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Home My WebLink About2515 Elm Ave; 11-1803; CARPORTApplication No:. CEIV JUN 2 7 2011 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Documented Construction Value: $ .34f 5-6, 00 Job Address: 25/S Ism HO 63 E storic District: Yes No Parcel ID: Q/ - 2d - 30- 0LI- 03Go - 0a 7G Zoning: Description of Work: _2o'x2a'A1,)1n,,,, yA CAn/9o21 Plan Review Contact Person: _ TIM 1'1 <:;rn A hart 'Title: Phone: 4o7-3Q- polo Fax: 40; 323-6o/ E-mail: Property Owner InformationF L Fail \lE0 Name Chu&cA oL Lod of AzopAecY Street: 2, o,? /=1_1,n 14 City, State Zip: SAr&,zd l—l- 3277 Resident of property? : Contractor Information Name Ce VR&I /41u1n1h; n &4 9eR V <, tie. Phone: 14o7-323- 6c,10 Street: >O/ Coajik.,,glJ j2d, Fax: 1407-32-3-601?- City, State Zip: fa id F/- 32723 State License No.: 15 CG 0S6 7 3 4 r Architect/Engineer Information Name: kA,,j/, e co Bean eff' Phone: 3 - 76 7- 4 771 Street: 0.0, 6ax 240034. Fax: 3iR-6- 767- 6556 City, St, Zip: P()l&t 0416!G e Ft. 3 Z/ z c( E-mail: Bonding Company: Address: Building Permit Square Footage: No. of Dwelling Units: Electrical Mortgage Lender: Address: PERMIT INFORMATION Construction Type: No. of Stories: Flood Zone: New Service - No. of AMPS: Mechanical (Duct layout required for new systems) Plumbing New Construction - No. of Fixtures: Fire Sprinkler/Alarm No. of heads: Of f Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve -the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. P L Nu. (P - 7- Sighature of Owner/Age Date Pti / 11 /0 moc, Le Print Owner/Agent's Name LIO. Signature of Notary-S f Fl rida DateWieAAMBERLAIN NOTARY PUBLIC STATE OF FLORIDA Comm# DD955054 Expires 1/25/2014 Owner/Agent is Personally Known to Me or Produced ID Type of ID APPROVALS: ZONING: UTILITIES: ENGINEERING: COMMENTS: Car FIRE: i_ 6-27-Zci/ gnature of Contrctor/Agent Date l dr+ cf i :0, In h Print Coontractoi/Agent's Name dC l.a v i eSUi 6 Signature of Notary -State of Florida Date NOTARY PUBLIC STATE OF FLORIDA Comm# DD955054 Expires 1/25MO14 Contractor/ Agent is Personally Known to Me or Produced ID Type of ID 7 ASTE WATER: il! BUILDING: 7 G 1 Rev 11.08 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 2i r M DAVID JOHNSON. CFA. ASA t PROPERTY APPRAISER a i ..T,. 2C 3ET11NOLE COUNTY FL. 1101 E. FIRST sT SANFORD. FL 32771-1468 407-665-7505 5 qi w to 27 10 2 A 1y _ r is VALUE SUMMARY GENERAL VALUES 2011 Working 2010 Certified Value Method Cost/Market Cost/MarketParcelId: 01-20-30-504-0300-0070 Number of Buildings 1 1Owner: CHURCH OF GOD OF PROPHECY Depreciated Bldg Value 23,906 59,367Own/Addy: WHOLE WORLD GOSPEL CENTER LC Depreciated EXFT Value 0 0MailingAddress: 2509 ELM AVE Land Value (Market) 17,460 17,460City,State,ZipCode: SANFORD FL 32773 Property Address: 2515 ELM AVE SANFORD 32773 Land Value Ag 0 0 Subdivision Name: DREAMWOLD JusUMarket Value 41.366 76,827 Tax District: S1-SANFORD Portablity Adj 0 0 Exemptions: Save Our Homes Adj 0 0 Dor: 01-SINGLE FAMILY Amendment 1 Adj 0 0 Assessed Value (SOH) 41,366 76,827 Tax Estimator 2011 TAXABLE VALUE WORKING ESTIMATE Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 41.366 0 41,366 Amendment 1 adjustment is not applicable to school assessment) Schools 41,366 0 41,366 City Sanford 41,366 0 41,366 SJWM(Saint Johns Water Management) 41,366 0 41,366 County Bonds 41,366 0 41,366 The taxable values and taxes are calculated using the current years working values and the prior years approved miliage rates. SALES Deed Date Book Page Amount Vac/Imp Qualified WARRANTY DEED 04/2011 07559 1682 $47,800 Improved No 2010 VALUE SUMMARY QUIT CLAIM DEED 02/1991 02328 1491 $100 Improved No QUITCLAIM DEED 06/1989 02095 1269 $100 Improved No QUITCLAIM DEED 01/1975 01061 0560 $100 Improved No 201 Tax Bill Amount: $1,543 2010 Certified Taxablexable Value and Taxes DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Method Frontage Depth Land Units Unit Price Land Value PLATS: Pick... FRONT FOOT & DEPTH 90 135 .000 200.00 $17,460 LEG LOT 7 + N 1/2 OF LOT 8 BLK 3 DREAMWOLD PB 4 PG 30 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. Cost New Building 1 SINGLE FAMILY 1954 3 1,109 2,405Sketch 1,835 CONC BLOCK $23.906 39,030 Appendage I Sqft ENCLOSED PORCH FINISHED / 324 Appendage ! Sgft GARAGE UNFINISHED / 558 Appendage I Sgft ENCLOSED PORCH FINISHED / 402 Appendage I Sqft OPEN PORCH FINISHED / 12 NOTE: Appendage Codes included in Living Area. Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished,Base Semi Finshed Permits NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www. scpafl.orglweblre_web. seminole_county_title?parcel=01203050403 000070&c... 6/20/2011 PROPOSAL inum 7 SCREEN SERVICE LLC Central Alum 701 Cornwall • Sanford, Florida 32773 407) 323-6010 • (386) 775-4751 AF4„ Serving Central Florida for over 25 years POOL ENCLOSURES -PATIO ROOMS •CARPORTS -AWNINGS -VINYL WINDOWS a lo LIC# SCC056754 Date L I-za" N-Estimate Customer __ C 1i-v c `t. C-od a ' On ,c Y 0 Order Mailing Address Job Address - 5 SCREEN Mesh .......... Color ....... , . . ROOF Enamal ........ Color.......... DOORS I.S. Swing ...... O.S.Swing ...... SPLASH Size........... Color .......... POST Size........... BEAM Size........... Color .......... GUTTER Color .......... Size.....,..... Downspout ..... Color .......... Phone Work Lot _ Blk, . Sub. Job Description I Amount Install Pool Enclosure Roof Style Roof Fiberglass Screen Aluminum Box Beams 2 x 2 Purlins Walls Posts, 2 x 2 Chairail, Doors f .irZo° Pe Al')QooQ — 71 T Post' PAYABLE UPON COMPLETION PAn Rcarr CAa.Po 2 twntka.y S E3 e4/n S vrfe2 , 2 pow,5%%U fs PoLm f Total -'3 6 . c X f2A 2 ' Rom .s - Less Down Payment ILESS OTHERWISE SPECIFIED Ke f ropose hereby to furnish material and labor— complete in accordance with above specifications, for the sum of: dollars $ Payment to be made as follows: All material is guaranteed to be as specified. All work to be completed In a workmanlike manner according Authorized to standard practices. Any alteration or deviation from above specifications Involving extra casts will be Signature executed only upon written orders, and will become an extra charge over and above the estimate. All agreements contigent upon strikes, accidents, or delays beyond our control. owner to carry fire, tomado, Note: This proposal may be and other necessary insurance. Our workers are fully covered by Workman's Compensation Insurance. withdrawn by us if not accepted within days Acce}itance of prapasal — The above prices, specifications, and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment Signature will be made as outlined above. Date of acceptance Signature Iieelnnew Winne MRIAWa Itt$eitPettit n11#tell THIS INSTRUMENT PREPARED BY: Name: Trn tri.cjrlhjA Address: 7oJ zgK, n ,,dlt Rai, State of Florida MARYMNE M ORSE, CLERK OF CIRCUIT COURT S EMINOLE COUNTY 7591 Pg 1313; (1pg) RK" S * 201 14D67 834 SEMINOLE CORDED %/ 2711011 020:35:% PN FUDRIDA'S NATURAL CHORDINIa FEES 10.00 RECORDED BY 3 Eckenroth(all) NOTICE OF COMMENCEMENT Permit Number Parcel ID Number (PID) © / - 20 - 30 - 670q - 0 :3 0 c - D 070 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal description of the property and street address if available) a, 15 Qr1l 19V Sg-rii_-ad, l,ev Ant 7tA? I/z 4C) 4'r 0,zi r? 30 GENERAL DESCRIPTION OF IMPROVEMENT ram. a 4 /tc>. 4 e ,i OWNER INFORMATION Name and address: C h, & A &' (,od o qs ko 44e 64 2 d q 6,m FI— 32 77- CONTRACTOR r Name and address: Cen fRA) -Y,2C?On I - Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. f Name and address: / In addition to'himself, Owner Designates of To receive a copy of the Lienol's Notice as Provided in Section 713. 13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement: The expiration date is 1 year from date of recording unless a different date Is specified. