba smdaid boles to etsim bales. Shea 1astallation al diatc~~ doaedLols7bcaam® 5117:17 in t~witb the RCSC for ta-A bolt orlw type E6a um emced tboa showy is $e Bolts sbsU be ggbcn-.d at til, bo RCSC Spetifccatim Table 1. SptcjFcarias 5.1.17A Design fa St"ngtb 52 IJletal Stitching Staples Tae Serum stirs m it boll sbam not tmtmd 21 1:si (145 Boa abk s values far maa) stncb3 in 7a>m: 50=0 ser of )JiPa) for halts with tbrtads in the gibes plot and 3D 1:14 in alonlatedlnadschall be estabTiatrtl w dr-bacaxr~ (-cmmpa) for bola witbout threads in the abrr -600.d Boll nrlt Um in a=m bm= witb SWOM g., sbmc sarsses are based ua the nominal coy araioa (unthreaded body anal of it bo1L The bc=M cows w the Screw Connections eounazmePam dalltaneae~theslloaablebmscing5=0 5.3 Tapping The following norm= applies m 66, " sp-a$tal in Sccotm:.45. A ,bread caippmg area al intcnal'lucad ps 51.173 Desaga for Slip Resistant: Unit )cn.-ab of engagtmmd Aluminum wrfaxs abrasion bl vial, teal slag m oo s--rca lo=om C = eo ffi^'•" wiai~ de me of V mill (0.05 SSPC SP-5 m an aveagt: subnratc pro mm) in contact will, sinalar aluminum smiaees a Line D z nominal save diazoc>Q painted taccl surta"a airb a maximum d7' film thickness of coeffieieau for D, noaanal bolt disme w 4 mils (0.1 mm) arc Class H surfaces. Slip othc surfaces shorn be decmi:red in a=ordanx will the D. a nominal waslac diameac RCSC Specification Appendix A- January 20M l-A-GD washer dumew and P„ shill be the lusc of hrger of ft nominal D. n 1J 9- 5.3.7.7 .7 the suety load ' io of ,,,-amber P„ ` =F.r Drt n. s lems7lc ubimase mE F„ eontaa V* the wt br~ Ed of membo DO' in F~ =lilt dtiatate B D12- F, etmtat7 •~m the sc" bead rel mrnE1b of mcmb~ not in F, It raj d socw' hew Fee hht s l.0. P c . shill am ilso ucxd ft Imo. cuclfidca winch d*=ds co mwbm P.. ` 4.202 F.r 53.7a-s7 R, tldclTrsa a nnmb=of th*eads Pc una Wn4 for a spew 2 shear in 5tsevrs a 53.1 sho IM factor of catch' : 9 A ~ shim aapaaon" ry of d =M, ,ct by tauluPlYlot the de favor of sdcq p. s ellowablc ibetQ fora per screw awordinI m Section 5.1.1 b1 Mjutd z aorabd sbrar awry pQ spew a by =0 aeemdiat w S>=con S. T¢ tddmue stirs vstd P. sl aD am beleu t w 1= Pty ono. a61c uma'lc fora PQ s~Iw ~t1• of the s=ew' P, sums* PMT I=w p~ s aomind tma'k mmEtb Pa i7Cw Tension p~ nomiml Put) 4AR went ~ 1 sa_v 53F 5=,-% wbirb carry trasile loo ..t& d a bevc a aomin~ Pulf-0` a meaEtL P° s~0w s=ew or wYuMjcss ~5n6 iu- l W-asbcsshal>be vitb the mhss r thidrss of to tx mt l=am D.f•SD in (13 mm) ibis caladat:d as ' s=wbead 7M teasion fors sban VOL acrd P. x 7lacbess of mcnibc trm m tonta7 N'lrh Ib[ foDow'c scree h'.ad s=ea' of P~ and P~ da-"m~Wcd ti¢ lesuz ^ r s dritb d t,n thread qqi di~E P. pw sbaD be ul= as imo5a0. arcludmEtappmE 5311 Bud 5.3.2 dshiss~oasbaMMpplyw tapPr3 " bdoNinSccovns pDtbcrz9 41mm)tbr=gb (63w MM)- TM Dil'rn ~ lx t>+~ f °~°A1t~ 53 J ye aomin Pa-out • d+ Pr im pullinE a sx+ ull om. wvborw•itbomesrl - shah be D ie desig yam=n `'ahem fm a Pardeulc Vp out of a thraded PIM& cm thread tap= C D.F. C• and 7) -adard w be bard oa ~ ~1n9 m S ~rdara 1) for 17~1e *=ads screw' SQe 3 arm) ws sban be untamed amd aJi"Cd fm 0.D5D in. F t s 0.1:5 in. (IS mm s Its a) . 5321-JJ _ °f = sp¢rfrsn o0 of cafi bzr (FA • t R be w the sb ~p crd the enow•able P,.= /,D r. F~ joiaedb)' scs" as.,ntwshan secoon r cDABDin M Obw s r is 2 mm) 1 dower 3.4.4. 7bc net w.hvc 1.D1 for sucas trove Sew~a 3.4. (IS mm s to SCtioa 5.1.6. Sban be de=-6106 a:cmdru; s 120 for of,in. s I. S 0.1` is (2 nu% s 3 mm) 53.1 Sbear nE <r <D3in ('_mmcyc63mm) The sbear force shall aot exceed the onowabk bilsrilow b) for 0.73 in D.129 + 1.16A.F~r eordinE m Setion 3.4-5 hoc the p~.12D N=S - r I force for a sacw tc Ibis scnion y.33.7a•2) ablcs a^....ordinE m sobsy-tions of C) for D..'-5 is s r, s 0375 in. l63 mm r. 10 mm) 53.1.1 Goaacdioa Sltcar calculated IE9• J3) exceed P. The sbear fora P= screw steal1 TO ex p~ . 056A,. r.F.t as fonouw•s (E9.53.1.) 1) whetz 1-A 61 January 2DDD for spaced threads Nam dhread ilk &B. B. Sp. BF, The biml- shear ruptoe allowable face P. of w.ddcd connections on a fwlure part wiib :tear m main segments and BT) and tension m the other segments is. • a) for 0.036 in. I I.' Jn 0 mm s t, r 21n) fur F.A, t F=Ae P. I.,D r, F., (Eq. S321-4) P.: (FaA,.+ FBAs Vn. (Eq. 5.4.3) M.hcm X, =1.D1 for LMI in. s i, < D-DSD in. (1 mm s r, <2 mm) taherwim (Eq. S.< 4) L, =1.21) for LMD in s r, z Jm P, = (FAA,, + FA Y% (2 ma a t, s 21n) wbtm b) for 21n < r, c 4h A„ ° grow Ra in d=ff A. s gross Rea is ich im p~w1~F,a l4M1i t.)+336DF~(r,-yn) A==nearm iasbtw (Eq. 5327-S) A. = net urea im mnooo c) for 41n a r, s DM5 in. (41m s t, s C mm) 5.5 Laps in Building Sheathing p~ w 1.63D i F.2 (Eq. 532)-6) 55.1 Eadlepis 532.2 Pull-Ova Minimum emdlaps :ball be ftw mpm=d in Table The nominal Pon-ova each: h. P~ for pulling coo- noetad mucrial am be bead of a suer m w•aska- if pmstm 532 5'iddaps Pam„ For it sinusoidal CWMF A Orm ft minimum Sid-clap (Eq. 5322-1) CyF~(D.-DJ mdrc ofda:etn- w b= Ca a mcffidruttn depmds m suer tr=am O D far roof mr, shall bare a width egad pa3 amtms. and tile taimmum ode* fm aft shall bow ¦ for s alley fastening and 0.7 for oowm fast:9inC1. D, is the rvg width equal m ball the pith. ]=ter of the suer bad di meer c r the rasher dimmed=. Fm a t7Pez°.1w Shea of a depth F= Thus 1 in. ('S mad sbaD be talm an Wier than 111 is (13 mmy mm) the trdai:aum otlr]mp fm both roofiol and sidin: shalt have a dendopal wid* ts)oal w drz wid& cd*t aerow= 5323 Tension in Stisws flat plus 2 in. (5D man A vap=oidv's> with a depth of The chimeric remle tap~ of tbt sue' shaD be " 1 in. r_5 mm) or ka Sball bane an vaalqu!pevvm ftsi;m de ft=70 „cd lr5 mulipb'inC the allowable umsrTc eaPa67 - - in luding an aaasipboming fcomr- dwm=2btd acccoft m Sktim 5.1.1 by the fa= of safety used or by tma ae9rding m Secnm C. Tbc ultimate 533 FaAmcm In IAps =mi3ccpm=ity'oftie=cw•shallambeIts than1125Pw: TTaimumSimdRI2san+sor3116in.(5tttm)dim-= 3j,= :bon be used in cod laps mad ode laps Maximum 5.4 Block Shear Rupture sPazng for regubed ciik]ap fasters--s "be 32 is ODD The bloc. sbm nrpvve aDom able force p_ of bolted mm)_ Eadfap ftstemn added for the pmpsac of imprM ing c.Dnne--does cm a falmc path Witt cbem m sumss-;meats closure shalt be loaded 10 M= Om 2 ia. (5D mm) from and tmsim am dK Odic 5--Pn e` ir. ft end of the ov erlappinC sb for F.A. a FAA. 5.5 Flashings and Closures p~ : (FAA„ + F.Ayn, (Eq• 5.4-1) 1-7aslung ehall be immed fmm 110mi'm alloy cheer of othcTrsise app,ox m oy the dime ttirlaers as dte roofing ur siding (Eq. 5.4-2) sheet W= engineering eomputwi m d=U11 a 011=- P~_ (F.A=+F,A„Yn. wiu usemimmumR12soem'sm3)16im.(5mm)diameter rivets to ==C flashing n the roofing m odmg. January 2DDD I-A-62 Table 5.5.1-1 Id1ININIUM END LAPS M;n;mWW"LOPS s~ A p~ptl~ ON seelim Pmfug.5 imge "IM2 m' pooling t;Mx3 on 72 or rro~t f 7L 2w12 to 6 06 (1DDOnd 7 in. or ton (ISD mm) MMM of ling Gmmw IMn 1 Yti 6 k (1pD mod kss won 2 hi. = (15D "no (pmwlWC Ilion 25 WWII, Oft Iss Ikon 5o nwd 6 K (15D mnd 0 Y~ moo (1SD n"O 2In. at 127D mm) (SD wMn a woo I-R-63 January 200D Section 6. Fabrication 6.7 Laying Out a some elevated tcmperstme processes. soeh n faces y paint Carlnt Of Saint of pm=Wm emend mninrt. CO L Hole centers shall bt etater punched and eutoff lines tcducC themeehanint propcrtin of the menl.Since The ,ban be punrhed m srnbed. ceaw punchint and smb- amount of the reduction rill V WY rib the aAop and ing sbun am lc used.•here such marls would remain on temper ,.era as re0 as sitb tM tlewd tevtptranue fabricated memisL exPnamt, the supplier shall be evnsulmd for mrrbanit 4 pm;'- • speci5eaumts for tM proxncd mvaiaL h A tunperamrt emrsetion $rn be applied rhve aecMWy is tht 1svotn of critical dima+sim.L 7be 6.4 Punching, Drilling, and Reaming eoeffieiem of expansina shaD be u1cri as O.DDDD13 Per degrrs Falvcrdteb (O wmn P= depres CnntiFrade} M. fonorint rules for punching, drilline..avd tvmin: shah be observed: 6.2 Cutting a. I(iva or boh boles sba0 be either panda or thMC& a. Material shall be shored, cared, cot rill a rmnu, er punching shO am be and if the meal thielaea is arc eat. An edga vhicb have berg col by the me Beater than the diameter of the bolt 7be amount by proxy sbaD be pined m remove edge =adz rbieb the diameter of a sub- ptmrhed bok it lac than b. Cm edges :ball bt true and sarootb. and fre from that of the fmisbed bole shall be as FUN IM the excessive bntze or raged busakt thickwst of the piece and m so can less than I M is (DI mml• Re-r^na+ CM cha0 be fMned by &Illiag pnm to b. The finished diamcrer of bola 3tr mid-driven rivets ant- :ban be am name than 4% greater tbao the nor®al d Oxygen euttiag shat) nm be used an slum um .nays . diam=e of de rivet 6.3 Heating a Tbtfmisbed~amm arWosfmbm-drivQriettsba3 >x am tame ]ban 7% pester tbaa the nominal diameter Stroeorat material than am be b--aced. -it the fonor•- of iberivet inn exeeptio= _ d..7be fnrisbrd diameter of kola for bohs :ban be am )Aatezial.shal]bepmmiaedmb-heated marmp=amte -more.tEan1A6's(1.6mm)larFetbanthen~oelboh am cx=t 'mj 4W'F pm 'C) for a p_iod am diameter. odea slip-critical couneaioa are, use& exersding 30 ttim~c Sum Leatiat iball be done Daly e. $ my bolts mng be ealrgrd id admit the rivets or whew proper wepounae conanh and mpervisitm are Wm.tbe• s)xObcreamed.7'at: aw:!int":;" prodded an i acme than the limaatioo6 tan tempC-exae be taus] fsrejcdmt. Hoots shall am be dr3nd m mch and time ere earefu0 olxerved If stm.