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION, IF YOU INTEND TO OBTAIN FINAidCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. STATE OF FLORIDA COUNTY OF SEMINOLE OWNERS SIGNATLJRE OWNERS PRINTED NAME NOTE: Per Florida Statute 713.13(1) (g), owner must sign....., and no one else may be permitted to sign in his or her stead." The foregoing instrument was acknowledged before me this day of ,) v n k , 20 ) by h 1 dp' _. Who is personally known to me Name of person aking statement OR who has produced Identification h) . type of Identification produced VERIFICATION PURSUANT TO SECTION 92.525, FLORIDA STATUTES. UNDER PENALTIES OF PERJURY, I DECLARE THAT I HAVE READ THE FOREGOING AND THAT THE F I IFItUTGUF' N IT Crc U i ARE '(RUETOTHEBESTOFMYKNOWLEDGEANDBELIEF. SIGNATURE OF NATU 08A CHAMBERLAIN 4NOTARY PUBLIC STATE OgSEWI A Comm# DD956054 Expires 1/ 25/2014 PERSON SIGNING 7L 4 AIARYANNEMORSE CLERK OF CIRCUIT COURT StMINOLE COUNTY, FLORIDA Notary Signature rjfpl ITv GI_F_Rx JUN. 2 7 2011 ntral Alum' o inum SCREEN SERVICE 701 Cornwall *Sanford, Florida 32773 407) 323-6010 AS,90 LIC# SCC056754 FOR ADDRESS JOB# E, PORCH POOL DOORS COLOR SCREEN CUSTOMER GUTTER & ACC. ROOF ANGLE K/P COLOR X BRACING CABLE BENNETT ENGINEERING Ll )(4+ /.z 5 C I 2, Y- -( ;7,o 1it11K 20' 7 Y; 77 V, PLAT OF "BOUNDARY" SURVEY for CHURCH OF GOD OF THE PROPHECY, WHOLE WORLD GOSPEL CENTER, LC Legal Description Lot 7 and the North 'A of Lot 8, Block 3, DREAMWOLD according to the plat thereof as recorded in Plat Book 4, Page 30, of the Public Records of Seminole County, Florgda. 0 w 0 z a w E OG) 20 i 30.00' ppz I i N 89'59'09" E rm 135.57' rzm I 2 LOEoI I 1 I J1.05• l CONCRETEDRIVEWAY O 1 O co 12 n J 7 O Oto 21I1 p 40.33' O 2 Z p rn n ---A 12.05 8.7' 0 Qi r F w 0 2 O O i 44.78' I K) N 0In I u SOUTH LINE NORTH 1/2 OF LO7 8 I ENCE ON 2 2PROPLINE I I.F I Y i i i N N 89'59'09" E 135.57' I n I II SCALE: 1 30' o - INDICATES IRON CAP #3382 SET SURVEY NOTES: 1) The street address of the above -described property is 2515 South Elm Avenue. 2) The above -described property lies in Flood Zone X. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minims Technical Standards set forth by. the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. RFVTSTrKgt 7-57 777 .77 1 CERTIFIED CORRECT T0: KI NER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office 9PY -623,. Sanford, Fl-.- M2-0823 407) 322-2000 PROJECT NO: (- 189 SURVEY DATE: 12! ,JUKE 2011 IN ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT I hereby certify that the engineering contained in the following pages has been prepared in compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building Code. Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live loads, and/or loads as listed in the appropriate span tables. All wind loads used in this manual are considered to be minimum loads. Higher loads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter f review an statement no financial interest is available upon request. A f Bri n tiriin ' letter isodcooaSsPoPY9 posted on m web site www.lebpe.com. Po d y Pe 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my continuing education class on the use of the manual prior to becoming a authorized user and bi-annua Ily thereafter. 3. Structures designed using this manual shall not exceed the limits set forth in the general notes contained here in. Structures exceeding these limits shall require site specific engineering. INDEX This packet should contain all of the following pages: SHEET 1: Aluminum Structures Design Manual Statement, Index, Legend, and Inspection Guide for Attached & Free- Standing Covers and Utility Sheds. SHEET 2: Design Checklist for Attached & Free -Standing Covers & Utiity Sheds, General Notes and Specifications, Design Statement, and Site Exposure Evaluation Form. SHEET 3: Elevation, plan views , & sections of carports and utility sheds and wall uplift example. SHEET 4: Termite shield Detail, side and end views of single bay & double bay carport forth wall frames, end and side views of gable carports. SHEET 5: OSB Sheeting Specifications SHEET 6: Knee brace to post details, double beam to post connection detail, and alternate 4th wall beam connection detail. SHEET 7: Beam and post connection details, ribbon footing detail, dowel detail, and tube column base schematic. SHEET 8: Slab -footing details, utility shed elevations views, pan wall connection detail, allowable beam splice locations & detail, and span examples. SHEET 9A-110: Tables showing 110 mph roof beam spans. SHEET 9A-120: Tables showing 120 mph roof beam spans. SHEET 9A-130: Tables showing 130 mph roof beam spans. SHEET 9A-1401: Tables showing 140-1 mph roof beam spans. SHEET 9A-1402: Tables showing 140-2 mph roof beam spans. SHEET 9B: Tables showing allowable posts and footings. SHEETSIC: Tables showing allowable spans & heights for panels and stud spacing. SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET 10B: Roof connection details. SHEETIOC: Roof connection details, valley connection elevation, plan & section views, pan & compostite panels to wood frame details, super & extruded gutter to pan roof details. SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water relief detail, beam connection to fascia details, pan roof achoring details. SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section, composite roof panel with shingle finish details. SHEET 10F: Tables showing allowable spans and applied loads for riser panels. SHEET 10G: Manufacturer specific design panel SHEET 10H: Manufacturer specific design panel. SHEET 11: Die shapes & properites. SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable loads tables. LEGEND This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group, Inc. (" Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to . Contractor's purchase of these materials. 1. Contractor represents and warrants the Contractor: 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; 1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing he license granted in such agreement. 1.4. Will not alter, amend, or obscure any notice on the ASDM; 1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use of the plans and the calculations in the ASDM; 1.6. nder t U sandsthatthe ASDM is protected and that further distribution of the ASDM t n p edbythefederalCopyrightActaSoanythirdparty ( other than a local building department as part of any Contractor's own work) would constitute infringement of Bennett Engineering r s coPYn9 G ' copyright; and 9 9ouP1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett hereby expressly disclaims all warranties of merchantability, fitness, for a particular purpose, and non -infringement. In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractor's requirements; or (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor for the ASDM. In no event will Bennett be.liable for any consequential, exemplary, i ncidental, indirect, or special damages, arising from or in any way related to, Contractor's use of the ASDM, even if Bennett has been advised of the possibility of such damages. 4. INDEMNIFICATION. Contractor agrees to indemnity, defend, and hold Bennett harmless, from and against any action brought against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand, cause of action, debt, or liability, including reasonable attomeys' fees, the the extent that such action is based upon, or in any way related to, Contractors use of the ASDM. CONTRACTOR NAME: T! i4? M" InA/i-- 11 CONTRACTOR LICENSE NUMBER SC.Gr /i 7 i7 y COURSE NUMBER 0002299 ATTENDANCE DATE q - f Ca - Zr, 16 CONTRACTOR SI SUPPLIER: BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE NUMBER ATTENDANCE HAS BEVERIFIED: (INITIAL) INSPECTION GUIDE FOR ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS 1. Check the building permit for the following: Yes No a. Permit card & address . . . . . . . . . . . . . . . . . . . . . . . . . b. Approved drawings and addendums as required . . . . . . . . . . . . c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . . . d. Notice of commencement . . . . . . . . . . . . . . . . . . . . . . . . . . . 2. Check the approved site specific drawings or shop drawings against the "AS BUILT" structure for. Yes No a. Structure' s length, projection, plan & height as shown on the plans. . . . . . . . . b. Beam sizes, span, spacing & stitching screws (if required). . . . . . . . . . . . c. Pudin sizes, span & spacing. d. Upright sizes height, spacing g paGg &stitching screws (if required) . e. Chair rail sizes length & spacing 9 Pa9f. Knee braces are properly installed 'rfr wired P PY ( required) g. Roof panel sizes, length & thickness. . ' . . . . . . . 3. Check load bearing uprights / walls to deck for: Yes No a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . . . . . b. Correct number, size & spacing of fasteners to upright . . . . . . . . . . . . c. Correct number, size & spacing of fasteners of angle to deck and sole plate . d. Upright is anchored to deck through brick pavers then anchors shall go through pavers into concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4. Check the load bearing beam to upright for: Yes No a. Receiver bracket, angle or receiving channel size & thickness . . . . . b. Number, size & spacing of anchors of beam to receiver or receiver to host structure c. Header attachment to host structure or beam . . . . . . . . . . . . d. Roof panel attachment to receiver or host structure . e. If angle brackets are used for framing connections, check number, size & thickness of fasteners. . . . . . . . . . . . . . . . . f. Post to beam attachments to slab . 5. Check roof panel system for: Yes No a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . . b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . . d. Roof panel attachment to receiver or beam . . . . . . . . . . . . . . . . . . . Notes: Town & Country 6005 Indicator Mark Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TO 6005 SELF -MATING THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS. JOB NAME: ADDRESS: 2yy- iA J- DRAWING FOR ONE PERMIT ONLY J Q (n Z Q jX 0 w Z U Z p 2)00Z NZ0I— 0 Z lnQ W O W EL WJ0 J) Q < Z Z 0 Z < Z tn0Q2 LU 2 U J Z Q W Q J Q 08-12- 2010 I OF a 0 m¢ r w 30 8 5Iz w d 1 z z w m12Q DESIGN CHECK LIST FOR CARPORTS AND PATIO COVERS I. Design Statement: - .. These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code with 2009 Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A and ASCE 7-05; Exposure'B',4or'C'_or'D' Freestanding carports with mono -sloped roofs; Negative I.P.C. 0.00for open structures, I = 0.87 for 100 mph and 0.77 for 110 mph and higher. Attached covers forth wall structures and freestanding gabled roof carports; Negative I.P.C. 0.18 for enclosed structures; I = 1.0 for all wind zones. Roof live load 10 or 30 PSF or/94-MPH for 3 second wind gust velocity load; Basic Wind Pressure i7; Base design pressures are2_/ PSF for Roofs and _PSF for walls. are determined bNotes: Wind velocity zone and exposure category y local code. "Enclosed' refers to attached covers & "open" refers to free standing mono -sloped covers. Pressures & Conversions multipliers are on this page. 11. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. T f,m . me-#11,440,4 Phone: LI-c-;? 3'kC»'Q Contractor / Authorized Rep' Name (please print) Date: ntract r / Authorized Rep' Signature Job Name & Address Must have attended Engineer's Continuing Education Class within the past two years. Use appropriate multiplier from page 1. Note: Projection from host structure shall not exceed 20'. III. Building Permit Application Package contains the following: Yes No A. Project name & address on plans . . . . . . . . . . . . . . . . . . . . . B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . . C. Contractor's I Designers name, address, phone number, & signature on plans . . D. Site exposure form completed . . . . . . . . . . . . . . . . . . . . . E. Proposed project layout drawing @ 1/4" scale with the following: 1. Plan view with host structure, enclosure length, projection from host structure, and all dimensions 2. :Front and side elevation views with all dimensions & heights . . . . . . . . y 3. ". Beam location (show in plan & elevation view) & size . . . . . . . . . . . . Select beams from appropriate 2.1 series tables) 4. Upright location (show in plan & elevation view) & size . . . . . . . . . . . Select uprights from appropriate 2.2 series tables) Check Table 2.3 for minimum post size) 5..'Knee braces length, location, & size . . . . . . . . . . . . . . . . . . . Check Table 2.3 for knee brace size) L: ;Highlight details from Aluminum Structures Design Manual: Yes No A. "Beam '& puffin tables w/ sizes, thickness, spacing, & spans / lengths . . . . . . Tables 2.1.1, 2.1.2 and/or 2.1.3) Beam allowable span conversions from 120 MPH wind zone, 'B' Exposure to MPH wind zone and/or'C' Exposure for load width_ Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED F_ REQUIRED SPAN NEEDED IN TABLE bord)= Exposure Multiplier" Yes No B. Upright sizes, thickness, spacing, & heights / lengths (Tables 2.2.1 & 2.2.2) - Allowable upright height conversion from Exposure "B" for any wind zone to a C" category exposure. Multiply height from table by 0.71. Also, check Table 2.3 for minimum post size To convert roof area for any wind zone from 'B' to'C' exposure category, multiply by 0.71. Area from Table 2.2.1 or 2.2.2 ft.' x 0.71 = C. Table 2.3 w/ beam, upright, & knee braces combination, type, & size of anchors D. Connection details to be used such as: . 1. Carport / cover plan view & section (Example page 1 & 2) - 2. Fourth wall or mobile home connection details ' . . . . . . . . . . . . . 3. Header to wall / fascia (Section 7) t _ 4. Beam to upright, wall, or'ariofher beam (puriihs) 5. Knee braces E. Connection to slab / footing. F. Foundation detail type & size (Table 2.4) GENERAL NOTES AND SPECIFICATIONS 1. Certain of the following structures are designed to be married to a host structure such as block, wood frame, or DCA approved modular structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the owner or contractor has a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host structure capacity, 3. The structures designed using this section shall be limited to a maximum projection of 29 from the point of connection to the host structure. Structures with larger limits than these shall have site specific engineering. Freestanding structures shall be limited to the maximum spans and size limits of component parts. 4. The proposed strurcture must be at least the length or width of the proposed structure whichever is smaller away from any other structure to be considered Freestanding. 5. The following rules apply to attachments / additions involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction".This applies to all utility sheds, carports, and / or structures to be attached. b. Fourth wall construction means the addition shall be self-supporting with only the roof flashing of the two units being attached. Fourth wall conduction is considered and Attached Structure. The most common "fourth wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. f wall on both fourth wall frame and outeroea .AII fourth a I frames shall have knee braceseee wall frame @ each end when attaching to a slab. If post is set in concrete isolated footing, no knee brace is required. c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a fourth wall" is NOT required. Manufacturers attachment specifications and the allowable loads of the attached structure shall be adhered to. 6. When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head. 7. For patio covers or carports the following rules apply to knee brace requirements: a. Freestanding structures with posts set in concrete footings do not require knee braces. b. Freestanding structures with surface mounted posts require knee braces in both directions. Cross beams can be used for the lateral bracing. c. Patio covers or carports attached to a host structure do not require knee bracing. 8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 9. Spans may be interpolated between values but not extrapolated outside values.. 10. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite panel roof shall have a minimum 2" diameter hole in all gutter end caps. 11. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 12. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after treatment and paint process. 13. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 14. All fasteners or aluminum parts shall be corrosion resistant, such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 15. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 16. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types 17. Definitions, Standards, and specifications can be viewed online at www.lebpe:com SECTION 2 DESIGN STATEMENT The structures designed for Section 2 are attached and freestanding carports and patio covers. Freestanding carports are considered to be open structures w/ a negative internal pressure coefficient of 0.00. Attached carports & covers, structures with a fourth wall, and gabled carports are considered to be enclosed structures w/ a negative internal pressure coefficient of 0.1B. The design wind loads used are from ASCE 7-05 Section 6.5, Analytical Procedure and are in compliance with The 2007 Florida Building Code with 2009 Supplements. The loads assume a mean roof height of less than 30% roof slope 0' to 25° (+/- 10') for attached structures or gabled free standing carports and 0' to 10° for freestanding covers; For freestanding mono -sloped carport and patio covers I = 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. Attached covers, fourth wall structures, or freestanding gabled roofs I = 1.0 for all wind zones. All pressures shown in the table below are in PSF (#/SF). All framing .omponents are considered to be 6005-T6 alloy except where noted otherwise. Section 2 Design Loads and Conversion Factor Tables for Attached & Freestanding Covers and Utility Sheds KELM oLbL.m C3mlill maim fCtinMR I"f3I fLk7, ifiLliL•Sr iL3 i aC{]•`ff if6l I[xY[4 f L•L F:7 f C3r'J fill r iL tG ib' C36! f xY LL!• E: L tirx>t itdt I rsa Plxi<:1 f3& iL•S l:! f3f 7 f fif Ei X iLx3] r iL:l KY.i'lik[4''!•[sESf[i[fI/ flS:il x x if•E i3iLa•]•f$f[b!L':IFYx fFiliL'!f[ iLft9]xxt t'l l Lx7lx fia/ffr3lE:l E E:lfLlE f FS1 dt LY3 fkE! fL!'3!• lr ice ti fLrY Notes: 1. Roof and framing members of carports & patio covers are considered to be the main frame resistance components. To convert the above loads to 'C" exposure use conversion table 2E. 2. Roof loads shall not be less than 10 PSF for 100 through 130 MPH wind zones or less than 30 PSF for 140A through 150 MPH wind zones. Table 2A Conversion Factors foe Table 2B Conversion Factors for Section 2 Roof Beam Spans Section 2 Roof Beam Spans for Freestanding Carports' w/ Monosloped Roofs for Attached Carports or Gabled Freestanding Carports From 120 MPH Wind Zone to others; exposure "B" Wind Zone MPH) Applied Load IS . FL) Deflection d) Bending b) 100 15.8 1.01 1.01 110 15A 1.01 1.02 120 16.2 1.00 1.00 123 16.3 1.00 0.99 130 16.8 0.99 0.98 140-1 18.4 0.96 0.94 140-2 32.4 0.79 0.71 150 33.1 0.79 0.70 For Freestanding Carports with Gabled Roofs use Conversion Table 2B Wind Zone MPH) Applied Load ISq. Ft) Deflection d) I Bending b) 100 16.6 1.08 1.13 110 17.7 1.06 1.09 120 21.1 1.00 1.00 123 22.2 0.98 0.97 130 24.8 0.95 0.92 140-1 28.7 0.90 0.86 140-2 30.9 0.88 0.83 150 33.0 0.86 0.80 Table 2C Conversion Factors for Section 2 for Enclosed Shed Walls Fr In PM Wind 7...,.-_ e... Wind Zone MPH) Applied Load Sq. Ft.) Deflection d) Bending b) 100 26.6 1.01 1.01 110 26.8 1.01 1ol 120 27.4 1.00 1.00 123 28.9 0.98 0.97 130 32.2 0.95 0.92 140-1 37.3 0.90 0.86 140-2 37.3 0.90 0.86 150 42.8 0.81, 0.80 Table 2D Conversion Factors for Section 2 Roof Beam Spans for Overhang / Cantilever (All Building Types) n 1 in MPH Wind 7- to ntha - a "R" - Applied Load ISq. Ft) Deflection d) Bending b) 46.8 1.01 1.02 47.1 1.01 1.01NWindZ- 48.3 1.00 1.00 50.8 0.98 0.97 56.6 0.95 0.92 65.7 0.90 0.86 657 0.90 1.11 75.4 0.86 0.80 conversion iaolezt_ Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exposure"B"to"C" Exposure "B"to"D"_ Mean Roof Height' Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0 -15, 1.21 0.91 0.94 1.47 0.83 0.88 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20'- 25' 1.34 0.86 0.91 1.60 0.79 0.86 25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 SITE EXPOSURE EVALUATION FORM I I I QUADRANTI I 600 EXPOSURE CJ II I I _ 609 I QUADRANT IV ' tar I EXPOSURE I o0 40• 00 I i QUADRANTII 100, I EXPOSURE J- -•-- I I I I QUADRANT III I EXPOSURE- 60a I i I cD L----•--- - - - - - - - - - - - - - - - - - - --•- 2 NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD d SITE 0 0 USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS 'B', 'C', OR -D' EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. W EXPOSURE C: Open terrain will scattered obstructions, including surface undulaltions or other Om irregularities, having heights generally less than 30 feet extending more than 1,500 feet from the building site in any quadrant. 0 1. Any building located within Exposure B-type terrain where the building is within' 100 feet w horizontally in any direction of open areas of Exposure C-type terrain that extends more W than 600 feet and width greater than 150 ft. 2. No short term changes in 'b', 2 years before site evaluation and build out within 3 years, w, site Will be'b'. it 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for greater L than 1,500 feet. - 4. Open terrain for more than 1,500 feet in any quadrant. / SITE IS EXPOSURE: EVALUATED BY: Tf' ? /i rk/' l/1 0 1 DATE: W' w SIGNATURE: t LICENSE #: C'O rJ 6 / %1G " Q Wto0 Wrnz J O D X W w Q > fn LL LLJ Z 0U to 1) Z00 0 w W- W Z x a 0Z2-L W o n WFa- rLU Iw_- rn U) J- LI N WF- CD F- LU LL = 1- W O tnLLJ 0QJ ~ zW U o M _ _ (n m Z 0 U Z o LD(f) 0 J QU) 0 LL Q LLI A 0 N V x 10 r r J M LL W LL E W i x 8 W JQ ct o 1- m OEL rn ui C0 N L W .6 o J mU O ii C U o co n H SHEET 2 08- 12- 2010 I OF 0 FOURTH WALL FRAME IF REQUIRED) j 2" x _" BEAM OR PURLINS BEAM SELECT "L" FROM I SELECT'L' FROM BEAM SPAN BEAM SPAN TABLES FOR TABLES FOR ATTACHED ATTACHED COVERS USE COVERS USE'A2' = W/2 + O.H. At' = W/2 + O.H. I ALTERNATE BEAM LOCATIONS EXISTING HOST STRUCTURE I J T x 3" MIN. (SEE TABLE 2.2.1 AND/OR TABLE 2.2.2) W' VARIES O.H. CROSSBEAM SINGLE CARPORT - PLAN VIEW SCALE: 1/8" = V-0" 3" RECEIVING CHANNEL ANCHORS W/ (3) EACH #8 S. M. S. @ 12" O. C. (SEE DETAILS IN ROOF PANEL CONNECTION SECTION) FOURTH WALL FRAME IF REQUIRED) EXISTING HOST STRUCTURE WALL OR FASCIA EXISTING HOST STRUCTURE ANCHOR WITH HEADER CHANNEL FOURTH WALL FRAME IF REQUIRED) SHADING TYPE It DENOTES INTERIOR POST MAX. ROOF AREA (SEE BEAM SPAN TABLES FOR ATTACHED COVERS) CROSS BEAM FOR FASTENING TO ALUMINUM USE TRUFAST HD x ('t' + 3/4') AT 8' O.C. FOR UP TO A 130 MPH WIND SPEED,'D' EXPOSURE: 6' O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED. "D- EXPOSURE. ANCHOR WITH HEADER PAN OR COMPOSITE PANEL EXISTING HOST STRUCTURE CHANNEL(SEE DETAILS IN SEE DETAILS IN ROOF PANEL ROOF PANEL CONNECTION CONNECTION SECTION) SECTION) SEE CONNECTION DETAILS FRONT WALL BEAM (SELECT'L' SEE DETAILS IN ROOF PANEL FROM BEAM SPAN TABLES CONNECTION SECTION) FOR ATTACHED COVERS) FOURTH WALL FRAMING w _ MID SPAN BEAM (SELECT'L' WHERE REQUIRED FROM BEAM SPAN TABLES j FOR ATTACHED COVERS) EXISTING HOST STRUCTURE FOURTH WALL FRAME SELECT BEAM (SEE BEAM IF REQUIRED) SPAN TABLES FOR ATTACHED 2 x 4 LUMBER #2 S.P.F. (MIN.) COVERS) OR 2" x 2" ALUMINUM MAYBE N O POST SUBSTITUTED WITHOUT HURRICANE CLIPS SHADING TYPE It SEE NEXT PAGE FOR TERMITE O SEE TABLE 2.2.1 AND / OR SHIELD DETAIL IF TOP OF TABLE 2.2.2) SLAB IS LESS THAN 6' FROM GRADE Ir Z SHADING TYPE I L% ( SEE TABLE 2.2.1 AND / OR UTILITY SHED WALL SECTION TABLE 2.2.2) SCALE: 1/8" = 1'-0" CROSSBEAM ROOF PANELS SEE TABLES) DOUBLE CARPORT WITHOUT CENTER POST - PLAN VIEW SCALE: 1/8" = V-0" MID -SPAN BEAM 3" RECEIVING CHANNEL _ POST TO BEAM (SELECT FROM ANCHORS W/ (3) EACH #8 ATTACHED COVERS) M SPAN TABLES FOR TABLE 2.3) S.M.S. @ IT O.C. ROOF PANELS SEE DETAILS INSEEDETAILSINROOF POST SIZE AND SPACING PANEL CONNECTION ROOF PANEL CONNECTION A7 - W/2 W/2+O.H SECTION) SECTION) SEE TABLE 2.2.1 AND / OR POST TO BEAM v 2.2.2) HOST STRUCTURE WALL OR FASCIA ( SELECT FROM TABLE 2.3) PROJECTION `' POST SIZE AND SPACING VARIES SEE FOOTING DETAILS FOURTH WALL FRAME " (SEE TABLE 2.2.1 AND / OR SINGLE CARPORT - ELEVATION VIEW ( IF REQUIRED) 2 2 2) SCALE: 1I8" = 1'-0" --PROJECE -Tt0N_VARTSEE FOOTING DETAILS ROOF PANELS AND CONNECTION DETAILS SEE DETAILS IN ROOF PANEL CONNECTION SECTION) EXISTING HOST STRUCTURE WALL OR FASCIA I FOURTH WALL FRAME X IF REQUIRED) I WOOD FRAME SHED W/ 2 x 4 PRESSURE TREATED PINE PLATE ANCHORED TO CONCRETE W/ 1/4" CONCRETE FASTENERS @ 4'-0" O.C. FRONT WALL BEAM SELECT'L' FROM BEAM TABLES FOR ATTACHED COVERS) MID - SPAN BEAM (SELECT'L' FROM BEAM SPAN TABLES FOR ATTACHED COVERS) SHADING TYPE I DENOTES EXTERIOR POST ROOF AREA ( SEE TABLE 2.2.1 AND/OR TABLE 2.2.2) M I N. 3" x 3" x 0.060" THRU-BOLTED TO HEADER POST ANCHOR TO CONCRETE SEE DETAIL REQUIRED POST) TYP.) 11U. 1I JI KUL.I UKC POST TO BEAM SEE TABLE 2.3) MID -SPAN BEAM SIMPLE SPAN SEE BEAM SPAN TABLES FOR VARIES ATTACHED COVERS) POST SIZE AND SPACING SEE TABLE 2.2.1 AND / OR TABLE 2. 