-on1 muerial is it m m err as m distant the meaL AO chips lodged subject ed w eL-crated tonp~a m tint. io eiccea of bray coam:a-r+g st rb= sban be r moved b3me the foregoing, the ghmable erects sba0-be trdosd ess®bly. CDU&la..t veitb tuebaaieg pmpeyde speafitd for the gmncial after the hatnat pro= 6.5 Riveting- b. For S)= .cis alloys with mWe" m eontrnn Venter tban 3 pence. boldint l id& Iltt maq=utae 65.1 Dtit•m Head range from ISD (66 'C) to 450'F ('3D 'L7 mug be 73edriverbead oralnmim>manoyriv=sshanbeOftbe avoided in order to tniniaurs the Posabniry ter flat or tic cone-paint iyM with dimensions as fdbn= s-n rt;ontoexuktionand0=cmrusimca3vit s 77s Ivagtb of tits t semp=anme is a critical farm in a Flat heads shall have a diameter ma 1st than m tints nt 0.4 determining the d:FM of statidZ96011. Hot formint the nominal rive diamt ter and a heitht am )s th techniques In= include quick bet UP m a tempaeu a tints tlx nominal rivet diameter. ant to exceed SMT MO 'C) m minimize lox of b. Cone-point hods sban have a diameter am l.sstbn 1.4 mechanical prop lint Famunt must be completed time the nominal rivet diameter and a heigle m the before the metal mols below 45D'F (23D'C). Tat trend apex of the coot not lea than 0.65 time Ihs nominal shall then be fan=IrA m drop the metal tempcr;%= river diameter. 7ht included angle at the ape or tht from 450'F (23Mto 150'F (66*Q in the minimum cone shall be approximately 12T. time posr.Wi c to prevrm sensitirstion. t A 64 January 2 D00 6S2 Bole riling surface shag be given • hrar7 mat of o1kaD retiman bituminous pain or other coating providing egonmlem Riveu zhall ft0de Idea complettly. Rive heads shall pro ionbefore inswpotkMA?umioum inconua with be concentric wid the viva holes and shall be in proper cwterete oransenr • shall besimDadyprote[tedincosts tomato with the svetct of the mctaL wirers mtiianme is present and cturodema will be entrapped between the surfUM 6S3 DefectittBivets e Aluminum nsfetxt a be embedded inmaeretc Defensive riven shall be removed by dnlling. ordimniy need not be pained, unless carosivt components art added an the t w = or unless tht 6.6 Painting assembly issulitmedforestendtdpokwhanaaemeiy GOTJpi SamettireS of the alloys eovcaed by this Speeificur on art zinc be e ` L1Od„'ra° coat of f a :-'cs, paiotsnttsucl as to lity lity Federal al S Spt ped- non ordinarily pained Surfaces shall be palmed whets arc gi molybdvenmt t prime taafartmrfu blcnqg quality - a. 2D1 4T6 a)lop an exposed m cnnanive enviroumcnu, ficanon TT-p-fr:SB a equitalest, m a hnt7• coming of n ali resistant Wwndnmx paial m shall be wtappzd b. a)suninnm 011cyparu we in COMICS with, m art fntene:d witb a sunabk plesoe tape applied in mcb a manner as m, unmated toll] manben m Oda dissimilar materide. ID provide adequate proteaioa n On overlaps Murai- e exposed to exratdy corrosive eontftdon, num than rpm be embedded in macmat w wbU cu- d rvwezired by des designer for Sexton of apprara a rtitivt cmaqummc such as cblmideshavt been added if the ahaaim® will be eletmicok ®ecawd ae noel. Painting proadmc it tmveted in tier following Seesitms d. Aluminum zbae non be exposed I water 11sm has came 6-6.1 and 6-63, aid medmds d ekaning and pn potation in eontaet with a beaty metal such as capper is such on found is Sedum U. (7srmncm and pafating of the morals can cause eeraotio n of aluminum The b=7 ttrueaac in a tunlanct wits United Sites Murry meal shall be painted w tamed with placec m the Sptafiatitm N .T-7Dt is alm acepmHQ drainage buzz ft meal divcmd ea-my bum the 6-6.1 Contact wipe Dissimilar Materials aluminum Rrherc the ahmiaton alloy pare oe in coataer with rc t Preymmtedaltttmaum ~yrequircadditoad p ore uv on vt faslcord to tacsl >r»bers m nthet distiatcar mat_"]s1s w•ba specified by the designer to abate extremely emrosi the alumiumm sba0 be kdyn from d-act with the vt conditiws stc) w other- dissimilar s m c;ial by pain* as follovrc 6.62 -Over-AC PainfLD.g L. Set el turfa= to be pbemt in tmonx w'itb uncoated Stru--eat= Of the alloys covered by ibis Spegfumiae we ahmmiauv a sir] be paimed %izb pad suably awn lead eitb= ant ordbwDy palmed fm met= peota titan (with the containing prim, paint. mtt as zinc mOybdatc, &D-yd exception of 20)4-T6 w1am expond in ton n nivtms ton• t)pt printer is aaaadaaz with Fsdetal Spedfiation man) or me.made of prepaimed ab usimuz ~pon~s 7T-P-6C5B.fello edbytwotansd*mnvnn~*wgof Vlh= 2 lb. of aluttti- past pigmcw VZTM Specification ccnon! lithion over st o%=s ac me be exposes m tstrerudy ta7psjvt D%2-E1. T37a 2, Clots B) per gallon of vmaisb cd pi ainting slue b sp=ified n=vds,gFulani Spe3fi=6=TT-V41.Type ILorOne 6.7 Cleaning and~reatrneMolltM1etal equi%-MkML V&=t sewn corrosion conditions wt 9 mpr-fed, ad"can) pro=dw can be obtaiad by 5urlace5 . applying a mitable seal-- m Ile fging smfacts. prim in field painting of snows. all surface to be capable of eaduding moitnut bum the joint during painted shall be cleansed immediately bdmt paimbl,17 a prolonged novice ice addition to the zinc molybdatc, mahedilmuMmcnoveall dirt. ml.gre v-dupc,mcdodter uDcyd type primer. Aluminized, bon-dip galvani=d or foreign eubsuoeex dcuo-gal.•a izad tied placed is sumo witb alumi- Exposed metal weact shall be cleaned wilh a suitable num need am be paimed. Stainless net] (300 units) chtmieal cleaner sow as a solnticn of pbosphttu sad and placed in comaet witb alumimmn is cam rMquirrd m be o-ganic solvents meeting United Soma Militcy Spctifca- painted except in bigb chloride containing 6onTflL-M•)0579.Abrasion-blutingsba rabewind on cv,ironmcnts aluminum less that or equal m 119 in. 0 mm) NcL b. Aluminum shall non be placed in direct roataet with ward, fibtiboud m other porous material thaa absorbs water and causes ccamsioa N'ha sucb cornet= cannot be avoided. m issulming barrier betw= the aluminum and the perms material shall be instilled. Aluminum January 2DDD 1•A-65 Section 7. Welded Construction 7.1 Allowable Stresses for Welded 7.12 h5embers with Part of the Cross Swilou ' Itlembers Weld-Affected For members with pan of the cross sctiou weld-af- 7.1.1 General fccred, the allowable sucss is The weld-alfeaedmne shall be u&-co to extend 1 in. ('..5 F _ F. - A. (F. - Fes) (Eq. 7J.2.1) mm) to each side of the Beater of a weld. Mechanical Fr_ A properties for wr]d-a(fwrd metal shall be taken from Table w•bve 33.2eaceptOwF values sholl be multiplied by 0-9. The modulus Orelastickfor weid-af"icned metal 6 the samc as F,,, - allowable suers on the cross secuou, pan of for ntm-welded mcuL %A-Wcb is wcld-affcctcd. Allowable saessmcalculm din accordance with Section F. = onus-able sucss if no pm of the von saction 7.1.1 apply to: were weld-affecw& Use bucUing eonnonts for 1) Members in acid tension with rawv--w welds m welded metal from Table 33.3 or 334 and aSeetinr their mitrecross seeaem, mccliaaical properties from Table 33-1. 2) Buying socssu in weld-aft=rd metal. F, = anowable sows if the =611 cross sectional ors 3) Columns or kerns supported in limb ends witb were weld-affccmd. Use bod1a; counins for ransverse welds affeareg their entire cross se.-titan and no onacaled material (Table 33-3) Ttrardless of die farther then o.t15L Sore the ends, trmnper before welding, and mr.3anial proper- 4) Cohtmns or bums or tubes or carved component; ties from Table 33.2 tatept tha fs lowimdmd with rawversn welds affa=ng the'a entire cross sectioa welds vdoes fee F.. and Fsw Som Table 332 and shall be multiplied b)• 0.75. 5) FIE compoactm of coltmmns or bcams with welds in the coppormd edge rely. A a ac von sccdotml arts of a tmtion memb_ at t:mtioa fi nge of a berm grog crnn se=dond Allowable strain for then welded mcmb-s sball be am of a column or topmI -an tlmge of a calculated from the same formulas as for non-wc]ded beam. A beam flange shelf canna ofd pctioo members with flit folfow•m.- adjastmmte of tie scedon fanbv than 2ce from abc aentrd 1) ADoaable savan far axial or Hurd tension axis,whoeeisthedistaoecfimetbeaeotrilaxis (Se.-lions 3.4.1 tbroopb 3.4.4 bexafnj (Seaiws 3.43 sad m flee errorme fiber . 3.4.6)- and r=id or flexural compression m sbear (Scedons A. = weld-atfc.