2.2) SEE FOOTING DETAILS DOUBLE CARPORT WITH CENTER POST SCALE: 1/ 8" = V-0" DOUBLE CARPORT WITHOUT CENTER POST - ELEVATION VIEW SCALE: 1/ 8" = V-0" EXISTING HOST STRUCTURE SEE CONNECTION DETAILS SECTION 7) 12" x PAN I I! POST AND BEAM SEE TABLES SECTION 7) i (DETAILS AND TABLES USE'W' TO SELECT PAN SECTION 2) FOR REQUIRED SPAN FOR FRONT BEAM USE: W VARIES A = W / 2+OVERHANG FOOTING AND CONNECTION DETAILS SEE PAGES 5 & 6 Notes: 1. Shed is framed with fourth wall (if required) or attached to host, maximum floor area 200 sq. ft., if floor area is greater than 200 sq. ft. use Section 4 Type II footing, attach shed or room wall to host structure with 1/4" x 3-1/4" Tapcons @ 16" o.c. for masonry or #16d common @ 16" o.c. or #10 x 3-1/2" for wood or #10 x 2-112" s.m.s. for 1" x 2" aluminum or #10 x 4" s.m.s. for 2 x 2 aluminum. 2. Sheds and utility rooms built under Section 2 specifications shall be limited to 16 ft. in roof span. 3. All wood framing and sheathing connections shall be in compliance with the Florida Building Code 2007 Chapter 23, Table 2306.1 or as noted. Nailing Schedule: Connection Fastener Number/ Spacing Wall Sheathing 1/2" or Less 8 Common 6" O.C. Edges and 12" O.C. Field Top or Sole Plate to Stud A. End Nail 16 Common 2 B. Toe Nail 48 Common 2 CARPORT WALL SECTION SCALE: 1/ 8" = 1'-0" HURRICANE CLIPS FOR WOOD SEE ANCHOR SCHEDULE) 2 x 4 TOP PLATE @ ROOF DOUBLE TOP PLATE IF LENGTH OVER 12' OR IF PLATE IS SPLICED) TOP PLATE P.T. OR WI VAPOR BARRIER @ ALUMINUM ROOF SHEATHING: 7/ 16" O.S.B. OR 1/2" PLYWOOD W/ STUDS 24" O.C. OR STRUCTURAL GRADE THERMAL PLY W/ STUDS @ 16- O.C. 2 x 4 PRESSURE TREATED PLATE W/ 3/8" x 4-1/2" CONCRETE ANCHORS @ 4'-0- O.C. (SEE SLAB DETAILS) ALUMINUM WALL FRAMING MAY BE USED IN LIEU OF WOOD FRAMING. SEE TABLES FOR MAXIMUM STUD HEIGHTS. SHEATHING, 7- 16" O.S.B., 1/2" PLYWOOD, OR STRUCTURAL GRADE THERMAL PLY SHALL BE FASTENED TO WOOD STUDS USING THE SHEATHING SPECIFICATIONS FOUND ON THIS PAGE. 7/16" O.S.B. OR 112" PLYWOOD SHEATHING SHALL BE ATTACHED TO WOOD STUDS WITH #8d COMMON AT 6" O.C. EDGES & 12" O.C. FIELD FOR UP TO A 130 MPH WIND SPEED "D" EXPOSURE; 4" O.C. EDGES & 8" O.C. FIELD FOR ABOVE 130 MPH UP TO A 150 MPH WIND SPEED "D" EXPOSURE. #6 x 1-114" DRYWALL OR DECK SCREWS MAY BE SUBSTITUTED FOR #8d COMMON NAILS AT THE SAME SPACING. USING THE SAME PATTERNS O.S.B. AND PLYWOOD SHEATHING MAY BE FASTENED TO ALUMINUM STUDS W/ 96 x 1" STEEL STUD DRYWALL SCREWS. STRUCTURAL GRADE THERMALPLY SHALL BE FASTENED TO EITHER WOOD OR ALUMINUM STUDS WITH #8 x 1" WAFER HEADED SCREWS USING THE ABOVE FASTENER PATTERNS. FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 314") AT 8" O.C. FOR UP TO A 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED "D" EXPOSURE. FOR FASTENING TO WOOD USE TRUFAST SD x ("t" + 1-1/2") AT 8" O.C. FOR UP TO A 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. APPLIED LOAD FROM TABLE 4. 3 ='AP' w O.H : F OVERHANG =' O.H: = Z-G" U 7 PROJECTION ='F1= IZ-O" LOAD WIDTH ='LW P' / 2 +' OH' = 8'-W U) m OOPTIONALSHEATHING: 7/16" I I O.S.B. OR 1/2" CDX NAILED 6" 0. C. EDGES AND 12" O. C. FIELD WALL UPLIFT EXAMPLE SCALE: 1/ B" = 1'-0" CALCULATE UPLIFT' U' IN # / L.F. FOR 120 M.P.H. ZONE ='AP' x'LW AP' = 21. 1 # / SQ. FT. LW' = 121T + O.H. = 8" U'=21. 1 #/SQ. FT. xB'xCf=168.8#/L.F. WIND ZONE CONVERSION FACTOR IF NECESSARY REQUIRED ANCHOR SPACING CAN BE FOUND BY DIVIDING ANCHOR CAPACITY BY THE UPLIFT VALUE PREVIOUSLY DETERMINED. EXAMPLE: FOR AN H5 ANCHOR CAPACITY = 455 # / 168.8 # / L.F. = SPACING OF 2.70 FT. THUS, STUDS AT TYPICAL SPACINGS RECEIVE ANCHORS AS FOLLOWS Anchor Schedule Wind Load Conversion Table: Stud Spacing Anchor Spacing Top and Bott For Wind Zones/Regions other than 12' O. C. Alternating 120 MPH ( fables Shown), mulfipty allowable loads and roof areas by the conversion factor. om Allowable. Uplift Per Anchor Simpson Fasteners Uplift Rating H3 4 - 8d stud; 4 - 8d plate 4554 SPI 6 - 10d stud 4 - 10d plate 585# PH 4 OR 6 12 - 10d stud x 1- 1/2" 1490# Wind Region Applied Load Conversion Factor 100 16. 6 1.13 110 17. 7 1.09 120 21. 1 1.00 123 22. 2 0.97 130 24. 840.80[ t 140.128.7 1ao-z 3o.s 150 33. 3 Anchors to be installed per manufacturers specifications. Anchor information based on Simpson Catalog C-HW09 NOTES: 1. Above example can be used to calculate uplift and anchor spacing for any applied load or wind load. 2. For headers use 1/2 the header span x the # / LF value calculated from the example above. 3. Studs shall be anchored at bath top and bottom plates. O z i1U w dO0 Q w to I- z z ofw wzCDz OLL dry m o is oLL aw y ZO v 3 w r o z QM 20 MK2 za E II- X 30 8' S J g 11 w Z W o Q O N Z U 0C'(n w fn Z Q to W O LU Z=H¢- a LU HLIJ D o rn IX W N _ N W -JZWH O o 0I J_=~ 20.1 Uc6z W O fnOQ o W 200 Z_J o Q KO JQ Q N SEAL SHEET w rn W08- 12- 2010 OF 3 a O t7 1213 z wW 2 z Z wr_ uj z w m120 KNEE BRACE (REQUIRED) PER TABLE 2.3 EXTERIOR SIDING APPROVED SUB -SIDING OR STRAPPING MIN. 0.024" ALUMINUM COIL OR 2 x WOOD STUD 26 GA GALVANIZED STEEL UNDER SOLE PLATE, AND OVER SIDING & VAPOR 1/2" x 6" EXPANSION BOLT OR BARRIER 8" L-BOLT @ 48" O.C. ZNJ 2 x _ PRESSURE TREATED PLATE q EXISTING CONCRETE Oz z_F w a z GRADE 4 d d ALTERNATE KNEE BRACE MASTIC LOCATED AT FRONT WALL a TERMITE SHIELD FOR WOOD STRUCTURES ON EXISTING CONCRETE SCALE: 2" = 1'-0" KNEE BRACE (REQUIRED) PER TABLE 2:3 SEE BEAM SPAN TABLES FOR ATTACHED COVERS AFTER COMPUTING "A" FROM PREVIOUS PAGES) SELECT BEAM FROM BEAM SPAN TABLES FOR ATTACHED COVERS CATILEVER O.H.) POST SIZE (SEE TABLE 2.2.1, 2.2.2 AND / OR TABLE 2.3) SIDE VIEW SINGLE BAY OR DOUBLE BAY CARPORT FOURTH WALL FRAME SCALE: 1/8" = V-0' Allowable Cross Beam Spans for Attached Carports or Patio Covers at Various Wind Loads Wind Zone and Design Load Snap Sections - 100 MPH 110 MPH 1. MPH 123 MPH 130 MPH 140-1 MPH 140-2 MPH 150 MPH 16.6 PSF 17.7 PSF 21.1 PSF 22:2 PSF 1 24.8 PSF 1 28.7 PSF f 30.9 PSF 1 33.0 PSF Allowable Span'L' / bending W or deflection'd' - 2" x 2" x 0.050" 9'-3" b 8'-11" b 8'-2' b T-11" b T-7" b 7'-0" b 6-9" b 6-7' b 240x 3" x OX45" 17 1' b 11'-9" b 10'-9' b 10'-W b 9'-11" b 9'-3" b 8'-11' b 8'-7" b 2" x 4" x O.D45" 14' 1" b 1 T-8" b 12'-6' b 12'-2" b 1 T-6' ' b 10'-B" b 10'-4" b 9-11' b 2" x 6" x 0.062" 25'-8" b 24'-10' b 22'-9" b 22'-2' b 21'-0' b 191-6" b 1 B'-10' b 18'-2" b 2" x 7".x 0.062" 28'-3" b 2T-4' b 25'-1" b 24'-5" b 23'-1' b 21'-6" b 20'-g" b 20'-1' b Self Mating Beams 100 MPH 110 MPH 120 MPH 123 MPH 130 MPH 140-1 MPH 140-2 MPH 150 MPH 16.6 PSF, 17.7 PSF 21.1 PSF 22.2 PSF 24.8 PSF 28.7 PSF 30.9 PSF 33.0 PSF 1.5'x0:050-O.100" 18'-4" b 17'-9" b 16'-3' b 15-11' b 15-T b 1T-11" b 13'-6". b 13'-0" b Note: 1. Spans may be interpolated. 2. Pan roofs require cross beams. PAN SEE BEAM SPAN TABLES FOR E SWITM ATTACHED COVERS POST ADDED ( USE "A" FROM CARPORT WALL SECTION DETAIL) CROSS BEAM REQUIRED FOR PAN ROOFS (SEE TABLE) POST SIZE (SEE TABLE 2.2.1 2.2.2 AND / OR TABLE 2.3) SINGLE BAY OR DOUBLE BAY CARPORT FOURTH WALL FRAME SCALE- 1/8" = V-0 KNEE BRACE (REQUIRED) SEE TABLE 2.3 SEE BEAM SPAN TABLES FOR ATTACHED COVERS USE "A" FROM CARPORT WALL SECTION DETAIL) CONVENTIONALLY BUILT HOST STRUCTURE OF MASONRY BLOCK OR WOOD FRAME OR MANUFACTURED/ MOBILE HOME Wt MANUFACTURER'S APPROVAL CROSS BEAM REQUIRED FOR PAN ROOFS (SEE TABLE) SEE KNEE BRACE REQUIREMENTS IN GENERAL NOTES AND POST, SIZE (SEE TABLE 2.2.1, SPECIFICATIONS ON PAGE 2 2.2.2 AND / OR TABLE 2.3) SINGLE BAY OR DOUBLE BAY CARPORT WITHOUT FOURTH WALL FRAME SCALE: 1/8' = V-0" BEAM SPAN LENGTH "A" FOR TABLE 2 EQUALS THE LARGER OF: Al = W, A2 = W/2 + O.H. W tll W- i OVERHANG II VARIES A2 11 A2 SHADING DENOTES MAXIMUM ROOF AREA FOR COLUMNS AND FOOTING W I MONO -SLOPED ROOF w OVERHANG m VARIES I J z arn m L DOUBLE CARPORT SINGLE CARPORT SCALE: 1/8 V-0" SCALE: 1/8" = V-0" SLOPE BEAM IF REQUIRED FOR SLOPE 112 KNEE BRACING 1/2 12 12 1 KNEE BRACE 'W' FOR BEAM SIZE " AFTER COMPUTING W W' FOR BEAM SIZE 'W' FOR BEAM SIZE " LARGEST VALUE POST SIZE AND SPACING PER TABLE MINIMUM SLOPE SHALL BE 1/2" PER 12' EXCEPT FOR 2.2.1 AND / OR TABLE 2.2.2 0.026' PANS FOR WHICH THE SLOPE SHALL BE 3/4" NOTE: KNEE BRACES ARE REQUIRED PER 12" FOR SPANS EXCEEDING 1Z-0" OR IF POSTS ARE NOT SET IN CONCRETE MANUFACTURERS RECOMMENDED SLOPE FOOTING SEE BEAM SPAN TABLES FOR FREE STANDING STRUCTURES END VIEW DOUBLE CARPORT (GABLED) END VIEW SINGLE CARPORT SCALE: 1/8 V-0" SCALE: 1/8"=V-0" Wl4 Wl2 - W/4 O.H. PAN OR COMPOSITE b n, mm N O 3 za DLL C am h N rz w e o ai o o a DoIL z Q 30 S 5 J z 0 D F W WaZW Q o N WO Z U y' m 0 (D U) w U) Z 0 U) w W 0 z 2<: U) a w U) W U) N o g D.W J Z I-W1-O o LLp z Of :D ,P: D Li_ 06 0 0 O 0U) F- LU Z to 0z fA 0 Q o a m' w rZUQoof PANEL ROOF RIDGE BEAM SEE BEAM SPAN TABLES FOR GABLED COVERS USE I 2'-0" - RIDGE CAP 3" x 3" CENTER CROSS BEAM SEE BEAM SPAN TABLES FOR J Q Q OJa mot' w O H W/2 FOR LOAD WIDTH) z ATTACHED COVERS USE f U4 + O.H.) FOR END I V o FRAMES AND L/2 FOR 0 Lorq Q POST (SEE TABLE 2.2.1 i- CENTER CROSS BEAMS) a AND ! OR TABLE 2.2.2) NOTCH POST TO RECEIVE N I BEAM WITH THRU-BOLTS PER TABLE 2.3) WITH Oz J W " LL Z m it111 O L W LOCK NUT TOP AND k A xLU E O BOTTOM W GABLE CARPORT FRONT ELEVATION 0- m SCALE: 1/8"= 1'-0" p C 0:a r- w LOAD WIDTH FOR CENTER BEAM nSEETABLE2.1.1 AND / OR TABLE 2.1.2) Q m D: a O W u) m L LLI o v a U4- U2 U4 0z a ca p m d iio w m o L F I- - - - - - - - - - p RIDGE BEAM z SIDE BEAMS' J END BEAMS CENTER BEAMS i CENTER FRAME END FRAME L rom z co/ 0zw o: O VIL.4,7 E OOVw SEAL SHEET KNEE BRACES REQUIRED IF POSTS ARE NOT SET INTO CONCRETE FOUNDATION J FOR SIDE BEAM SPANS SEE BEAM SPAN TABLES FOR ATTACHED OR GABLED COVERS USE U4 + O.H. FOR SIDE BEAMS) m p DESIGN IS BASED ON SOLID GABLE END PANELS. IF ANY SIDE PANELS ARE USED IN DESIGN, SITE twn SPECIFIC ENGINEERING IS REQUIRED. GABLE CARPORT SIDE ELEVATION SCALE: 1/3"= V-0" 08-12-2010 OF 10 x 1/2" W/ 3/4" WASHER FOR 0-123 MPH WIND ZONES C" EXP.OR #12 x,1/2" W/ 3/4" WASHER FOR 130-140 MPH WIND ZONES "C' EXP. @ 8" O.C. CROSS BEAM 2" x " FASTENERS PER TABLE 2.3) PAN ROOF PANEL SEE TABLES FOR BEAM SIZE 1" MAX. (D 0 G/ INTERNAL ANGLE OR U-CLIP CONNECTION START OR END OF BEAM SPAN KN BRACE LENG _ CENTER OF PER TABLE 2. BRACE MINIMUM KNEE BRACE SEE TABLE 2.3) CONNECT KNEE BRACE TO COLUMN AND BEAM WITH 0.050' 'U' CHANNEL, 'H' CHANNEL, OR GUSSET PLATE, FASTEN WITH S.M.S. AT EACH CONNECTION POINT PER TABLE 2.3) KNEE BRACE TOPOST DETAIL - BEAM PERPENDICULAR TO ROOF'S PAN OR COMPOSITE PANEL ROOF BEAM 0 Goo CONNECTION = START OR END KNEE BI OF BEAM SPAN PER CENTER OF BRACE MINIMUM KNEE BRACE SEE TABLE 2.3) KNEE BRACE REQUIREMENTS PER GENERAL NOTES PAGE 2-i COLUMN 4" #10 S.M-S- THRU 2" x 2ll• BE EDGE BE POST PER TABLE E PER TABLE 2.3 ALTERNATE KNEE BRACE TO POST DETAIL FOR 3" RISER PAN ROOF SCALE: 1-1/2" = 1'-0" USE TRUFAST HD x ("t" + 3/4") AT8" O.C.FOR UPTOA130 MPH WIND SPEED "D" EXPOSURE; 6' O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. _ EDI POST PER T CE PER TABLE 2.3 ALTERNATE KNEE BRACE TO POST DETAIL FOR COMPOSITE ROF SCALE: 1-1/2" = V-0" U) WROOF PANEL SEE TABLES) ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FASTEN PER TABLE 2.3 BEAMS MAY BE ANGLED FOR FOR NUMBER OF BOLTS AND GABLED FRAME - SIZE OF POST (SEE TABLE 2.3) COLUMN NOTCHED TO SUIT BEAM AND POST SIZES SEE TABLES) SOTCH POST TO BEAM CONNECTION IDENNCONNECT KNEE BRACE TO COLUMN AND BEAM WITH 0.050"' U' CHANNEL, -H- CHANNEL, OR GUSSET PLATE, FASTEN WITH S.M.S. AT EACH CONNECTION POINT PER TABLE 2.3 Notes: Beams next to the host structure shall have a minimum of (4) #_ (Size varies with wind zone) x 3/4" screws as shown. KNEE BRACE TO POST DETAIL - BEAM PARALLEL TO ROOF SCALE: 2" = V-0" BEAMS MAY BE ANGLED FOR GABLED FRAME SCALE: 2" = V-0" w ROOF PANEL SEE TABLES) 1-314" x 1-3/4" x 0.063" RECEIVING CHANNEL THRU BOLTED TO POST W/ THRU I BOLTS FOR SIDE BEAM SEE TABLE 2.3 FOR NUMBER OF BOLTS) I Q L COLUMN NOTCHED TO SUIT ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND 0 SIZE OF POST (SEE TABLE 2.3) 0 BEAM AND POST SIZES SEE TABLES) CENTER NOTCH POST TO BEAM CONNECTION SCALE: 2" = 1'-0" DOUBLE 2" x 8" S.M.B. 4) 3/ 8"x 5" THRU BOLTS @ BEAM AND @ EACH POST 1/4" x 4" x 2d" GUSSET PLATE EACH SIDE OF BEAM 7------------- w ROOF PANEL SEE ROOF PANELS SECTION) x aw wm 0 uO v ANCHOR ( SEE DETAIL FOR PAN OR COMPOSITE PANEL) N 4" x 4" x 0.125" POST DOUBLE BEAM TO POST CONNECTION SCALE: 2" = T-0" HEADER PANS OR COMPOSITE PANELS PER SECTION 7 POST TO BEAM SIZE AND OF BOLTS SEE TABLE 2.3) 2" x _ " S.M.B. L w X o j a za OLL amy z C) w E z¢ m m o0o0 a za 30 Sa J z O QLIJ x F 0 W wa ZW W r, ZC) W Vr U1 m n Z O fn W w J W f auj 1 fAQ W y z LU - >- o 0: (n o 3 N W--IZ p f'WI— O j U o Z LLU U t, z rncot7Q o a w G = U m W K Z_ Q a o OO JQ a w Q o N j n NOTE: It FLASHING AS NECESSARY TO L PREVENT WATER INTRUSION O r a a zl:tZ N r z_ N to — O LLL Z m E W OEJO= W a- W O u- a a a) cc O r m O Oa DO tWi N J o p a IY) rn _n O m Ll l co °D t ro o a w Oa a THRU- BOLT HEADER C U c 0D THROUGH POST AND ANCHOR Z L W/ (2) # 10 x 3/4" S.M.S. @ 6" uaj EACH m 7 t- FROM END AND @ 24" z J Z O/C MAX. (D Z WNm RACE UIREDOST ALTERNATE 4TH WALL BEAM CONNECTION DETAIL SCALE: N. T.S. 0 w W010 O 0 rn Z w SEAL w w SHEETZ J a ZZ W. w Lu w 6 w Z Zm12 08- 12-2010 OF O CONNECTOR MAY BE (2) ANGLES, INTERNALLU' CHANNEL OR EXTERNALLU' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER FASTENERS SECTION) W PRIMARY / FRAMING BEAM J EL SEE SPAN TABLES) W ow Ia EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (4) #10 x 1-112" INTERNALLY MINIMUM NUMBER S.M.S.3/4" LONG REQUIRED EQUAL TO BEAM DEPTH SEE FASTENERS SECTION) SECONDARY BEAM / P URLINS(SEE SPAN TABLES) ON DETAIL - BEAM TO BEAM CO% lSCALE: BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD FRAME WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR TO CONCRETE W/ (2) 1/4" x 2-1/4" ANCHORS OR MASONRYMLIWALLADD (1) ANCHOR PER HOST STRUCTURE MASONRY WJ SIDE FOR EACH INCH OF BEAM OR FRAMED WALL H ¢ DEPTH LARGER THAN 3" SELECT FASTENERS FROM w ~ FASTENERS SECTION) a ALTERNATE CONNECTION: T(1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME PRIMARY BEAM WALL W! MIN. 3/ x 2" LAG SCREWS OR TOO CONCRETE SEE SPAN TABLES) OR MASONRY WALL W! (3) 1/4" ANGLE OR RECEIVING x 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INC`OF BEAM DEPTH LARGE THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 2" = 1'-0" WUiJ Z m N ( ALUMINUM/STEEL COLUMN SEE U' CHANNEL ANCHORS FASTENER SECTION FOR SEE FASTENER SECTION) CONNECTIONS) a MAX. CONCRETE ANCHORS CONCRETE SLAB OR FOOTING SEE TABLE)' FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1-3/8" EMBEDMENT) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL RECEIVING CHANNEL SCALE: 2" = V-0" 2i OWJ N t ALUMINUM / STEEL COLUMN ANCHORS (SEE FASTENER 2" x 2" WITH WALL THICKNESS SECTION)` EQUAL TO OR GREATER THAN COLUMN WALL CONCRETE SLAB OR FOOTING O a MAX. CONCRETE ANCHORS SEE TABLE)' FOR POST CONNECTIONS TO WOOD DECKS (2" NONO NIMiAL CUMBER) -USE —THESE DETAILS W/ WOOD FASTENERS (1-3/8"EMBEDMENT1 —_ POST TO CONCRE INTE CONNECTION TERNAL OR EXTERNAL ANGLE CLIPS SCALE: 2" NOTE: ANGLES OR U-CHANNELS SHALL BE A MINIMUM OF 2-1/8" IN HEIGHT AND SHALL BE 0.125" 6063 T-6 EXTRUDED ALLOY OR 0.125" 5052 H-32 BREAK FORMED ALLOY ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREE- STANDING COVERS CORROSION RESISTIVE STEEL THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING ALUMINUM / STEEL COLUMN INTERNAL EXTRUDED ALUMINUM BASE OR BREAK FORMED U-CLIP 4) MAX. 1/4" X 2-1/2- WEDGE BOLT OR EQ. (SEE TABLE BELOW FOR NUMBER OF BOLTS) TYPE I POST TO CONCRETE CONNECTION TUBE COLUMN BASE SCHEMATIC INTERNAL BASE SCALE: 2" = V-0" ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREE- STANDING COVERS CORROSION RESISTIVE STEEL THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING ALUMINUM / STEEL COLUMN EXTERNAL BREAK FORMED ALUMINUM BASE OR BREAK FORMED U-CLIP 8) MAX. 1/4" X 2-1/2" WEDGE BOLT OR EQ. (SEE TABLE BELOW FOR NUMBER OF BOLTS) TYPE II POST TO CONCRETE CONNECTION BREAK FORMED COLUMN BASE SCHEMATIC EXTERNAL BASE SCALE: 2" = V-0" FOR POST TO WOOD DECK (MIN. 2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS. NOTE: ALL BASE PLATES SHALL BE A MINIMUM OF 2-1/8" IN HEIGHT AND SHALL BE 0.125" 6063 T-6 EXTRUDED ALLOY OR 0.125" 5052 H-32 BREAK FORMED ALLOY Number of Wedge Bolts (POWERS or Equal) for Super Base Connection Wind Zone ( MPH) Wind Uplift ( PSF) Post Spacing I Number of Fasteners 8'- 0" 10'-0" 12'-0" 14'-0" 16'-0" 18--0" 20'-0" 100- 16.6 2 2 3 3 4 4 5' 110 17.7 2 2 3 3 4 4 5- 120- 21.1 2 3 3 4 5" 5- 6- 123 2.2.2 2 3 4 4 5' 5" 6' 130 24A 3 3 4 5' 5- 6- 7- 140- 18,2 28.7 3 4 5- 5- 6" 7" 8' 150. 