-ted con se:ficnal one. 3.4.7 dwougb 3A.21)with x1cwk: ness less than St :ball be If A. < 0.1 SA. A. shall be taken as ran. calatlated using welded ms:.bmieal prope ci from Table 33-7- 7.13 Coll- or Beams with Tt im erse 2) ADowabk stresses for wbei and veered eomponsu Welds Avmy From Supports and in axial or flexural txmpr>saoa or sheer (Sections 3A.1(L Cantilesets with Trans- erse WrJdc 3.4.12, and 3AJ6.1)%*b`sleadeaas grcaturtiraoSr shall be calculated using welded mchanical properties from For columns m bcans mppmfsd a both cads with Table 33-2 and locking constants from Table 333 transverse welds frthc than a05L Man the memtb= ends regardless of temper before welding. and cantilever columns or cantilever beams w•itb tmnss=rxc 3) Allowable stresses for all other members and eompo- welds, alluw-abk stresses shall be okulm~ it seeordance nens in axial of fksmal coarpressiem or decor (Sevoors with Section 7.12 as if the entire cross ice ionsl was were 3.4.7 through 3A.21)with slenderness greater then Sr shall w•cld-afectcd. be calculated using noo-welded mechanical properties from Table 33-3andbucUngconstants from Table 33.34x33 7.2 FillerVlire 4 as appropriate for the tempo before wddine buwever. The allowable stress a tlc wrld shall not to =d she allow- Filler alloys sball be selected from Table 72-1. The able stress calcdmrd in acordonx with (1) above. s11Dw•able shtar stress in find welds Ad In ttdsn from Table 7-7-2 a r7.2-3 Fro fcDur wires not sbwa in Table 72.2 or 7T-3 minirmtm n=banical properties sboE be &L-m iacd by testing in accordance with Section L t-A-66 January 2DD0 Table Z-20 DING for BUIL Stresses Sea, Allowable ~ ,...dB Ty, ISlrloe Type of Member ofCOMPanml 2A• andSimllarType Structures 1 lv 11A 6005-T5 Extrusions TENSION, eelel Any 'Simon member I TllIckness/s Up TilmUph 1.00 In. 19 6105-T5 Extrusions shepee harages beed arau11 Wd 11 alrarq 110 r aela (Q T Z t e i Thlokneee// Up Through 0.601n. .1 34 I a.r .w....emi•mi WW MweMed TEN/ION IN O I7 BEAM/. Round Of Oral 'I WHITE BAF45 9Pplr a r.e.•••mi' a w•M emil'unw, 61 13.5. III III b1elllMM INWW IIIM l A bl. Mm ml Becton 71 "alln 1.0 In. at a weld. SMpaa baM abolA weak sale, 1 1-+ • It 644 BAfla apph' area Mdf b boil. ben. pleles 1 MV shaded acrd talafl+dad d Badlala 7.4.10, 5 39 1• EeuaM~ welds. ewe On Awls and belle ~ 'Far aloes wbl al drblw't!1R•A . 2a. 16 3.4.12, mind 2.4.16.1 apply BEARINO On p61 aurlaaes end Ping and on bdN M /lolled D 76 Aedweble epee/ holey AIIIIwedv 10 ease/ Stand navy /leldemen s /r Allaweble signal fool /lenderneaa LI /r 'See. 111110 Until /1 /elween eend of Type at Member ofComPenenl 2.4. ne6, , IIh.R6 llASVlllhtl Type of Swell 7U.7 - 0.1761iVr1 lVr •11 _ lId1UYi41h11 COMPRESSION 'T _ 1Ud II/rw70 IN COLUMNS, All ecllanns 10.! ry1. In 1y4ryM1 aslsl. Bross 23.1.0.7 9 {1+11 1.7 Fist ppleigg susad along cna T ' L a Ind edge M w l! edge - cal dumne buckling about ¦ IV.! IerlwMl' syrMnalry mill/ .7.7 7,1.1 -0.791M1 M mi l ] 71 M lyne{Mr Flat plebe eappaNed slang one 0.1 IOd M • 14 edge • Lcltems nol buchling eboel 49MMI a myrnmalry sole M 33 11.6.4 - 73.1-0.7l1MI 71 malt a9UpMl IN . - _ IOd . COMPRESSION Flat Plate@ with both - H ~ 9 ogee aapporied as • , 10.! ' age Beaton 3.4.9.1 COMPONENTS OF COLUMNS Flat plebs with ale edge 9.1 eUPPO ad and other edge "All . Brea ///alert 91111 bee /.span 2.4.0.2 w Put plalea with bel 8.2 S edges swvalled and with I ' R.A.141 4161 min Mmadole a1111anar e,A of. L] 11.7 -B.pp pall . it {IlmilrRl • r N Curved plates VI ad T4. (`~/1 - 10e 11 P'A w 740 (IA-0.M an boll sale//, waRf Of P.A. 5'.1 lU.! round or oval lubea 1 l9 a/f ANewaM/l11963 BUlld/rrnn 81NI swwwd61MIs 63 / jl 1911. Alleaabh 5lmdalrla1 Ilatdml6n Ulell B 1 n Slnn until 81 Mara 8, vol 9, ~ ~ 79 e7,IK1o m Trpp 01 Membof Of CompOits"t 1.4. Mom" 11 2 Type oIstrove O:I111~rr U U.9- Sol ILfr)1 81 NaabMennbsnlfbad r^ ly,. 1 ~ ;'I t. OJ~;~p . BMW so c elm" axis a!' - 76 39.3-L70 r / _ - Bsetkn 3.4.10 COMPPE6810N 1Y` `M l'.."¦ y'C II,Aflll Poundmmel lobe. 11 • }j ~p~j,,'TJ.79 INSEAMS, i/• yl „J7.17 T ^AO!_a.97My~. .~.T. ldlq'lL.ld) oxhom9llb/f Sand raelan11,dar 91rd t•_if- 1 12 i'i-, ..:.1173 Areal -~~d ',lilt.:,. .p,• .e • L,d 17110 tL,.T,~.3 f,/) eaeven round .sown beam. Q ,•Ia7 /3.14s a.v-o•34..1+5-.~.%_ S,hs 21 ~j 14 1 197nM1 10.1..!. ' `i. ,a.. u. Peolanpular lobes and Mr - 10 ban 9901101111 Mr-f./ 77.7-O.f7M •1urt5+,7 ar-{1 ai 16 ~I 'd"~.l! Plot 00166 eupparhd an ( 10! .1'• MI-71 71651M1 L 17J-M am ad" O.T it -16F- 16 stn Mn, balfr .1. t- COMPRESSION Fill DI ~U>>:;.', ~•r 1 -p1r. 141 IN adpeeeuppoa9d 0,x.1.6 26.1 X4 Ir - IReIIItI. R,11!)S)' COMpONENT6 R 16.1• - ILA•031 /l1 • . OP SEAMS, Curved Violas sWpaled I \ 1 ~.If I:. •F fl.l,7 1, Iw,,,PO1enI an both Oft" En E9efan 3.4,16.E under urdtam Flat 016195 Mlh one edt» D 18.2 oompn/e1on1, 5uMmdwd Surd 1110 aunt prose socket adpv -mr elmemr ,.~~y1y Bas Season 3.4.19.3 Fig, pig," Mw bath 18,•,1 4,a651M1' edp~ auppsr~ and ~ 4U.l-1!IM Mr Iv sallaner 711 - /.f - ' • . 4.aaMIM!!- -la Ml _ arr. lp Flat PI 108 Mar e 173, , ',•--t. - n' 1!/talMl 17 ..ly ).~s•-• I - M • fl . • COMPR[SSroN oompw5loa edg 9 Ipa, R'T. • 10.7-0.7/M IN If" Odpe suPp°Aad 11 bit 46 - - M•117•.. U7S'lMl. COMPONENTS y, 17~ : + 77rrMM1 Of, EEAM6. Flat Oslo Ms1 body adpas 177 , 0. 1111 M (tar,genare aupn-rl-a M. toy • a e- 7 T/ - utdsrbwalsrSln . ,-•_.r- . •-...M-sob SWAM) Flel plsN 00y hOA/erd91 igi -119 171 , ' . 7p.WlMIMI' um Signal annerrar, barm udues Fe e! - r' ~ J ?+.+~,y, 17.f -II.avV M _ f • Ml.ll Jq.pw Iron Notion auppenad IT 64-3 S 9NEAN 6. , 7,' r .1.. • j1 a.lr-m 77.rax514n1. pn, web~ 20 m IN WEBS. . U prose 5111111 ed tint -aba I,tt17Z'11J71 21. •'a •il • ' Table 2.21 a". awabitSl"aa Allowable Stresses for BUILDING 1 6181ma TyPeofMambe?efCBmpenml 7,e, and similar Type Structures 1 6061-T6, -T651, -T6510, T6511 TENSION, MIMI Any Ianalon member 4 Extrusions UP Ihru 1 In., Sheet 8 Plsle, Pip", Reclanpulerlu6ae,akuchmd {•0 Y % 2 19 SlsndwdStructur¦IShopee,DnwnTube, elfpea bed around ehorlg e11e Rotted Red and serf 8361 T6 EAtruelone TENSION IN 31 ,w-wb.•. -r,d b wtd•d ONAMe, rr.,w.~ vw.l tub.. ~00© 3 I!J! .wry bnsr.w.hM bwrm Aber, •:..•r',j WIAI A weld MI HOaen ah.p., bwnl N.•ul wnk amis, 1 . • Q IN !I: of b. 1 N h,e-th" larera mm 1A IrL Ilan • . bait, gales B ED BARB apply "shin 1.0 In. of a w•Id,~,e wPM re ram. akadbie M shaded and IRfA•dtd 6 79 .~2lt { Equaean NOW aeened6selbne 7.1,10. Sent On Ilwta and bolls •FW lubt• sigh 11rN•hlemr6al WWI' and on INS" „muted 6 16 1e) 1 7.Lta, and a.1.1 e.1 eppM ~ ".R 129. BEARING Pot aurlema and Pine halos ' • Answ-bN slm• wdt 81 fhmd•m•ls Age"-ble elerdermrts A slot a9 ahnolvilmos - a. SH. snore skrrrawfe Umll e, Lhnll at esla•en of end at , Type of Biros Type of Membef of Calnpemle 1.e, ekne,n.e 216 11/r-66 ln.l-ewUM - All, .0 Ih.1-0.116 u1/F1 coMPweseroN 7 • _ - - - . - - . _ . un•e!e ll,IawP!41~ - air INCOLUMNS. Aacalumnt I1r + • IlUIMI -mini. Oran W1. 10 . _ 71 _ Ua11611 Flat plaMe supparled slag one . 1,1.171 edge • columns buckling about a - 111 , ~~114 . . , , 1 H7IYIMIr symm•iny n1S • m M • I2 31 M.1.7 .I- .191M1 _ FIN plain upped" a" errs ---r --r--" R . • ° 1770'(61)' adSe•cdumneriot WckM+Saboul .L._{_U 11.1 "Itl j1Y M 131 F:i'• s Symmetry alb M.i! 61. a.1 1-0.23 1M1 IpY1M1 1.1.1 FIN plain wlan bpgl H COMPRESSION •da•a morwed 1 1 r Ji{- 1f~ , ,•1 IN COMPONENTS .(mil aH escNon 3.4.9.1 OP COLUMNS Flat P141 1111 Oro edge IIIIJ- 9.1 . "noes supporled and olher edge with eHMon eall•mr r_ FIN pblot Mlh bash r' B•• swoon 2.4.9.2 ada•a •upporled and vrhh I - m 9.2 an Nis follow A -v 31 R,A•7.1 73.1- IL78 A,// _ - r.... Curved plelve supparled nu 10, _ IR,llltl • R, /!3) 1p0 (`ill I!!•o.7e f/r T. pn berth edast. waee al - 174 ,L R,A • f.0 i • nl " • 1 t round m mid Ivbae c I)1® W Allowable Allowable BIreO Sao. Slendornan Blendnnoe AlleweMe fRror T e of Stress T e of Member or Component Swan sfendermree thrift 11Wmad mere a al a YP YP 3.4. "whi . s Um" S, 19hreee a, sad s, r N . 1./x,•19 Ip.pal c Sklgleweb belmnebeldebgN 31 I,Ir, 13 11.9 U.I 1414r, _T T--F- 11 ILA/rr)r o eborgede 11 11 LL !it< .1 . lit yhr./7f• w, 3s RJr-70}9J-3.m Rd•el COMPR[eelon a• - Beeson 3.1.10 INSEAMS. Round aw¦l wbee -b 12• I'll' RrR.II - •.31.1+1!!~ .•RdI.I}1 exvemefiber r~l- 1 la M .II W,!-a/l Ml Nrm.39 II.AIRI IAhP(~a/al grove Solid rederguler and d S'. 13 rYlr-r•- a20 section round nollon bums -I~ let. s IN Wl-0.0lN1 rt-Tl 7,a,/.3t/7~.1•e u.9-9a• ls, , Is,/~1/1,7.IRai 7LIRR1 Redenguler tube@ end n t 1 .17f . _ " 131• hs./!7'," .31mf It.rs./-Y'•' box notions 14' Flat es euppmled on he it Nl. e.1 37.3-0XIM NJ .Ill Ia7AM1 •tihi T r- •i me edge I L . 16 l1f Ilf M_H7 Ie7/IM) IbF'ihf., 31 M.77 37.}-11.79M Nr.}! }sIRIJII COMPRESSION Fiat Pletse with both ^ 16 . IN edges supported T ' v lit - .171 Mr.Itt llogMl COMPONENTS - 2fi.i-11.91 11 RBI a local pb 11 1.6 R!(•III OFBEAMS, Curved plelae supported 10'1 r3.7 II.7-Yell Rr/l R~r.39U lR•/1)11 If~lll)31 (eomponnt an both edgn 111 Ron under uniform Fill plates wllh me edge aompnnlon), supported and the other 16.2 San Sedton 3.1.1 S.3 groom eeaoon advie with ellllwner C Fist pleles Will both r f''~ edgea supported end wter I I 16.3 See Seam a.1.if1.0 an b,lerrnedlda Warrior Fldpleleewllh .1. as bit . P.9 40l-1.4IM for. to •.wawMl` COMPRESSION 1 1 b •1,ft7gry Ml' eemoroelm sage free, 'r• • .-R 17 Ml. 17 403 - tAl M MI. 7f COMPONENTS tension edge eupporled lei ' M1I0 1M1 III/-it.17M &Ia73 1l11v1M1 OF SEAMS, Fist pleb wilt both advise T Th n 111 ?i • IS3NrMl Icsmpon¦cw eula mled 11 - Ief ` lot M/. f17 underb¦ cMq In Nr.113 }AxRMI Flalplele with hodeeMN IN 11,11. 1117 411.3-9.1171.1 ewrrePlans) an owlener, broth edge* 19 * 4 Is Ief Fh¦11lt • J3SgIM) gms suppened T T f3 N/•}M1, • •Il.e-11,9f?M a•'r. 63 }gaaWMh . SHEAR .t websed 20 7.1f 7.31 Mr.731 }fJOlY1M1' IN WEBS, _ 17 w, Ir.M1a ~!