33.0 4 5- 5- 6- 7" 8" 9— For connections that require more than (4) fasteners use type II base. " For connections that require more than eight bolts use the "Super Base'. Note: Allowable load on 1/4" x 2-1/2" Wedge Bolt or Equiv. @ 5d is 878#. Example for Base Connection: # of anchors = area over post' applied load / allowable load on anchor For a.30' x 16' carport with 7 overhang in a 120 MPH wind zone, "B" exposure the load width on the front wall is: 16 / 2 + 2' = 10'. assume posts are at 10' O.C. then area = 100 SF and the applied load is 21. 1 PSF x 100 SF = 2110# for a 3"x3"x0.060" post. Allowable load for wedge bolts 878# each, 2110# /878# = 2.4 so use (3) wedge bolts MIN. 5-1/4" FOR 1/4" ANCHORS 2- 1/2d 5d—r 5d—I 5d 2-1/2d POST TO CONCRETE CONNECTION SUPER BASE (PLAN VIEW) SCALE: 4" = 1'-0" CONCRETE SLAB OR FOOTING ALUMINUM / STEEL COLUMN SUPER BASE 16) MAX. 1/4" X 2-1/2" WEDGE BOLT OR EQ. (SEE TABLE FOR NUMBER OF BOLTS) SUPER BASE POST -TO CONCRETE CONNECTION SCALE: 2" = 1'-0" FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1-3/8" EMBEDMENT) STUD WALL OR POST Minimum Ribbon Footing Wind Zone I Sq. Ft. x Post Anchor @ 48" O.C. Stud• Anchors 100 - 123 10 - 15 1'-0" ABU 44 SP7 48" O.C. 130. 1404 10 - 19 1'-0' ABU 44 SP7 @ 32" O.C. 140- 2 - 150 30 - 20 1'-0' ABU 44 SP1 Q 16- O.C. Maximum 20' projection from host structure. For stud walls use 1/2' x 8- L-Bolts Q 48" O.C. and 7' square washers to attach sole plate to footing. Stud anchors shall be at tie sole plate only and coil strap shall lap over the top plate on to the studs anchors and straps shall be per manufacturers specifications. RIBBON FOOTING SCALE: 1/2" = 1'-0" NEW SLAB 12" 414" EXISTING SLAB 30 RE -BAR DRILLED AND EPDXY SET A MIN. 4" INTO MIN. ( 1) #30 BAR EXISTING SLAB AND A MIN. 4 CONTINUOUS 8" INTO NEW SLAB 6' FROM EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SCALE: 3/4" = 1'-0" ALUMINUM POST SEE TABLE 3/ 4" PLYWOOD DECK EXTRUDED ALUMINUM BASE CORROSION RESISTANT THRU- BOLT PER SCHEDULE LAG SCREW (SEE TABLE 4.2) PARAMETER DOUBLE STRINGER ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/ 4" P.T.P. Plywood 2-1/2" 514" P.T.P. or Teks Deck 3-3/4" 2" P.T.P. 4" TUBE COLUMN BASE SCHEMATIC (INTERNAL BASE) SCALE: 3" = T-0" J Q 0 zQ Z W Q 20 Z U S2 ( D 0z0U) W E) W =J_ Z = < LU C) W N D IW -J Z F- O j LL06 H 0 W WU) 0Q W_ Z_ U J Q Q 10 LoCD 19 r- C7 a,n qt Z J 0: m ILL U — 2 m st E UJLLraxd w O a t v m o C U c1 n LLI oL N. m O# ro a Ln 6 ) N m m LU oco SEAL 0 Z ww SHEET z z w r 0 w N7W z zmn 1 08-12-2010 OF D NOTE Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. TOP OF BASE WALL MIN. "t" IS GRADE THICKNESS OF REQUIRED COATED ALUMINUM POST. MAY BE THICKER POST IN CONCRETE COMPACTED 40 BAR 12" LONG BACK FILLP " ALUMINUM COATED POST (SEE TABLE) POURED CONCRETE' (2) 2" x 2" x "t' ANGLE OR REFER TO TABLE 2.4) N F (1) U CHANNEL x't" ISOLATED FOOTING SCALE: 2"= 1'-0" k- ALUMINUM POST AND BURIED FOOTING CONNECTION SCALE: 1" = 1'-0" 3" x 3' POST TURN BOLTED TO ANCHOR RISER 2-3/4" x 2-3/4" x 2-112" LONG x 1/8" TUBING N WELDED CONNECTION FASTEN (SEE FASTENER SECTION) 12" x 12" x 1/4" PLATE 3-1/2" CON C. SLAB POST MAYBE FILLET WELDED DIRECTLY TO BASE PLATE BASE ANCHOR CONNECTOR FOR POST TO SLAB CONNECTION SCALE: 2" = 1'-0' 1) #50 BAR CONT. 1" PER FT. MAX. FOR 3-1/2' (4' NOMINAL) m 2'-0" MIN. w o 4 - - - - - BEFORE SLOPE ALL SLABS Q m TYPEI TYPEII FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING 0-2'/ 12' 2" / 12' - V-10" 1)#50 BAR CONT. e. Lu ANGLE 33" TO 45" 12" TYPE III STEEP SLOPE FOOTING NOTES: > 1'-10" 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test (soil penetrometer) or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3-1/2" (4" nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 20'-0". Then a minimum of a Type II footing is required. All slabs shall be 3-1/2" (4" nominal) thick. See table 2.4.1 for allowable loads. 4. For wood frame utility sheds the minimum depth of the footing shall be 10" for Type II footing and 14" for Type III footing with 6" Min. exposed above grade. 5. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh a Mesh, InForcel e3- (Formerly Fiberrnesh MD) per maufacturer's specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 6. If local building codes require a minimum footing use Type II footing or footing section required by local code. Local code governs. SLAB -FOOTING DETAILS SCALE: 1/2" = T-0" 318" x 3-1/2" BOLT 80 LB. 2500 PSI CONCRETE PRE -MIX 3" EXTRUDED ALUMINUM BASE ALTERNATE: 3" BREAK FORMED 5052 H-32 ALUMINUM BASE 12" ALUMINUM - (3.00 L) PANEL ROOF SEE TABLE 2.5) D (2.33 L) C (1.67 L) B(1.33L) A (0.67 L) RECEIVING CHANNEL 12" ALUMINUM PANEL SEE TABLE 2.5) RECEIVING CHANNEL ALUMINUM UTILITY SHED WALL WITH DOOR ELEVATION VIEW SCALE: 1/8" = 1'-0 12" ALUMINUM PANEL ROOF SEE TABLE 2.5) RECEIVING CHANNEL ALUMINUM UTILITY SHED WALL ELEVATION VIEW SCALE: 1/8" = 1'-0" MAX. SHED FLOOR MAY. AREA200 SQ. FT. PAN TO WALL CHANNEL 3) #8 x 1/2" PER PAN RECEIVING CHANNEL PAN TO WALL 2" x 2" x 0.044" BRACE FOR GREATER PAN HEIGHT SEE TABLE 2.5) RECEIVING CHANNEL 12" ALUMINUM PANEL SEE TABLE 2.5) PAN ROOF SEE TABLE 2.5) PAN WALL 1/4"0 x 1-1/4" 3-1/2" CONCRETE SLAB -------- EMBEDMENT EXPANSION BOLTS OR EQUAL DRIVE PINS @ 24" O.C. SECTION THROUGH UTILITY SHED SCALE: 1/8" = V-0" 8 x 1/2" S. M. S. INTO EACH RISER @ PANEL ENDS ATTACH PANELS TO CHANNEL TOP AND W/ (2) #8 x 1/2" S.M.S. EACH BOTTOM PAN PANEL @ EACH END 12" RISER PANEL SEE TABLE 2.5) BOTTOM CHANNEL ANCHOREDTO SLAB W/ 114"0 x 1" EMBEDMENT EXPANSION BOLTS @ 24" O.C. OR CONCRETE SCREWS PAN WALL CONNECTION DETAIL SCALE: 118" = 1" ALLOWABLE BEAM SPLICE LOCATIONS SCALE: N.T.S. SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM @ 1/4 POINT OF BEAM SPAN BEAM SPLICE.SHALL BE ALL SPLICES SHALL BE MINIMUM d - .50" STAGGERED ON EACH d-.50" d-.50" SIDE OF SELF MATING BEAM PLATE TO BE SAME n THICKNESS AS BEAM WEB NI v PLATE CAN BE INSIDE OR OUTSIDE BEAM OR LAP CUT DENOTES SCREW PATTERN yaNOTNUMBEROFSCREWS FASTENER SIZE, NUMBER HEIGHT 2 x (d -.50") LENGTH AND SPACING (SEE TABLE) TYPICAL BEAM SPLICE DETAIL SCALE: 1" = 1'-0" Minimum Distance and Screw Size ds in.) Edgeto Center 2ds in. Center to Center 2-112d5 in. Beam Size Thickness in. 8 0.16 318 7/16 2' x 7" x 0.055' x 0.120- 1/16 = 0.063 to 0.19 318 1/2 2' x B' x 0.072- x 0.224" 1/5 = 0.125 12 0.21 7/16 9116 2" x 9" x 0.072'x 0.224" 1/8 = 0.125 14 or 1/4" 0.25 12 5/B 2" x 9' x 0.082' x 0.306" 118 = 0. 125 5/16' 0.31 518 314 2" x 10' x 0.092" x 0.369" 114 = 025 refers to each side of splice use for 2' x 4'. and 2' x 6' also Note: 1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi. UNIFORM LOAD UNIFORM LOAD 14.1 1-4 A B A B SINGLE SPAN CANTILEVER 1 OR SINGLE SPAN Dz UNIFORM LOAD UNIFORM LOAD k WO Z l L 1 Z o A B C A B C D 2 SPAN 3 SPAN m O UNIFORM LOAD z ofWWz zW A B C D E QLL A CDAAI W NOTES: 1) Z = Span Length . a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow_ extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. 