}xwvlw,/rl~ miss orr BMIHned M1wl webs ?-~-~jT ir`i. T~ 21' 11 JJ,Qawln, 7 1 11 1 rLn N1 a //Sloe. /I r a,-R,/ I.9.rIart lrl .7.71' - :felt , Sec. Table 2.22 ! ..awebhDlraae Allowable Stresses for BUILDING TI, of Slroe TYPe of Membe Or Component 3•4, and Slmllar Type Structures Cc . . . en m ~ TENSION, axial Any lanslon member 9'5 1.! : 6063-T5 • ~ EIIUuslons Neclsn8ular tubas, structural .1•01 yti 2 93 /.,7 shapes bans ¦roud dmnp.ah (Thickness up thyu 0.500 In.) TENSION IN f SEAMS, 11 ' Round or oval tub.. ,Q O 3 11.7 -r-WHITE BARS a b rlenwaMed mamlera one a wewN extreme ehar, net aaellon Shapes bent about wash 9110, 1 . W • / 4 17.7 j 1•! rtentbere el loedltlm farther then 1.0 In. 0011118 web, bills. plates SHAUFA BARS aoo11 Mld^ I.o in. of a weld, 6 .1 1 E4wo" eel elraddle 1M eheded and uneh9ded I11II eppy a beet On rivals wd bolls 71 ' •FW bees .11h etnnerd9111l"M weld/. Mueaons el owevere 3.4.10, SEARING On list surfaces and pint and on bone In dolled e _ 15 1.IJ 3.4.Ia, and 3.4. 19.1 apply Isr R,A . 20. holes All webl9 Sloes 91es3ermso AIIow9Ma 911199 Dee. Allewabla sit Is skndem9ee U11111 D, shldena9e a It 911199 Typo of 889.11 Type of Member of Component 7.4, e,,,,#amin, 1, Um11 D, aww..w a, sM 0. ILM1~1e 31.111e11U11' _ 4l/F .11 9.11-0.tll711N1 COIA IN COLUMNS. 1.9.0.1137 MAI iLh¦99 An columns ....6.7 U/0' Will ' edal, on h1•In IVIIIIAI action 9.! IvI a 7.! 10 - 0.3311,11 Fiat P1219e supported Wong on* O 191001 edge • Columns buckling 9bvul a y f-T 11.7 e~ . symmetry auto d 19. 0.7.1 . IS (M) d ~ Ie11Y1M • Flex plates supported along one O.' . _ . _ . _ 111 ¦ 11 Ifio'(0In edge•Columns not bucklinga110114 s.! MI IF. r tUa0.37(Ml 4symmetry aids 1A.SO 778rMI 0.3 r4 7.10 HIM-11.117111.11 COMPRESSION Flat plates with both H /"~11r' 9 . + a.! M.49 32~1 IN edges supported 1 4v a.y• COMPONENTS OF COWMNS Fiat p19ka wlih one edge 9.f Bee Section 0.4.9,1 supported and odle edge "h grow aee9en aNllenv y Flat oklw wllh both y~i ees ascaon 3.4.92 7 ad0s9 aupP9rtN and with I ( 9.Z an Intel medlds dleaesr I - 270 h1n ..La U.37 A,tr F•A~ 1 Y^ ' I IS)r Curved piston supported n, R R• ea _ tR,hlll ' , r on boll edges. waits Of 104 t.3.0.17 .sl 9rrt•31v round on Ovid lubae Am db Alimrabir AllewabM Buren 6Mndwmn AIIBIrebN Blue c- Bea. blendermrr 6lendernne Umll B Bhndermge s It Type of Sines Type at Member at Celnpgmld 7.1 Blrerer 1 Umll 61 Below" /end A, r Do Iw,+119 A/pA1 Q 11 I~r, • )A Ill.! - IIl1l7r17h, N Slrgle eveb bleu" bent sbwt .119 Ilrlr~)' c 11rgrpas4 -I i -E 11 I~y•.lll IDS-09761,17r r 17.9-a./7~ a/1•I/a Sarre /e ~ - AS 11.1 w NCeerl i.•.lo COM?RlEEION Round or Oval lVMa 12! / ArVi11 ILe-V.fl r r A,n.70b IN BEAMS, 17.7-0.)eAfi 77 ,ni sei 11.11X1 nlrerne Power 1-11- 173 AIVT;7- 1/ 1411), ILN(d) grass B01d r11Hangtow end 0 . 13 . round onllon beeum 6,! • . dn~f~77 77 : , ' I7A • 0.76dR~77 T'+'- • eecgon a 9 .91711 7•1.I01 a,9 l,9 ~1r1,7 •loN la1-V,E711 L/a, , 7•r Y'~ ILrsr/ ~Y',' 1 7 •L7J,~• n•Hengaler tubes end 14 •.L• 6.9 Lrd, :llr1-77m 111.9-0.010 LrJ, 1 Isla I bft IDnMI ban odlon• U - 9.! Mf • q.! I.A - 8.771.7 h i tow IAeIMI Flat pleln supported On T r to h 15 ' • 61 MI l1 one edge J. ` rf Mr . In -IbF~bF.. L} M.7/ 0.119.1 M COMPnEEBION Fist ptslas Met both d! 61r s!1 711e1M) IN edges supported T 7X111 IIA-1117 ,1 A/l.im COMPONENTS Row IL!•" A.If • 11.1 (Refr)11 • Rr/N!!) CurvedplHosuppgded 1G.1e e. A,/r•U.l 7.9-U.D 7r ..A~1.710 OF BEAMS, (companion on train edges undw Uniform FIM Plans girth ens wipe Bea slogan 7.1.11.7 aornprevelonl, sapperled well the other 16.2 gross 111011011 Fdge w mnrnw Flat plellr even both 1 G.3 ern Batson a./.1 /.7 edges eUPpelled aM evllh s.a1nM1' -n lnowrmaumsw Hm•mr I LI - 0.39 M Oft-19 Fowl PIHea wllh 1 'J. 11.9 hr1. 17 e.ePWMI' 11.7 -0.79 a, hn • 79 -~4 17 11,9 60.21. COMPRESSION compreealon edge loss. R IN tendon edge suppwNd 1 hit a 11! ro1nM1 COMPONENTS 171 hit • 64 11.7 -11.1171 M 99UTM) OF EEAMB, FIH pleb wM both edges T T„ r • br. l l/ 11 - 18 e l s~ ZMV(Ahl 1aE,~„a„1 algponed M•7711 under Mr • 111 17.7 -17017 Wt erg In F1.1 allow intent h-meeMH 19' • li! 1.! M.170 7>IM) .onerwr. bath edges ' r •laAll•WMI - prove asldfon guPParlad Mr • ae !..q hlrr al e.7 -11,1177 hn umllOsrwd T J J... ZU 1 Inn.lw 39.INgYlM1' 5 eNawn L 9,e. - 9s - !7aaaalw,el' Mlw•ba _ "Of 011 .S. IN WERE. _ e.9 1tl gross -ill' . /gll•n•d Nsl w-bs T-rli L T. 1 !.1 .,11.117 e•epan er • er / I -.0 .7161/er) '2 1 11 I. rl. 1 . 3.9 I Table 2-23 8to' misevobl allows Allowable SIFOSBOs for BUILDING Ti, if Slreu Type of Member of Component 7.6. o and Similar Type Structures 6063-T6 TENSION, exist Any tensb l member I 6~.r Revtlne1d6rtubes, Ibuclurd 4.9.1 N^ Z I) EAlTuslons, Pipe TENSION kl shoi„e bent sround.Iraq 61111 sSAMS. 5 tx 8.0 eagrsm• nMr, Rm.,d or asst lubss Q 0 © - WHITE BARS p ply s, f, a.rd•d m•rnbwe and a -od d mL•ecoon Shaves b•nl .beat week Data. 1 -h-1 4 20 e•! ' mamb•rD M Ide•Fons %fe w own 1.0 In. bran a weld. ball. Plate, NAOED 9AR9 00, V,10* 101. of a "W. DVh re Baer. --7t . ` • 19 I EeOdarm Rol esaddta sn eMdad sold at 8 e 8P 7.1.10, IN Wald0d On dsel• and bolo _ .Fo, tubas wlel drearawarest wvto 1. •vae BEARING On pal audacoo and pln• end on bdta in slotted G - 11 I 11! 6.4.12. wd 7.4.16.1 apptr for RA - 20. hob atarrderlr••e Arlw.w agrees Allowable alenMrne•g Allwwrr slermlov eve It of Dee. s 6len do rneel •f 4m11 /f Type a1 Mambw er Ccmpom d 2.6 lbk Stresb" 111, Lint 6, bh^•^ 9, errs 9, Type of Sfrese St.a1141Ur1' RA- TO COMPRESSION Ilh •11 - 11,1-6.IITI III/rl IN COLUMNS, All eolVmn• 7 . 6,5 IUr.69 llAx6o11//rlr Dahil• Aron 6.! I e•apon 16.1 Flel plates eOPP U./F1M1 Mail I clad a" am 13 M • 1.1 - ~ { -...i . . edge - columm buekNng about ¦ - C rT ' 63 M r symmetry aa1/ . I,l 191111 I IF.1 -II.IFIMI 1! MaI,1 • Flat P1111e9 supported slam are • • 6! J 0.1 _ yrai7 I9tI01M1• edge • columns not bucklkV ebvul 6.3 ¦ aymmolry, onto Nr a )f IM) 11111M1 FJ-I -`D^ i! Ma7.F IF.I-U.III r \u a64M1 Flat plelp Mlh boll 9 , , 6! to 6! . COMPRESSION edges supported •lsl- 0.! IN COMPONENTS OF COWMNS Flat dale with one edge Sn Section 7.1.6.1 gran suppol•d aid veer edge wllh 9eeoon follow Flat Plat wllh bah IN, seevcn 2.4.0.2 m ge. -upvva•d and ea h 9r2 ed an Inlarmedate VNIverr 11fer N 'ri Is. - A.A. L1 Is.F-P NI ,n 11.4. top cumddetae supported ry 10, L A,A•!Ig IR,RIII • ,nl))1 ° on beer edeal, Wells of . +6.1. •;~6,A.IU','.,7.7 0.27 a round or ov9I tubes Blendsmete Allewddm 81no AlleweMe lUael BN,"Ihfef a of Allowable Sea. Glfndflnfn Slendermro Limit Of L Sbfff L11nll 8, eslwfen 9, ewd 9r lu Member Of Cempnnl 3.4. 99, Type 015111119 Type oI 11.7-got}l~r, a 94 T7d11R1 ILflr,lr d IS Ilrrels .z ^ eS - : L^ w C3 116 • . N Single well blame benl'bout _ 1 - h • L " 1 1 j•6A • - . - . 1 ,J• A/1 • II13 go" of C 1"M mile live 3,11 11.7 - 1.78 . 1 geafan 7.s.la l e Art d lve 12e R,8. d3 • . 119-u.41 . 1 I I AIeI COMPPE9610N Round oval Illbsm wd'' 1• • • y~~.- , All • INBlAMB. 1l,I ii.1! 11.(dill'III r-IH 711 .37 s'Imme aber 1E ' 13 ' • e~ yr1 g.oef Bgld reclangWer and _ I :-[d 9.5 LrJ / 4~"J a LIAII 34 section round eacuan besets - I ~Jr/ IR.Ns Ir.7-6.141 Ts- d (Lw5,13r7 1 I7 9"r~ NJ.~ ~Y•Y ~769f 4' g 0' ,.>nM1 Red an9Wat lobo and .14 bosecilons Ad MI~ .7.4 MI. R i, 19.11-11.14 M U8(MI r-h Is. 1I •~l..r C 9.3 Flsl plelss euppvrled an ^-jl- 15 90 I pvlMl ldl• }9 one edge A11. 14 19.11-11.17(l m AVOI T Ohl- Is • , MI .74 ~l 16 9.s COMPRESSION Flel Dlatas Mlh both e.! 1T191 ed IT.J-11.19 rte! Rf1e W IN edge' fupPWl IN Rf,.11.7 (A„A)11 Rd/+310 COMPONENTS p 'G. 1' 7,9-0.10 Ar 1 OP !IAMB, curved Plato opporlfd .f \~'1. I • • 84108.3 (component on both edpo . E of See9en 3.41e.1 under un8erm Flat plelee rdth" edge 10.2 comprfeslon). supported end 91e sOnr green section edge AIh ftlllener rrr••••••~~_rrr~~~111 So swcaon 3,4.11.3 FI'I pleb with both 1 ' 1 16.3 4.91eWMI' edges supported and fAlh I ' M • 3! M1•9.A 17.9 -11.91 IV, 4,9UVIM1' an I,d„mledlele rllnaner ~ NI . ?AI.71 . Flel..flas with 1 1 '17 , . • L! . . COMPRESSION eon'pnfselal edge live, -t~HZ ea M,.911 I1MVIM1 _ 1 ' -JI- 11.9-11.14510 IN - lenslon edge s„ wod at Mt.31 NIw 141 126(ANA) COMPONENTS T 1• 18 9.! aYlfwMr OP BEAMS. sup pill' '4th ban edg.f 111, • • A.! r M. 71w (C"wUnwi 1 supported ` 311 ML I I A f/.t - p.11er M iglAVIM) ' •w. • MI.74g under bwWing In flat plate with honeW+lat ' m•1 }~,19evIM1' a" Plena) .Signer, both edges L" Y+h 19 1.s ' An-to grme section eupporled . Mr w }9 147 -11,1A11 M }r,191ry(MI' e.! Mr. lug Unfpllemd 1. ~ y ZD - 3J !}.Weww,Bl' 1 1__' w.ll.7e < SHEAR 0 not webs IN WEBS. erns 511116"-d ".I w.b. ijffirii 7~ e.! w 1. 23 - !.9 1 7.1 i eee.a. 11• -011-110,111 TF.BLE S. NOMINRL 5H°.J.R "D TENSILE STRESSES FOR S7/JM ESS STEEL STEEL SOL T S IJ/JJ1E TY?E DMEiiER /,PFP. DII: Hr Fw F¦ P. Ps A ie in ksi Msi I Cs i 5 5.5. 0.186 Q.D15 D262 83.7 560 295 r_5 ! B 5.5. 0.164 I Q.D2 i D.312 133.7 I 55.0 416 798 ee n ct.C 1nT1 1 D 5.5. 0.19D O.O:e U.3=1 a3.. _ 1< 5 S. 0.742 O.D45 D <BD 33.7 55.D 975 7738 114' S.S. D.250 0.04e 0.450 33.7 55.D 967 1E:5 017 SS. D265 D.054 D.5DD .7 55.0 1257 241D BIB' S.S. 0.575 D.110 0.625 33.7 55.0 2176 4173 1T - S.S. D.53D D.195 D.750 23.7 55.D 3BE9 7418 314 a SS. D.750 0.442 i.DDD 33.7 55.0 E7O5 15Ei 1 REFERENCE.- /SCE 57hNDFP.ff. Speaf5ontor the design d Cold-Famed Stainless Steel Strums-tual NjwnhSs iSCE-5-9D ;ars 29 N BUILD the BEST 230 SUN & SHADE ROOMS: STRAIGHT EAVE FOUR SEASONS" ROOF PANELS WITH H-BEAMS N* S U N R O O~Ol'136MY9a6 S ENGINEERING AND STRUCTURAL LOADING INFORMATION ']•wGe u1N 415eric0 ;vl EFFECTIVE DATE 8-04 LD REVISION: B FOOT SAVE HEIGHT 6FPoT GVE HEIGHT ,FOOT SAYE HEIDNT MALMUM FRONT WALL WINDOW SIZE SEMMUMFRONTWML114100W6QE WAMYM MONT WALL WNDOW 612E r. UNIT ROOF ON r.. 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PER 4) DEAD EOPD LOAD ROOF MUST BE SUBTRACTED FROM LOADS SHOWN IN CHAT 5) ALLUNITSSHOWNONTHIS PAGEAREACCEPTABLEFORCONSTRUCIIONIN SEISMIC ZONE k 6) DEFLECTION LIMITS ARE LT120. SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA WINDSARE BASED ONAN ENCLOSEDSTRUGTURE _ BITHIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP TO, BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE ANDIORANY NEW CONSTRUCTION. ALLSUBSTRUCTUREDESIGN T ( yy u REQUIREMENTS AND CONNECTIONS TO THE EXISTING STRUCTUREARE NOT INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT, AND xisy-;A + Rw. MUST BE DESIGNED BY OTHERS. WASHINGTON WESTVIRGINIA WISCONSIN WYOMING D.C. 9) THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT DOES NOT ACCOUNT FOR SPECIAL LOAD CONDRKINS CREATED BY ATTACHMENT TO THE EXISTING STRUCTURE. THESE MAY INCLLDE SNOW DRIF INGOR UNBALANCE SNOW LOADING. ANY SPECIAL LOADING CONDiTKINS MUST BE EVALUATED BY OTHERS. IO) ENGINEERS CERTIFICATION: I CERTIFY THAT THESE ENGINEERING 5P ECFICATIONS HAVE BEEN PREPARED UNDER MY DIRECT SUPERVISION AND THAT I AM A REGISTERED PROFESSIONN. ENGINEER IN THE STATES SHOWN. REF ERENOE NUMBER 11 IN HUI BUILD the REST 230 SUN & SHADE ROOMS: STRAIGHT EAVE FOUR SEASONS- ROOF PANELS WITHOUT H-BEAMS S U N R O O MS ENGINEERING AND STRUCTURAL LOADING INFORMATION n nCZ in Ia. A. r'-rt Tol P-zr 301¢-11 EFFECTIVE DATE 8-D4 LD REVISION: B )FOOT EAW HEIGHT EFOOTENWHENLHT eFOOT FAVE HEGHT MAMMIUMFRONTWALLWMGOWSIZE HNIMUM FRONT WALL WHOM WE MAXIMUMFRONTWN.LWINDOWSIZE UNIT ROOF MwY1MUM IN. V" •ni + L'vAOPV wYW.T SIMMGW IMMUVM wW 1'1110 ve. M'1.N, wIN)+reen wwo pRO LFFFG GOVERNED BY WE LOAD POSURE EIVOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE EXPOSURE .1 o s c D B G D B c D B c 0 1 o B e D M c D SPAN LWE LOAD [;7. . 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Njxay Te,. a r~ INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA MISSISSIPPI If 2 G1d r ` H t` mn, MISSOURI MONTANA NESRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NEW MEXICO NEW YORK NORTH CAROLINA NORTH DAKOTA OHIO NOTES: 1) DEAD LE RC 0 SYS-TS. RA0SH25.. 2) DEAD LOAD D OF OF ROOF SYSTEM RANGES NGES FROM M 1A20 2.m PSF 3) DEAD LOAD OF ROOF MUST BE SUBTRACTED FROM LOAR4 SHOWN IN CHART OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA MOVE. W : 4) ALL UNITS SHOWN ON THIS PAGEAREACCEPTABLE FOR CONSTRUCTION IN SEISMICZONE4. 5) DEFLECTION UMITSAE UI20. o - STTO, BUT NOT INCLUDING, THE CONNECTIONS O THEGEXISTING OUR SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA EOOUREMENT9 AND CONNECTIONS S TO THE EXISTNG STRUCTURE ME NOT INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT, AND MUST BE DESIGNED BY OTHERS. B)THE ENGINEERING DESIGN SCOPE FORTHE FOUR SEASONS PRODUCT DOES t I C 4v 7 - NOTACCOUNT FOR SPECIAL LOAD CONDITIONS CREATED BYATTACHMENT TO no THEEXISTING STRUCTURE. THESE MAY INCLUDE SHOW DFUMFIGOR 3 :yets >+~F° UNSAIANCE SNOW LOADING. ANY SPECIAL LOADING CONDITIONS MUST BE WASHINGTON WESTVIRGINIA WISCONSIN WYOMING D.G EVALUATED BY OTHERS. 9) ENGINEERS CERTIFICATION: I CERTIFY TRATTHESE 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 HEST 230 SUN & SHADE ROOMS: STRAIGHT EAVE FOUR SEASONS' ~ ? S U N R O O M S 7" ROOF PANELS WITH H-BEAMS ENGINEERING AND STRUCTURAL LOADING INFORMATION EFFECTIVE DATE B-04 LD REVISION: B •bb uv6reaD uwlgYD MAVYW MDIWNreWWDCM YIE YwYwWx9N1]WRI wN}TY YTE YXWWRYR WLL wI(OW r6[ 1 Wf IW6 Y.VIwW fwM:W rwXVJN 'wX .MI •wXDTV 5'w1gTr IwXWW LwNg1Y YwXLPY fwXD%N WELOD l wMDY® WYAY® Y1NDB9D wW9p® gg8r® wqL® w10Y® N11WY® wKP® LD/BY®rI LNELW B IE DDOWE OYWYK EVOaR EPdWE RIDBWf • C C D B C o a c D B C B[ D B r Y.9 D B CAD Bq ~D D • C D V 7-- DMV IMI INV IXMI Umlp N[XI 1.9X1 IR61 1. 1• ) Iwm NMI I.) Iml9 f•YY IMI 1+9X1 NMI IXM) NMI OMO IIRXI fN) 4• ) ImM IXMI IXMI )10.1 Tw1EINgA1)8::' b p W~':. 'm Im tt} 1q m 110':15 tm Im 1. q lb Im m q, tl` llB- tW 10 bB :O" b. YW b" A'- •IR.1 TWRNXBMMt Y 8) S IW 1M 110 15 110 1m tq 1x5 iM b m 11D tl 16 iq W m aIBLI TwRI(119YYf:. `b' ID 61': 1W Y% 110 Im lxE 110 15 110 Im: ,1W.. 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A m :t16 `b b -Z"-, 1:11115 q Y q 115 % 90 % m % % M % % m q b q- '.115 b b tl._.. m Y xI IRI TWINNB4Yt E M ]6 110 Y Y IS % m 65 % m Y %IRI ry,IRIN6E1xLR:' 4 L a`. /ADL q )4['IW q m '>tab W m W4 Y 66 q':.Y % IW., tl x - _ - - _ _ - ]31R1 TwTINWMt ID m m t% m 70. Iq q m 1% W A W % % t0 I6 BS b q n - xa1R1 rw)xNwal G' vs le vY, w W ro'tiW q roI: iao b m.. - - u1R1 rwrxwgWa n n n tW m ]o tm tl ]0 1m W m - - _ - - - - - - _ - s tls`1C~~ly y~p j r l~~A~, r/~~ / ~E-.~.L,14,`.1_ ! / y rt• ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DFI AWARF FLORIDA GEORGIA IDAHO. ILLINOIS. . ~F7 ~ ~A '31~~~~i 1"' _ "1.1• / * m"M1E!.lr4` F ~~.'ri V )Va.- J hciM ! 4 R4 INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA MISSISSIPPI B IRA/ 'ry,..i \^w \YR''SrJ'. M Mw Fy1ti'a~°1JM'l/ MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY N y 8000 "YQfl19 p9A9flY@?WHNM V4JR#i *ENLYPNM~ .024 ALUMINUM ALLOY 0105 H-254 TOP SIDE. GLUE STRUCTURAL ADHESIVE MORPD M-61D. y arY !;a+ 3) AFAO LOAD OF ROOF MUST BE SUBTRACTED FROM LOADS SHOWN IN CHART ? .S ABOVE. 4) DEAD LOAD OF ROOF SYSTEM IS 1.95 FEE 4~9's'° • , 5) ALL UNITS SHOWN ON THIS PAGE AREACCEPTABLE FOR CONSTRUCTION IN. OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA SEISMIC ZONE. 'o= 6)DEFLECTION LIMITS ARE DI 2D. ~J _ ::,S YSL ROOF LOAD BASED ON 2- OVERHANG. 1'OVERHNJGMAYHAVEAHIGHERLOADMG ABOVE THE BOLD LINE. B)ROOFLOAp COLUMNS 4',5'. AND 6'CORRFSPOND M THE MAXIMUM WINDOW SIZE a ~ tiw 9)1°IS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP TO, SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND)OR ANY NEW CONSTRUCTION. ALL SUBSTRUCTURE DESIGN REQUIREMENTS AND v *y$'`i 'j~ 1 1 A~% CONNECTIONS TO THE EXISTNG STRUCTURE ARE NOT INCLUDED IN THE 5 fQ,fy (1'.w.-_ SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT. AND MUST BE DESIGNED 4 ~4L he y3 101 THE ENGINEERING DESIGN SCOPE FORTHE FOUR SEASONS PRODUCT DOES WASHINGTON WESTVIRGINIA WISCONSIN WYOMING D.C. OTACCWNTFCRSPECIALLOADCONDITONSCREATEDBYATTACHMENTTO 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 CERTIFYTHATTHESE ENGINEERING SPECIFICATIONS HAVE BEEN PREPARED UNDER MY DIRECT SUPERVISIONAND THAT I AM A REGISTERED PROFESSIONAL ENGINEER IN THE STATES SHOWN. REFERENCE NUMBER: 1102 M BUILD ne BEST FOUR SEASONS' 230 SUN & SHADE ROOMS: STRAIGHT EAVE M* S U N R O O IN S 7" ROOF PANELS WITHOUT H-BEAMS "'I ~e)=OYVa'J ENGINEERING AND STRUCTURAL LOADING INFORMATION EFFECTIVE DATE M4 LD REVISION: B > ram uvpreoxr eR1DT uvErealn OraoruvExpoxr MAXIMW NIEW SALLWN4 SIZE MhCMW FREW WLLLWMpaM SITE M/.AMW WIN.L..VMEE YMF 4NF MPMIMMY 1'MWpMV 6'WMfAW WdCOW •'NNM S'MlNpry/ YNIIDDN IWINNN IWYpN> YWMpW/ SPAN LIVELMD gppl MflM lp® WNMISV® VIMSY® M\Xp 6r® 'MXp6P® MINABYEFD .11. VSKII® MLMJ63® ..S.. IP/ELM40 pPpMME ppmlpE pSOSWE IXFWYNE EE,.E. 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M L 1% MO IM % b Sp 115 IS IS 113 IS 50 Im W A 100 IS A 1b tl A 13181 f•WI1MV)µpFAM3 b 1]5 IM % M 1Z5 IS 110 y 15 110 IS )5 110 15 IS m IS 0 A ® y A 5] IIIRI i•Mi1MJaSµR.1M5 3B A 115 IS . VS 1Z5 % .1 A IS A p5 )5 110 p5 15 y 15 9•v b IS >p t.JRl 1•Wrt101Fµ5FM16 ]J iJ D 115 M 1S S, IS I15 % % )p E.5 ES A y 1IS A 65 ES ES ES % y % IS 55 1SIR) -.TMm... IS A b i15 IS ED 115 ES 115 tl BS 10 y pb )0 IS 10 SS SOlgl I. 1Wi1. )µIFAMS tp IS 110 SS )5 110 110 y 15 Sy )0 b y p5 10 IS _ S"., I- T. µSMMp 13 I6 1% b 70 IOS l0 p )p 9p 55 b y y pp y y _ _ _ _ _ _ SS'.) P.,Ecw NBF S 15 15 IS tfb Po )0 105 A y y y Sp _ _ _ _ _ _ ES SZ IS >]IRI 1•WITIO15fµMAN3 1J 10 A _ _ _ SIIR1 TWIT.T;FFAY3 II 11 IZ lb SO fHaF7 10 Ep p ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DELAWARE FLORIDA GEORGIA IDAHO ILLINOIS P?vj INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA MISSISSIPPI " Y~ }bGTn~ / y//' SReI v.. ,x.,, 4 % / A,_ 1 f~T~1 y tr'1 D~ ryj, ?w...v'%e v,\ y "•w '~y~'.Rq~~ \L.*~i.w {44917D Y aow^ fffaaj'}+~% J MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NEW MEXICO NEW YORK NORM CAROLINA NORTH DAKOTA OHIO a o. OKLAHOMA .yn Lr.~ NOTES. OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA 1) ,S _ ROOF PANEL CONSTRUCTION:.024ALUMINUM ALLOY 3105 H-2$E BOTTOM SIDE „ OF PANEL. CORE IS 1.5 LB DENSITY EPS (EXPANDED POLYSTYRENE) FOAM. A24 1 - - ALIIMINUMALLOY31051-1-2SITOPSIDE. 2) GLUE STRUCTURALADHESNE MORAD ,$1D. t~~ SNn + 3) DEAD LOAD OF ROOF MUST BE SUBTRACTED FROM LOADS SHOWN IN CHART _ 'Nw R+N~ o `'yV,.. ABOVE. SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA 5) ALL UNITS SHOWN ON THIS PAGE ARE ACCEPTABLE FOR CONSTRUCTION IN SID ^ SEISMIC ZONE 4. 4( 7 rAl _ f • ) DEFLECTION LIMITS ARE l1120. p ; _ - T) ROOF LEAD BASED ON 2'OVERHAN0. 1'OVERHANG MAY HAVE AHIGHER LOADING ABOVE B) ROOF LOAD SOLD COLUMNS THE F LOAD COLUMNS UMNS 1', 5, AND @ CORRE51'DND TO THE MAXIMUM WINDOW SIZE WASHINGTON WEST VIRGINU\ WISCONSIN WYOMING D.C. OF THE UNIT ))THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP TO. BUT NOT INCLUDING. THE CONNECTIONS TO THE EXISTING STRUCTURE MWOR 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. B) THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT DOES NOTACOOUNT FOR SPECIAL LOAD CONDITIONS CREATED BYATTACHMENT TO THE EXISTING STRUCTURE. THESE MAY INCLUDE SNOW DRIFTING OR UNBALANCE SNOW LOADING. ANY SPECBTL LOADING CONDITIONS MUST BE EVALUATED BY OTHERS. B) ENGINEERS CERTIFICATION: I CERTIFY THATTHESE ENGINEERING SPEC FICATIONS HAVE BEEN PREPARED UNDER MY DIRECT SUPERVISION AND THATI AM A REGISTERED PROFESSIONAL ENGINEER IN THE STATES SHOWN. REFERENCE NUMBER: 1103 Project Jab Ref. MCCARROLL RESIDENCE ~ Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 17 of 21 112 Wilson Drive, Pon Jefferson, NY 11777 CUTCHOGUE, NY 11935 (Ct 631-5669259 Calc. by Date Chk'd by Date App'd by Dale AS 9/19/2013 C= 3293.45 Reduction 3.52 Term Mode Illm Zdp 496.95 Ibs Mode , Side Member Bearing III, Z...= 1145.91 Ibs 2291.81 Ibs and Dowel Yielding in the Main Member A = 0.0004 B = 0.188 C = -718.09 Reduction 3.52 Term Mode III, ZnF 325.32 Ibs 650.64 Ibs Mode , Dowel Yielding in the IV Z~~= 1040.89 Ibs 2081.77 Ibs Side and Main Member A = 0.0004 8- 0.000 C = -434.22 Reduction 3.77 Term Mode IV Zw= 275.80 Ibs 551.61 Ibs Ca= Load Duration CCd= 1.000 Penetration Factor Sinelelateral Allowable (Z',) = 317.2 Ibs Double Lateral Allowable (Z'dl= 634.4 Ibs HAVE (3) @ 12" O.C. THEREFORE TOTAL CAPACITY = 31!317 = 951 PLF Project Job Ref. McCARROLL RESIDENCE 071 F117n Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 18 of 21 112 Wilson Drive, Pod Jefferson, NY 11777 CUTCHOGUE, NY 11935 ICl6a1-5660259 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 WORK Lag Screw Wood Screw Length = 6.00 in Wood Screw Embedment= 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 D. = 0.265 in , Dowel Diameter at max. stress in side member Fe= 70,000 psi , Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value: W = 351 Its Penetration Factor: Cp 3.50 in (based on 1/2 screw length +.5) 3 ~a Duration Factor: Co= NMI Withdrawal Allowable (W') = 1965.0 Ibs Wood Screw Lateral Calculations Substrate (Main Member): Douglas Fir-Larch Frame (Side Member): Douglas Fir-Larch Pds =ra Cantilever Distance: in , Frame hollow space . shim g: 0 in , Gap between members (if applicable cantilever/2) J in , Main member dowel bearing length Lm' 3 l; 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. WCARROLL RESIDENCE Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 19 of21 ?c, „ 112 Wilson Drive, Pon 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 = FnD Mm= 217.11 in-Ibs , Main member dowel moment resistance = Fb(D./6) M,= 217.11 in-Ibs , Side member dowel moment resistance =Fy(D,1/6) 0 = 90 degrees , Maximum angle of load to grain (0's B 5 90') for any member in a connection Ke= 1.258 KD= 3.000 Single Shear Double Shear Mode , Main Member Im Z,= 4101.79 Ibs 4101.79 Ibs. Bearing 5.03 , Reduction Term Mode Im Z,= 815.14 Ibs. 815.14 Ibs Mode , Side Member I, Z,= 4101.79 Ibs 8203.58 Ibs Bearing 5.03 , Reduction Term Mode 1, Zp 815.14 Ibs 1630.28 _Ibs Mode , Side and Main Member II Zn= 1699.02 Ibs Bearing A = 0.0004 B = 3.000 C= 6152.68 3.52 Reduction Term Mode 11 Z„= 482.35 Ibs Mode , Main Member Bearing Illm Z1438.70 Ibs and Dowel Yielding in A= 0.0005 the Side Member B = 1.500 C = 3293.45 3.52 Reduction Term Project Job Ref. McCARROLL RESIDENCE Address Sheet no.frev. ASES 4670 PEQUASH AVENUE 20 of 21 112 Wilson Drive, Pon Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C) 631-560-0259 Calc. by Date Chk'd by Date Appd by Dale AS 9/19/2013 Mode lllm ZnP 408.44 Ibs Mode , Side Member Bearing III, Z1438.70 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 Ill. Tan=. 408.44 Ibs 816.89 -Ibs Mode , Dowel Yielding in the IV ZN= 770.52 Ibs 1541.04 Ibs Side and Main Member A = 0.0007 B = 0.000 C = -434.22 - - - 3.77 Reduction Term Mode IV. Zrv= 204.17 Ibs 408.33 Ibs Ca = N ,Load Duration - Cp= 1.000 , Penetration Factor Sincle Lateral Allowable (Z',) 234.8 Ibs Double Lateral Allowable (2'a1= 469.6 Its HAVE MINIMUM (1) AT 16" O.C. AND (1) AT 6° O.C. THEREFORE TOTAL CAPACITY = 588PLF Prom Job Ref. McCARROLL RESIDENCE Address Sheet no./rev. ASES 4670 PEQUASH AVENUE 21 of 21 s.E..,- 112 Wilson Drive, Port Jefferson, NY 11777 CUTCHOGUE, NY 11935 (C)631-5660259 Celc. by Date Chk'd 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 10 961 SILL TO FOUNDATION 1478 1786 7 961 NOTE - FORCES SHOWN AS APPLIED IN CONNECTION, IE UPLIFT FORCE ON COLUMN TO SILL CONNECTION RESULTS IN SHEAR FORCE ON SCREWS McCARROLL RE51DE CE 1), C., 4470 PEQUA5H AVE., CUTCHOGUE, NY I I a35 W zZ°c, DRAWING INDEX 002- PLOT PLAN 3 S 1 - PLOT PLAN N' J 52 - GEN. NOTES ~a °U 53 - FOUNDATION PLAN - - 54 - STRUCTURAL DETAILS _N 574200" E _ 175.00' I ~ ~ ~ 55 - STRUCTURAL DETAILS A I -PARTIAL FLOOR PLAN BLOCKCUR6 p Q) O z e R I - SUNROOM PLAN ELEV. i o BIruMlNOUS oRlvewnY Z R2 - SUNROOM DETAILS APPROVE NOTED m N ~_u W R3 - SUNROOM DETAILS DATE: /0/7//l B.P. BLOCK CURB N C~=7 WaE. R4 - SUNROOM DETAILS FEE: 4o?6gy, Poe ~ 8m 0 o or re o #ar NOTIFY BUILDING DEPART IT AT t=o 2 v5 sa METAL 765.1802 8AM TO 4PM FOR THE 21'00' 1 S V FA5TENEP 5Cr,EDULE POP 230 5UN E 5HADE I sr+EO FOLLOWING INSPECTIONS: PROPOSED SUNROOM~ GARAGE 0 4 Mgt, TO EX15TING 5TRUCTURE5 C FOUNDATIONS 1. FOUNDATION - TWO REQUIRE Q IO' t5'-O"x IO'-d 3 ~ Soo€ FOR POURED CONCRETE N Q='=~~g FASTENER NC,5PACING I COMPONENT 0 i f`v dy (MIN) FA5TENERS 1 2. ROUGH -FRAMING & PLUMBI 3/8' 0 BOLT wi 2 (Mw) @ EACn COLUMN o 3. INSULATION 1 8 cOLDMwslu wnsnER AND s°o.c (Mm') of 4. FINAL - CONSTRUCTION MUST 6.3d I~ E 11 2X6 RIDGE 3/8'0 -1 BE COMPLETE FOR C.O. z BOARD (2) ROwS @ 16" O.C. $ 0 1 TO&15TING '"/"'AS"ER 1 ALL CONSTRUCTION SHALL MEET HE a " I Q OF NEG~J y 3/6'0 2 IN TOP e' (s" APART) I REQUIREMENTS OF THE CODES OF EW CONCRETE 'WALL COLUMN W/ WASHER 30" O.C PATIO . (MAXJ VERTICALLY i0 = s ~`l,` .SP S+ i YORK STATE. NOT RESPONSIBLE OR I SppT~pORpY oso' {J°`o ALUM. RIDGE 3/8" 0 DOLT w/ (2) ROW5 @ 16" O.C. FIV\M L O i y 5 i Q LEDGER WASHER ( I j- N 30.70' OU5E oad r 4 , NOTE: 11p 1 ALL FA5TENER5 CONNECTING ALUM. TO ALUM.5HALL BE i OCCUPANCY OD DEMO. EX15T, 24'X 14' GARAGE , 5TAINLE55 51 EEL. OR ROOM TO ALLOW FOR NEW W 2. ALL PA5TENER5 CONNECTING ALUMINUM COMPONENTS TO PROP05ED 5UNROOM 0.9d (CO QBj 5TRUCTURAL FRAMING OR FOUNDATION SHALL BE HOT SSE IS UNLAWFUL DIPPED GALVANIZED. I V1 Q OF~SCS1<G 3. ALL FA5TENER5 SHALL HAVE A MINIMUM Of 3" EMBEDMENT DON. 0 36.34 I`--' FICA RETAIN STORM WATER RUNOFF WITHOUT CERII - N DRAWINGTIT~: PURSUANT TO CHAPTER 236 m) OF OCqgi N A PLOT 9~ W TOWN CODE. Z, ~I sl SCALE 1 20 COVER SHEET NOTE: 1. TH15 PLOT PLAN 15 FOR REFERENCE ONLY, COMPLY WITH ALL CODES OF p KEVISICMIs POP ADDITIONAL INFORMATION HE 5URVEY NEW YORK STATE & TOWN CODES o PROVIDED BY A LICENSED LAND SURVEYOR. AS REQUIRED A-11D GeN9ff4GNS ~ 2. LOT COVERAGE CA! C5 (FOOT PRINT ONLY) SBtTmoC6i0'atllv`ZBA LOT AREA: = 2G,250 5Q.FT. ARD EX15T. HOU5E: = I ,817 50. FT. ' EX15T.5I-ED: = 8050.FT, S ~ES DRAWN BY: LA5 PROPOSED: = 1 50 5Q.FT. - TOTAL: = 2,047 50. FT. 1 REVIEWED BYLOT COVERAGE 7.79% 5 57°42'00" W 175.00' SCALE: 5EE DATE: 09-105 1 GENERAL NOTES n E}Oo A. FOUNDATIONS M. DE51GN LIVE LOADS w ? Z CLASS U '175 CONSISTS OF TWO PANES OF I/8' THICK TEMPERED GI-A55 STRUCTURAL MEMBERS HAVE BEEN DESIGNED FOR FULL DEAD LOADS AND THE lVn O . MAXIMUM PRESUMPTIVE ALLOWABLE SOIL BEARING PRESSURE FOR NEW FOOTINGS = 3000 P5F. H. GLA55 2. FOOTING EXCAVATIONS AND FORMS SHALL BE REVIEWED BY LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCR£ E FOLLOWING LIVE LOAD5 IN ACCORDANCE WITH THE 201 O NEW YORK STATE - - WITH A 5/9" STAINLESS STEEL SPACER BETWEEN PANES WITH AN AP.GC`J FILL. m m 3. FOOTING ELEVATIONS SHALL NOT BE RAISED OR LOWERED WITHOUT APPROVAL OF THE ENGINEER. BUILDING CODE: 3 W ~ 2. G1A55 CONFORMS TO ASTM E 13QO. l9 3. ALL MI 6 (CODE 78) CLEAR ARGON ROOF CASE, HAS THE FOUOWNG GROUND SNOW LOAF 20 EST N B, CONCRETE MINIMUM PROPERTIES: 1, Ll 1. ALL CONCRETE SHALL DEVELOP A MINIMUM COMPRE551VE STRENGTH AT 29 DAYS OF 3,000 P51. VISIBILITY TRANSMITTANCE 16% - - ~ w 2. ALL CONCRETE WORK SHALL CONFORM TO ACI 318. 2. WIND LOAD: C6 O SOLAR TRANSMITTANCE 1096 0 BASIC WIND SPEED: 120 MPH Q O 3. PLACE EXPANSION JOINT MATERIAL BETWEEN EDGES OF SLABS AND VERTICAL SURFACES UNLE% OTHERWISE NOTED. ULTRAVIOLET T REFLECTIVITY = 796 W ND EXPOSURE: C - C. REINFORCING STEEL VISIBLE OUTSIDE E I% VELOCITY PRE55URE EXPOSURE COEFFICIENT, Kz: 0.85 V151BLE INSIDE REFLECTIVITY = 25% DIRECTIONALITY FACTOR K& 0.85 1 EARS SHALL BE ROLLED FROM NEW BILLET-STEEL CONFORMING TO ASTM AC, 15. GRADE 60. SHADING COEFFICIENT = .18 0 2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185 OR ASTM A497 GUST EFFECT FACTOR, G: 0.85 . 50LAR HEAT GAIN COEFFICIENT = . I S E } IMPORTANCE FACTOR, I: .0 L, 3 g V ! rr 3. DETAIL AND FABRICATE REINFORCING STEEL IN ACCORDANCE WITH "ACI AL PRIOR MANUAL". PUBLICATION $P-66. RELATIVE HEAT GAIN = 39 4. REINFORCING STEEL SHALL BE REVIEWED BY THE LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. INTERNAL PRESSURE COEFFICIENT. PEP 30.55 CC R A5HRAE WINTER U VALUE = .25 DE51GN DESIGN WIND PRESSURE (WALL); 32 PEP 5. PROVIDE BARS AT CORNERS AND INTERSECTIONS OF THE SAME NUMBER AND SIZE AS LONGITUDINAL BARS IN FOOTINGS A WINTER R VALUE =40 Q ~ WALLS. q. ALL LL MC-5C (CODE 74) CLEAR ARGON WALL GLA55 HAS THE FOLLOWING DESIGN WINO PRESSURE (ROOF): 35 PEP O 3 W ~i96 CONFORMS WITH PARTIALLY ENCLOSED DESIGN AND DOES NOT REQUIRE HURRICANE SHUTTERS o = fJ o'6 MINIMUM PROPERTIES: D. STRUCTURAL LUMBER VISIBIL(TYTRAN5MITTANCE =56 s ~r of z lb B WIND-BORNE DEBRIS REGIONS: (EITHER) LIL E 'y F~ . STRUCTURAL L MBE HALL BE GREEN DOUGLAS FIR LARCH NO. 2. OR BETTER, 'UNLESS OTHERWISE NOTED SOLAR TRANSMITTANCE -29 n m W o ON THE PLANS WITH THE FOLLOWING MINIMUM PROPERTIES: = 13 I) AREAS WITHIN HURRICANE-PRONE REGIONS WWITHIN I MILE IND D 1OF THE COASTAL Z 4 ULTRAVIOLET TKAN5MITANCE - m m b 3 a. Fl, = 850 P51 MEAN HIGH WATER LINE WHERE ERE THE BASIC WIND SPEED 15 ! O MILES PER HOUR OR GREATER. In m i VISIBLE OUTSIDE REFLECTIVITY = O 2) AREAS WTH A BASIC WIND SPEED OF 1 20 MILES PER HOUR OR GREATER. O > N 4 - 6 b. Fc (PERPENDICULAR) = 625 P51 VISIBLE IN51DE REFLECTIVITY - 17 V 1 W z m - Yt c. Fv = W 95 P51 SHADING COEFFICIENT = .38 - = y Y 7 IN THESE REGIONS ACCORDING TO SECTION 1609, .4 OF 2010 NI THE GV55 SHALL BE 2i d. E = ,600.000 P51 SOLAR HEAT GAIN COEFFICIENT = .33 V J O m Q g ASSUMED TO BE OPEN. THE SUFROOM 15 THEREFORE ANALYZED AS A PARTIALLY OPEN STRUCTURE N lD 2 ALL PRESSURE TREATED LUMBER HALL No. 2 SOUTHERN YELLOW PINE, OR BETTER, WTH RELATIVE HEAT GAIN = 79 Z z O C3 L' S ACQ (ALKALINE COPPER QUATERNARY) TREATMENT. REATMENT. ACCORDING TO ASCE 7-02 QU J Q gL,~~o Y) ASHRAE WINTER J VALUE = .25 O K m u J C7 ` 3. PROVIDE WASHERS BETWEEN All THE BOLT HEADS AND WOOD AND BETWEEN ALL NUTS ASHRAE WINTER R VALUE = 4.0 w AND WOOD. 3. LATERAL DESIGN CONTROLLED BY WIND. I- O O O O L Z L 4. LAG BOLTS AND SCREWS SHALL BE PROVIDED WITH LEAD HOLE5 HAVING A DIAMETER NOT L SEALANT > r U HIM N G GREATER THAN 70 PERCENT OF THE THREAD DIAMETER OF THE BOLT OR SCREW. ALL LAG BOLTS I .ALL SEALANT CONFORMS TO ?T-5.01 TT -5 002300. 4. FLOOR LIVE LOAD = 40 '51', AND 5CREW5 SHALL BE INSERTED IN LEAD HOLE5 BY TURNING AND UNDER NO CIRCUMSTANCES A5TM C-920 TYPE 5, GRADE N5. CLASS 25. Q V° V , 888 BY DRIVING WITH A HAMMER. ENERGY INFORMATION: Ln R-VALUE 3" SOLID ROOF PANEL: 3.4 w' U 4 xx o 5. THROUGH BOLTS SHALL BE PROVIDED WITH BOLT HOLES WHICH AN' } TO, INCH LARGER THAN J. GASKETS R-VALUE 4.25" SOLID ROOF PANEL: 18.61 LIL cVV s E f 5 THE BOLTS. 1. ALL GASKETS ARE CO-EXTRUDED AND ARE NON-MIGRATORY. R-VALUE 7/8' ROOF GLA55 PANEL: 4.0 G ~Oof i to) 6. STEEL FOR ALL ACCESSORIES SHALL CONFORM TO A5TM A36. R-VALUE 3' SOLID WALL PANEL: 13.4 O 7. PLYWOOD SHALL BE C-C EXTERIOR, DFPA GRADE MARKED OR EQUIVALENT, OF THE THICKNE55 K. ROOM SPECIFICS R-VALUE 7/8' WALL GLA55 PANEL: 40 ~ } ~ ~ ~ dy SHOWN ON THE DRAWINGS. R p y a g g 8. PROVIDE OTHER MANUFACTURED ACCESSORIES A5 REQUIRED AND A5 SPECIFIED. I. ROOM DEAD LOADS N. COORDINATION G o ttl ` EN ALL FABRICATED STEEL ASSEMBLIES EXPOSED TO WEATHER AND ALL STEEL FASTENERS. INCLUDING ROOF: 7 PSF 1, THE CONTRACTOR 5HALL VERIFY CONDITIONS IN THE FIELD AND IMMEDIATELY - D Yy3 N BUT NOT LIMITED TO NAILS, ANCHOR BOLTS, CONNECTION 5OLT5, NUTS, WA5HER5, LAG BOLTS WALLS: 5 P5F NOTIFY THE ENGINEER OF ANY CONDITION NOT AS ASSUMED. HE SMALL TAKE FIELD OR SCREWS SHALL BE GALVANIZED IN ACCORDANCE WITH THE ASTM STANDARD FOR THAT ACCESSORY, FLOOR: 10 PSF MEASUREMENTS AND BE RESPONSIBLE FOR THE SAME. ASTM A213, A153 OR OTHER. 10. FABRICATED ITEMS INDICATED ON THE PLANS ARE DESIGNATED A$ PRODUCTS PRODUCED BY THE REFERENCE STANDARDS; 0. ABBREVIATIONS F NE SIMP50N STRONG TIE COMPANY. PROVIDE ITEMS NOTED OR EQUIVALEN- PRODUCTS. A5TM E 1 19 ` THE HOSE USE UST Off ABBREVIATIONS NOT INTENDED REPRESENT V Y- I ! .ALL LAMINATED VENEER LUMBER (_VU BUT 5HALL HAVE THE FOLLOWING MINIMUM PROPERTIES. AS_S. M E 1300 * L ALL THOSE USED A THESE SE DRAWINGS, BU BUI TO SUPPLEMENT LENTENT THE MORE s}~ S Y L Fb = 2.600 P51 ASCE 7-02 COMMON ABBREVIATIONS USED: ~P RO b. Fv = 285 85 P51 c. Fc (PERPENDICULAR) = 750 P51 a) ROOF GLA55 CODE 75A-VALUE = 40 ! TYP. -TYPICAL d. E = 1,900.000 PSI WALL GLA55 CODE 74,R-VALUE = 40 IN WALL PANELS TO BE 3' INSULATED, R- 13.4 2. SIM. - SIMILIAR t`L E. STRUCTURAL STEEL 3. CON - UNLESS OTHERWISE NOTED r LU rt <M - . ALL STRUCTURAL FTEEL CONFORM1I5 TO ASTM A36 OR ASTM A572 GRADE 50. L DEFLECTION CRITERIA 4. CONT. - CONTINUOUS O . ALL MEMBERS MEET OR EXCEEDS THE FOLLOWING MINIMUM P. CONSTRUCTION EAFET' Z A F. ALUMINUM DEFLECTION LIMITS: I, THESE DRAWINGS DO NOT CONTAIN NECESSARY COMPONENTS FOR 5AFM I ALL STRUCTURAL ALUMINUM CONFORMS TO THE MIN,M'JM REQUIREMENTS OF 6005-T5 FOR ALLOY AND TEMPER LIT DL + LL DURING CONSTRUCTION. 082358 `Gr EXCEPT A5 NOTED BELOW: a. STRUCTURAL ALUMINUM: U120 2. THE INSTALLER SHALL PROVIDE ADEQUATE TEMPORARY BRACING, SHORING 6 A/~1 p'ti CORNER COLUMN 6063-T5 b. GLA55: U175 - GUYING OF FRAMING AGAINST WIND. CONSTRUCTION LOADS E OTHER ~FEg$10~ H-COLUMN GO63T5 c. FLOORS: U360 0240 TEMPORARY FORCES UNTIL NO LONGER REQUIRED FOR THE SUPPORT OF UTWTY N COLUMN ...6063-T6 THE FRAMING, 2. ALL STRUCTURAL ALUMINUM WORK CONFORMS TO "PART I-A - 5PECIFICATION5 FOR ALUMINUM 5TR'UCTURE5 - Q. MISCELLANEOUS DRAWNG TITLE: ALLOWABLE 5TRE55 DESIGN' OR "PART 1-5 - SPECIFICATIONS FOR ALUMINUM 5TRUC TURE5 - BUILDING LOAD AND I . ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE 2010 BUILDING CODE RESISTANCE FACTOR DESIGN" OF THE ALUMINUM ASSOCIATION, INC. 5EVENI H EDITION, tFFECTIVE JANUARY 2000. OF NEW YORK STATE, THE RESIDENTIAL CODE OF NEW YORK STATE, THE ENERGY 3. IN ALL INSTANCES WHERE ALUMINUM COMES INTO CONTACT WITH STEEL, PROVIDE DIELECTRIC SEPARATION. CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE, AND THE LOCAL GENERAL 4. ALL EXPOSED ALUMINUM RECEIVES ONE COAT OF PAINT. COLOR TO 15 COORDINATED WTH MODEL AVAILABILITY. ZONING RULES AND REGULATIONS. 5. ALL FASTENERS CONNECTING ALUMINUM COMPONENTS ARE STAINLESS STEEL TYPE 300 18-9 UNLESS OTHERWISE 2. NO NOTE OR LACK THERE OF 5HALL BE CONSTRUED AS RPUEVING THE NOTED ON PLANS. CONTRACTOR FROM EXECUTING ALL THE WORK IN ACCORDANCE WITH THE N OT I E5 BUILDING CODE OF NEW YORK STATE, THE RESIDENTIAL CODE OF NEW G. 5TAIR5 YORK STATE AND ALL LOCAL REGULATIONS HAVING JURISDICTION. SEE NEW YORK STATE RESIDENTIAL BUILDING CODE 3. THE ENGINEER SMALL NOT BE RE5PON51II FOR ACTS OF OMISSION OF REV1510I 5ECTION5 R31 1.5 THIRD RE) 1 5.8.1 FOR STAIR REQUIREMENTS, THE CONTRACTOR OR ANY SUBCONTRACTOR OR AGENTS OR ANY OTHER PERSONS PERFORMING THE WORK. 4, THE EN'GMEER IS NOT RESPONSIBLE FOR OBTAINING ANY BUILDING PERMITS ANDPOR VARIANCE APPROVAL. CLIMATIC GEOGrll^ G DE51GN CRITERIA DRAWN BY: GWN GROUND SNOW WIND SEISMIC 5U5JECT TO DAMAGE FROM FLOOD REVIEWED BY: A5 LOAD DESIGN FROST LINE HAZARD SPEED (MPFi) CATEGORY WEATEIERING PTN TERMITES DECAY SCALE: SEE PLAN SEE GENERAL SEE GENERAL C 5EVERf 36" MOD. TO IyEAVY 5LIGHT TO MOD. NO DATE: 09- 1 0- 1 3 NOT-5 N T 5 52 of 5 oZO~ zz~m 00 DENOTES OUT5IDE N 3 /i FACE OF EX15T. STRUCTURE J W U Q U) i I 8 o oC o zG xb ~a. C) 0 w dzn z,i o U) N a- om cz LO Qz z? o 1 N 1 I I Z~°~ NEW 411~ CONCRETE d8s m O L OVERPOUR OF EXIST. SLAB. A Q. m o° 5F°4 p MATCH EXIST. F.F. ELEVATION 0-/ y g=s~ o - +G"~ ABOVE GRADE. / S4 o Q Y S4 a~ 3g5 DENOTES OUTSIDE w og.N" FACE OF 5UNROOM I I I ' L--------------- i OpNE~yY tPS SPy~~~p s `r DENOTES OUT5IDE FACE OF NEW CONCRETE m r FOOTING TYP, UON 2 yN U ~O 082358 I EX15T. CONC. SLAB A9OFESS% ~P~ DRAWING TIRE: FOUNDATION 3/4" 5'-0" 314 " N I LAN 15'-3 1/2" REV I51ON5 A FOUNDATION PLAN 53 SCALE: 3/8" = I'-O" NOTE: 1. TOP OF EX15T. FLOOR 5LA13 DRAWN BY: GWN ELEVATION = 0'-0" (REFERENCE) REVIEWED BY: AS 5CALE: 5EE PLAN DATE: 09-10-13 53 of 5 W-N N W 0o oZO~ 0 0 m N W as o~W OUTSIDE EDGE _ W OF SLAB d d I " a ANCHOR BOLT (TyP ) 0- cz NOTE: 8 _ (J #4 DOWEL x 1'-0" _ - w gL;tbt ~ ROOM FRAMING Z OC ~ ~ LONG TYP, UON O NOT SHOWN Z arm Q z4$ COLUMN FOR CLARITY EXISTING = O > s H~€ - - NEW FINISHED FLOOR Ln FOUNDATION w `n w = j -b OUTSIDE EDGE PLAN VIEW Q WALL N g OC 2 z Eb OF ROOM - - - - Z --j oy3 FOR ANCHORAGE O EPOXY no Q c o DETAILS SEE NOTE I GROUT WALL N ya NEW CONCRETE SLAB AND - - - - - - - - - - - - THICKNESS (J7 g U " 4 IF 13/4" MIN. WALL FOUNDATION BOOR BLAB (4" MIN) ? U 3,95 Apo 3/4" SAWCUT SLAB AS REQ'D. BEYOND FOR PLACEMENT OF NEW (L £ yes CONTINUOUS FOOTING --J- G oar I EXIST. CONCRETE 3/4" CHAMFER SLAB - - - - I e N coN~B Q sa R y~ +1 EX15T. < GJ F y 4 ° ° -1 d h}L 4 O e C EPOXY GROUT w/ ° O a I _ G" MIN EMBED f' 'Qr~2 I/2' Ia. a<. Qq" ZVI COMPACTED e . 'G I ° 4 a FILL DRAWING TIT!E e STRUCTURAL > 5755 2-#4 CONTINUOUS ~r , r, r rr r f~ FOR DETAILS NOT SHOWN, DETAILS O SEE d a-/~ 54 REVISIONS z~ 3" CLR. #3 @48- O.C. TIE 50TTOM OF NEW `TG U u~ TO MATCH BOTTOM OF 2"-.---j EXISTING A TYP. FOUNDATION DETAIL ( TYP FOUNDATION DETAIL AT EXIST STRUCTURE J4 NOT TO SCALE cJ4 NOT TO SCALE DRAWN BY: GWN REVIEWED BY: AS NOTE I . PROVIDE MINIMUM J" 0 HILTI KWIK BOLT III (OR APPROVED EQUAL) SCALE: SEE PLAN Q I G" O.C. AND (2) AT EACH COLUMN w/ 3 EMBEDMENT DATE: 09-10-13 54 of 5 Y+ W >r°° z z 'o N oo~~ N ~ J O U a ~ g 3 u~g vo Z r wp m r ~ z N W NEW PLYWOOD EXISTING N o O Z z o w$ SHEATHING, T ROOF FRAMING CONTRACTOR MATCH EXIST. J p pp~€x FASTEN TO END C) O o = ~g~ g DENOTES PORTION OF RAFTERS Q Q v uSI~@ w/ 3 ROWS 86 § OF EXISTING FRAMING - , / NAILS F I U g TO BE REMOVED DL U 's7=~Fg~ J ~ 3o#oox NEW FOUR „a / SEASONS ROOM SOLID 2x BLOCKING BETWEEN EACH RAFTER Il_ CUT TO FIT AND MATCH EXIST SLOPE ~ o~ys / - - - - - - - - - - - - - N F E h,~.',,,,1-,'.~._',,,.~•..~,:'..~ NEW SIMPSON STRONG TIE N2.5 HURRICANE O W ANCHOR AT EACH RAFTER SP yO I G NEW (2) 2x8 LEDGER FASTEN W/(I) 3/8"0 LAG * NEW FOUR SEASONS RIDGE BOLT W/MIN. 3" EMBEDMENT TO ENDS OF e, ASTEN TO (2) 2x8 LEDGER W{ EXIST. RAFTERS 6" O.C. E TO EXISTING i F ( I p j 3/8"0 LAG BOLTS W MIN.3" TOP PLATE @ 6" O.C. COUNTERSINKING BOLTS 2 11 ~ EMBEDMENT 4" O.C AS REQUIRED TO WSTALL SUNROOM RIDGE. O.C. STAGGERED 23SV 4i 9Q~~~P A TYP. RIDGE CONNECTION DETAIL AT EXIST. SAVE Dw WING TITLE: 55 NOT TO5CALE 5TRUCTURAL D ETAI L5 REVISIONS DRAWN BY: GWN REVIEWED BY: AS SCALE: SEE PLAN DATE: OS-10-13 55 of 5 W C}oo o=o~ zzNm 00 N w _ ~ J X W ~ t11 0 O d 22'-10 x C 3 J'wg R w U S0Rt g= L U 3c~W W¢ LIVING ROOM N z Q W N 4v cn o M cz DEMO. EXIST. 5460 DEMO. EXIST. 54GO ZO ~ ©U ~ '1'- WINDOW AND FILL IN WINDOW AND FILL IN (1]o o Q C) of WITH 2x STUDS AND WITH 2x STUDS AND Q > a~ c DRYWALL DRYWALL. 11LL~II g < vg e" CIZI 5068 5.G.D. 5068 5.G.D. LL. sfy a° t f~~~`se v~~ W a I SECTION H 105 LIGHT AND pF NE{y y PROPOSED VENTILATION/EMERGENCY EGRESS ySpy9oOQ 5UNROOM H 105.1 General. Exterior openings * p 1 5'-0" X 10-0" ~ required for light and ventilation shall - - be permitted to open into a patio t structure conforming to Section Zip C AH 10 1 , provided that the patio BOA ~8295g structure shall be unenclosed if such R~ESS<p~~ i openings are serving as emergency egress or rescue openings from sleeping rooms. Where such exterior De WNG TITS opemngs serve a5 an exit from the PARTIAL dwelling unit, the patio structure, EX15T. CONC. SLAB unless unenclosed, shall be provided FLOOR PLAN with exits conforming to the provisions of Sect on R3 10 of this code. REVISIONS I i 1 5'-0" FIELD VERIFY DRAWN BY: GWN N A PARTIAL FLOOR PLAN REVIEWED: BY: AS SCALE: 1 i4" = I'-O" SCALE: SEE PLAN i A I DATE: 09- 10- 13 Al OF nm~ w - N ¢ opC) W azo , Z :i m 00 LF) m SKYLIGHT 3THK 1 .51-13 FOAM DEN51T( ALUM. ROOF PANELS a w 50LID ALUM. PANEL pj Q O UTIUTY'H, U I~ 13 N~ R4 Q~('~ Q LIDING 5LIDIIN~G ¢ w V 0 V ~,o6 INDO WINDOW B R4 V,`Y.i 6 C o N It z m Cn a s~~e R3 R3 R3 m N w LU D II z Z S() S sn $ R4 x p C) Of R4 R4 m U o u$` 10' O ~ 'e ~`ag3Q swlNC DooR r1 LEFT ELEVATION LL. PLANIEW scaE:,{=^o o~0Nso V SCAt ' 1 4 =1 -0 A o W C OF NEB, y ,gyp s Say 50LID ALUM. PANEL UTIUTY'H' UTILITY'H' t r_ Q A LU yd% C2 r ~~q 082359 E~ 5'_0" E 5'_0" C = 5'_0" 4'_0" 9 PV x a SLIDING R2 SLIDING w ¢ SLIDING SLIDING w w WINDOW WINDOW x w WINDOW WIND = m U w tw 1 '-0' Ul m o oruwiNG mom: 0 3 w w G INSWING E B ° w C B D SUN ROOM DOOR R3 R2 ~ ~ 0 R3 R3 PLAN * ELEV. °o D °o z z R2 REVISIONS A A R2 R3 50LID ALUM. KICK PANELS 15' l0' A FRQNI-flEY TION n RIGHT EL ATION DRAWN BY: ST REVIEWED BY: A5 SCALE: 5EE PLAN DATE: 09-10-13 K I Of 4 n } oZOC? 0 C) EXTR'D ALUMINUM YI U EAVE TOP (ANETB) E%TR'D ALUMINUM _ EAVE BOTTOM (A'7EB) EEAVE AVE TOP (A (ATB) a O E C~- 8070M uI^ ~ / u I C j CJ 0 Uag C SAVE DETAIL oL =I,m LLJ U RZ NOT TO 5CALE r Z K-M Q wm T ong INSWING DOOR HEAD SECTION N 2 z ~ U7 Q R2 NUT TO SCAtF o m Z~ C) > o o WALL 1/2' TEK SCREW 8 Q U 3 O.C. (7.150) N ~f 0 ELEVAPONS) U o Y Ue z _ g c6tl LL ~ a. o - Yea w T,,7. GF INS%DP > OF OF q00 11 FOGl w w m _ ~()F NElryi R2 NOT TO o say 21 o~ o I CO m m w w ~ I Ap 3 C? 5ETTING BLOCK FO 082359 °m J (Mr 1032) I o, A'90FES6lONP z oa M CL I END CAPS ~O LO DRAWNG P1 E: `moo (C'9113RH) m SUNROOM N f DETAILS A SILL DETAIL FLASHING BY I M REV1510N5 R2 NOT TO 5CALE INSTALLER D INSWING DOOR 51LL SECTION M W K2 NOT TO 5CALE ~/)I DRAWN BY: 5T MINIMUM CONNECTONS FOR DETAILS A ARE SHOWN IN THE REVIEWED BY: A5 NOT 5HOWN 5EE R3 SCHEDULE ON PACE S1. SCALE: 5EE PLAN DATE: 09-10-13 K2 of 4 w-N o=o~ zZQM 00_.m N-W-r J W Q ui pU~ 2 f /2' MIN. ExTRD AWMINUM CONT. EXTR'D ALUMINUM A Y i K T UTILITY COVER (A"SGr; CLOSED SILL (A'7G5) BELOW OUTSIDE INSIDE OF OF w CONT EXiR'D ALUMINUM A8 x 1/2° TEK SCREW 017-150) WINDOW JAMB (A7-131 U) L W C€ B OT HERS) 5 ~21r4 EXTR'D ALUMINUM G 4 € ROOM ROOM CLOSED SILL U'7C5) 51X AT EACH COLUMN U B? k, t8x !!2"TEK SCREW (7`150) e R Ilf~ v ~ z ~ B V j EXTR'D ALUMINUM EIGHT AT EACH CORNER _ E-RUCTURAL CONCRETE SIGNS UTILITY H-COLUMN (AT 145) EXTRD ALUMINUM Z y = m Q MINIMUM OF 2000 CORNER COLUMN Q > In Psi EXTR'D ALUMINUM (A'7C9) y J 2 Z N (J~ 4_ _ o WINDOW JAMB (A7° 1 31 U) _ FLASHING I I• c ( I 21 W Y it (BY OTHERS) ° ° V! o m 0Z 4 T, x MINIMUM CONNED IONS ARE 1 Z Z O : a °a I SHOWN IN THE SCHEDULE J uj w < MINIMUM CONNECTIONS ARE \ \ O m u J W _ S'I I SHOWN IN THE 5CHEDULE ON PAGE 5), \ ' ~o JO O 4- e Is t M ^c - ON PAGE 51. FRONT\\ _ V} wi0 O=~ L ° OF \ \ m WQ > 6a PLAN VIEW Roots M u p~ CONT. EXTR!D BILL ALUMINUM / \ LEN O Q 4 ° CLOSED SILL (A'7C5) \ V / O U 84 -er N 3/4 3/4° ~B UTILITY H-CHANNEL CONNECTION AT SILL ~L U ~~I;~ FOUNDATION UNIT WIDTH /LENGTH ~N CC PROJECTION R3 NcT ro solT MINIMUM CONNECTION5 ARE 39/16' A SHOWN IN THE SCHEDULE O s s b$ 51LL TO CONCRETE SLAB CONNECTION DETAIL ON PAGE 51. PLAN VIEW LL p~ ) NUI IUSC w ,~:rte CORNER P05T CONNECTION AT SILL G a N k8 x 112" TM SCREW (H7. 150) @ I G' O.C. R3 oT ro ~cA1c CX510E FACE OF EACH SIDE VERTICALLY NG STRUCTURE EXCEPT @ TOP 9° EXTP'D ALUMINUM 5- (@ PROVIDE 3 EACH SIDE UTILITY s-RUauRAL (SPACE @ 3" o.c.) unuTY COVER (A•sG~ Of NEHr Y FRAMING) l!151?° APPLY CAULKING EXTR'D ALUMINUM 1/4 2 1/4 R8 x 112' TEN SCREW (H7' 150) 51Y AT EACH SPY/ O BETWEEN SILL t WALL WINDOW JAMB eC-F1 COLUMN CV (A7. 3 ! U) C.7 EXTRD ALUMINUM * 4 MINIMUM CONNECTIONS ARE UTILITY H-COLUMN (AT 145) Q r SHOWN IN THE SCHEDULE r EXTR'D ALUMINUM ~ W ON PAGE 51 . 'r I I I ( WINDOW JAMB (A7" 31 U) m Z MINIMUM CONNECTIONS ARE ZS v S Q c:,~5rc snowN m TnE SCHEDULE 082359 _A l ONPAGe5!. AOF ONy 2 U @ L N 5P @ e of ESS1 P COLUMN SPACE @ 3. O.C. ;e VERTICALLY t @ 30" O.C. VERTICALLY COORDINATE CONT. ALUMINUM pgAyyING TITLE: WITH SCHEDULE) i,EXTR'DALUMINUM CLOSED SILL ILL (A'7C5) EXTRD ALUMINUM STD. H-COLUMN p CLOSED BILL(A'7C5) PLAN VIEW (A7•I I I) PLAN VIEW 'EMRTR'DACHANNNEL EL(A7• NUM l l I) SUNROOM PLACED VERTICALLY AGAINST DETAILS WALL GABLE ATTACHMENT AT HOU5EWALL w/SOLID FILL36-9/18• DOOR u2• R3 401 TO 9 AI2 E SWING DOOR JAMB CONNECTION AT SILL RPV15ION5 p~ f uoT ro srxl~ DRAWN BY: 5T REVIEWED BY: A5 SCALE: SEE PLAN DATE: 09-10-13 R3 of 4 i t` t` W - N 0 O~ O o z p ~ W >-N^ 00~~ m N W J t".'.. w N I H A5HEP (F SCREW _ " '"t;'}• ~ y - O O W WITH WASHER (1K2134) "•'~i a SIX SCREWS PER PANEL @9" O.C. , ~ , #8 x 1(2" TEK 5CREW (17.1 50) @ 12" O.C. "r qt' °i4.. MAX. °'F COUNTER FLASHING g w1,°' BY IN5TALLER•. y~G "-.1 ~s~~ OUT51DE FACE OF 2 Y ,M. `.`..k`. _.,p' N8 x 112" iEK SCREW ¢ 8 ?,"~•.:.::'`;~:rF''i.:. 2'.?..: -r..; #8 x 1/2" TEK 5CREW pi7' 150) EXISTING WALL (17'150) 8 = W ~''~~d (@ STRUCTURAL FRAMING) @ 12" O.C. MAX. U U' , 1, -9 . . oz`' ''•'~c.::,- EXTR'D ALUMINUM SIX ON TOP 4 BOTTOM OF ;.a,•.. r:,,...•ra°'•,.~ •.:,,•r n. _ SAVE TOP (A'7ET8) FANEL(MINIMUM) r 3"THICK =7'p z `yz t' ' MINIMUM CONNECTION5 h m a ROOF PANEL ¢ _ m In y A~?f ARE 5HOWN IN THE Z dx _ L1.J m 3'T11CK 5CHEDULE ON PAGE 51. = O y > .F ROOF PANEL ' i wzN W ffdv~C s EXTR'D ALUMINUM Z z 8 tp s' F z 3" FA5CIA (A'73RF) J OE EXTRD ALUMINUM _ On = "v_`}'# EAVE BOTTOM (A'7E8) m v j =at #8 x 1/2" TEK 5CREw EXTR'D ALUMINUM rCC~ EAVE FASCIA ON GABLE g U u _ (1T 150) SIX AT / 3" RIDGE (A•73RR) Nor ro scn~ UNIVERSAL GUTTER -UNIT WIDTH-y R4 U J§~` EACH COLUMN cc (A'KSG) AND@IG°O. C. MAX. = G r~Yg EXTR'D ALUMINUM O ~,T&"~~' 3" SNAP-CN GUTTER FASCIA A EAVE # ROOF CONNECTION L--= 1 O' IU~ADETAIL ~ G o `gu (A-3GF5) R4 Nor To scatE - R4 V #B x I 1/2" TEK 5CREW (1.2020) @ 1 2" O.C. MAX. 22 3/4" GLA55 WIDTH 3/6 20PENOINGN 3/8 5KYLIGNT A55EMBLY ~~OF NE{vY J'; c.'~;;y,; (710991 M78) ~P$ $PY9p ~9 ytt #8x 1/2" TEK 5CREW5 y (7' 150) (TYPICAL) # * , EP5 FOAM r- fZ ti FIELD CAULK BEFORE t O e 1 G~~ OUG AFTER IN5TALLATION Z -'y..'.': a,, l";~ 8235 i„?.. w Rp P i~= FE IpN ALUMINUM SKIN 'l... Z SS BOTH I ~,::y w: .:.i.; .l<'^'' a S DES d'i" ~:x,a a.^~",.•''":f~"%,.ii ":•i ROOF PANEL SNAP DETAIL "`.x.;..:.;,.~:,1:.`,;::::=.,Z-,~' f,<';.,.;:.:,: R4 OT tO 5 _ ` V',_ p a O DRAW NG TITLE: '?T': ,r x,V : r, . S U N ROOM DETAILS CAULK CORNER JOINTS BETWEEN TRIM #8x 1/2" TEK 5CREW (5EE DRAWING ABOVE) (7' 150) TYPICAL REV1510N5 SKYLIGHT TRIM (BREAK OFF PROVIDED FOR 3" # 3 1 /2" ROOF PANELS) E 5KYLIGHT DETAIL R4 or TOSCAe DRAWN BY: 5T REVIEWED BY: A5 SCALE: SEE PLAN DATE: 09-10-13 R4 OF 4