5). Span condition = number of supports (posts) less one. Example: If there are 5 supports (posts). then the span condition is "4 span". SPAN EXAMPLES FOR SECTION 2 TABLES SCALE: N.T.S. C3 Z3 c z N w z_ Q m mcom 0 J Q U) Z 20 Z U 0(D(0 W Z 0 fn W Ei Lit J Z = < LLJ W H } 0 U) N W _J Z W O L0L 0 U 06 W U)0 < W U Z_ Q 2F- QJ Q o a 0o Z < cc 30 8¢ I fl rn n2N LL W LL W c Tm oZ [0 IL V 0 c r m rZ C ' a om rn n rZ N co t W ro o `°°' J m m U a o Cd H SEAL SHEET w w 08-12-2010 OF i 121@ Table 2.1.1 A-110 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 110 MPH velocity; Using design load of 15.6 #NSF (47.1 #ISF for Max. Cantilever) 2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow Load L Max. Span •L'I(bending'b' or deflection'd') I Load Max. Span'L'I(bending'b' or deflection'd' Width (ft.) 182 Span 3 Span 4 Span r,M-- _ Width (ft.). 1&2 Span [ 3 Span 4 Span r•"M '"" 12" x 3" x 0.060" Hollow 12" x 4" x 0.050" Hollow 1 Load Max.Span-L-I(bending'b' or deflection'cr) Load Max.Span' L'I(bending'b'or deflection'd') Width (tL) 11&2 Span 3 Span [ 4 Span remain-ver Width (ft.) 1&2 Span 3 Span 4 Span .r"Max"'Ver x 2" x 0.045" Hollow Width (ft.)1 1 &2 Span[ 3 Span 1, 4 Span Mono -sloped roofs inducts gables where the slope of the roof is less than 1" in 12'. Notes:. 1. Above spans do not include length of knee brace. Add honzontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.1 B-110 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 110 MPH velocity; I lcinn H1 inn 1-d M 19 a e1CF 1.7 1 AMP fnr M.r r-ii-A 2" x 4" z 0.046" x 0.115" SMB 2" x 5" x 0.050" x 0.135" SMB LoaC.;: Width (ft-) Max. Span L'l(bending'b' or deflection'd') Load Width (ft.) Max. Span VI(bending'b' or deflection'dj 1&2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever 4 10'-5" d 12'-10" d 13'-1" d 2'-2" d 4 17-10' it 16-11" d 16'-2' d 7-8" d 5 9-8" d 11'-11' d 12'-2" d 1'-11" d 5 11'-11" d 14'-9" d 15'-0" d 2'-5' d 6 9'-1" d 1 t'-3" d 11'-5' d 1'-10' d 6 1 P-3' it 13'-10" d 14'-2" d 2'-4" d 7 8'-8" d 10'-8" d 10'-10' b 1'-9" d 7 10'-8" d 13%2" d 13'-5" d 2'-2" d 8 B'-3" d 10'-2` d 10'-2" b 1'-8" d 8 10'-2' d 12'-7' d 17-10" d 2%1' d 9 T-11' d 9'-10" d 9'-7" b 1'-8' d 9 9'-10" d 12'-l" d 12'-4" d 2'-0" d 10 78- d 9'-5- b 9'-l' b i'-7" d 10 9'-6' d 11'-8" d I V-10" b T-11' d 11 7'-5" d 8'-11" b 8'-8' b 1'-6' d 11 9'_2" d 11'-0' d 11'-3' b 1'-11' d 12 T-3' d B'-T b 8'-3" b 1%6" d- 12 8'-11- d 1P-0- d 10'-10` b 1'-10" d 2" x 6" x 0.050" x 0.135" SMB 2" x P' x 0.057" x 0.135" SMB 4 15'-1' d 18'-7' d 18'-11" d T-l' d 4 17'-3" d 21'-3" d 21'-8" d 3'-6" d 5 13'-11" d 1T-3" d 17'-8" d 7-10" d 5 IS-11" d 19'-9' d 20'-2` d T-3" d 6 13'-2" d 16'-3" d 16'-7' d 2'-8" d 6 15'-1" d 18'-7' d 18'-11" d T-1" d 7 12'-6" d 15'-5" d 15'-9' d 2'-7" d 7 14'4" d 17'-8"- d 18'-0" d 2'-11' d 8 11'-11' d 14'-9" d 14'-11" b 2'-5" d 8 13'-8" d i6%11' d 17'-3" d 2'-10" d 9 11'-6' d 14'-2' d 14'-1" b 2'-4" d 9 13'-2" d 16'-3" d 16'4" b 2'-8" d 10 11'-1" d 13'-9" d 13'-4" b 2'-3" d 10 12'-8" d 15'-8". d 15'-6' b 2W" d 11 10'-g" d 13'-2" b 12'-9" b 7-2" d 11 12'4" d 15'-2" d 14'-9" b 2%6" d 12 19-5" d 12'-8` b 17-2- b 7-2" d 1 12 11'-11- d 14'-8- b 14'-2" b 2'-5" d 2" x 8" x 0.072" x 0.240" SMB 2" x 9" x 0.072" x 0.239" SMB 4 21'-3' d 26'-3" d 26'-9" d 4'-0- d 4 23'-0' d 28'-10" d 29'-5" d 4'-0' d 5 19'-9' d 24'-4" d 24'-10' d 4'-0' d 5 21'-8' d 26'-9" d 2T-4" d 4'-0" d 6 18'-7- d 22%11" d 23'-5" d T-10' . d 6 20'-5" d 25'-2" d 25'-9" d 4'-0" d 7 17'-7' d 21'-9" d 22'-2" d T-7" d 7 19'-5" d 23'-11" d 24'-5" d T-11" d 8 16'-10" d 20'-10" d 21'-3" d S-5' d 8 18'-6" d 22'-11" d 23'4' d T-10" d 9 16-3" d 20'-0' d 20'-5' d 3'-4" d 9 1T-10' d 27-0" d. 22'-6- d 3'-8' d 10 15-8' d 19'-4" d 19'-9" d 3'-2" d 10 17'-3" d 21'-3' d 21'-7" b T-6" - d 11 15'-2' d 18'-9" d 18'-11' b T-1- d 11 1F8" d 20'-7" d 20'-7" b T-5" d 12 14'-9" d 18'-2" d 18'-1" b 3'-0- d 12 16'-2" d 20'-0" d 19'-8" b 3'4' d 2" x 9" x 0.082" x 0.321" SMB 2" x 10" x 0.092" x 0.389" SMB 4 25'-0" d 30'-11" d 31'-7- d 4'-0- d 4 29'-0- d 35'-10" d 36'-7" d 4'-0- d 5 23'-3" d 28'-8" d 29'-3" d 4'-0' d. 5 26-11' d 33'-3' d 33'-11" d 4'-0' d 6 21%10' d 27'-0' d 27-7" d 4'-0' d 6 25'4' d 31'4" d 31'-11" d 4'-0" d 7 20'-9' d 25-8" d 26'-2" d 4'-0" d 7 24'-1" d 29'-9' d 30'-4" d 4'-0" d a 19'-10' d 24'-7" d 26-0" d 4'-0' d 8 23-1' d 28'-6" d 29'-0" d 4'-0" d 9 19'-1" d 23'-7- d 24'-1' d 3'-11" d 9 27-2' d 27'-0' d 27'-11" d 4'-0" d t0 18'-5' d 22'-9" d 23'-3" d T-9- d 10 21'-5" d 26'-5" d 26'-11" d 4'-0" d 11 1T-10' d 22'-l' d 22'-6- d T-8" d 11 20'-9" d 25'-7' d 26'-1" d 4'-0" d 12 17'4" d 21'-5' d 2l'-10' b 1- T-7' d 12 20'-2" d 24'-10" d 2F-4' d 4'-0' d Mono - sloped roofs include gables where the slope of the roof is less than 1" in 12". Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.2 A-110 Town & Country Industries, Inc. 6005 TO Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding_Gabled Carports Aluminum Alloy 6005 T-5 For 3 sec. wind gust at 110 MPH; Using design load of 17.7 #fSF (47.1 #ISF for Max. Cantilever) 2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow Load I Max. Span VI(bending b' or deflection'd') 1, Load I Max. Span'L'I(bendi defiection'dj.Width ( ft)' 1&2 Span 3Span 4Span r."M""" Width (ft) 182 Span 3Span 12" x 3" x 0.060" Hollow - 12- x 4" x 0.050" Hollow Width ( ft)I 1&2 Span I 3 Span 1 4 Span I r"nfileV"I Width (ft.)1 1&2 Span 1 3 Span 1 A Span x 2" x 0.045" Hollow Load Max. Span'L'/(bending •b' or deflection' Width ( ft.) 1&2 Span 1 3 Span 1 4 Span I Max. Mono - sloped roofs include gables where the slope of the roof is less than 1' in 12'. Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.2B-110 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 110 MPH velocity; I leinn A"einn In A ..1197 ilICF lag 1 eICF f... M.... r"....... 2" x 4" x 0.046" x 0.115" SMB 2"x5"x 0.050"x 0.135"SMB Load I Width ( ft.) Max. Span L'/(bending'b'ordeflection'd') Load Width ( ft.) Max. Span .'L'I(bendi ng'b'or deflection'd') 182 Span 3 Span 4 Span Carritllever 1&2 Span 3 Span 4 Span Cant ever 4 9'-11" d 12'-0" d 12'-7" d 2'-2" d 4 17-0' .d 15'-3' d 15'-6" d 2'-8' d 5 9'-3- d it'-5' d 11'-8- d 1'-11- d 5 11'-5" d 14'-2- d 14' 5 d 2'-5- d 6 8'-9" d 10'-9' d 10'-11' d 1'-10' d 6 10'-9" d 13'-4" - d 13° 7' d 2'-0' d 7 8'-3" d 10'-3" d 10'-2" b 1'-9' d 7 10'-3" d 12'-8" d 12'-11" d 2'-2' d a 7'_ 11" d 9'-9" d 9'-6" b 1•-8" d 8 9'-9" d 12'-l" d 12'-4" d 2'-1" d 9 T-7" d T-3" b 8'-11" b 1•-8" d 9 9'-5" d 11'-7" d IV:6" b 2'-0" d 10 TA' d 8'-10" b 8'-6" b- 1'-7' d 10 9%1" d 11'-3" d 11'-1" b 1'-11" d 11 T=J' d. 8'-5'. b . 8'-1' _b-. 1'-6" d 11 8'-10- d 1 10-----10' d 16'-7' b . 1' -11' d 12 6' 11" d 1 8'-0- b T-9" b 1'-6" d 12 J" tl 1 101-6" b 2" x6"x0.050"x0.135"SMB 2"x7"x 0.057"x 0.135" SMB 4 17'-10' d 18'-2" d T-1" d 4 16'-6" d 20'-5" d 20'-10" d T-6" d 5 d 16'-7" d 16'-11" d 7-10" d 5 15'-4" d 18'-11" d 19'-4" d 3%3" d 6 d 15'-7" d 16-11' d 2'-8" d 6 14'-5" d 17'-10' d 18'-2" d T-1' d 7 d 14'-10" d 14'-11' b 2-7" d 7 13'-8' d 16'-11" d 17'-3" d 2'-11" d 8 014'-5" d 14'-2" d 14'-0' b 2'-5' d 8 13%1' d 16'-2" d 16'-3" b 2'-10" d 9 d 13'-7' d 13'-3" b 2-4" d 9 12'-7" d 15'-7" d 15'-4" b 2'-8" d 10 d 12'-11" b 12'-7" b 2'-3' d 10 - 12'-2" d 15'-0' d 14'-7" b 2'-7" d 11 d 12'-5" b 11'-11" b 2'-2" d 11 11'-9" d 14'-4'b IT-10" b 2'-6` d 12 d 11'-10' b 11'-5" b 2'-2" d 12 11'-5' d 13'-9' b 13'-3" b 2'-5' d 2" x 8" x 0.072" x 0.240" SMB 2' x 9" x 0.072" x 0.239 SMB 4 20'-4" d 25'-2" d 25-8" d 4'-0' d 4 22'-5" d 27'-8` d 28'-3':. d 4'-0" d 5 18'-11" d 23'-4" d 23'-10" d 4'-0' d 5 20'-10" d 25'-8" d 26-2" d 4'-0" d 6 17'-9' d 2T-11" d 22'-5" d T-10" d 6 19'-7' d 24'-2' d 24'-8" d 4'-0" d 7 16-11" d 20'-10" d 21'-3' d 3'-7" d 7 18'-7" d 22'-11' d 23'-5" d T-11' d 8 16'-2" d 19'-11' d 201-4" d 39-5" d 8 1T-9" d 21'-11" d 22'-5" d T-10" d 9 15-6" d 19'-2" d 19'-7' d 3'-4" d 9 17'-1" d 21•-1" d 21'-4' b 3'-8" d 10 15-0" d 18'-6' d 18'-8" b T-2' d 10 16'-6" d 20'-5" d 20'-3' b T-6" d 11 14'-6" d 17'-11" d 17'-9" b T-l" d 11 15'-11" d 19'-9' d 19'4" b T-5" d 12 1 14'-1" d 1T-5" d 17'-0' b 3'-0" d 12 15'-6- d 1 19'-2" b 18'-6" b T-4" d 2" x 9" x 0.082" x 0.321" SMB 2" x 10" x 0.092" x 0.389" SMB 4 24'-0- d 29'-8- d 30'-3- d 4' T d 4 27'-10' d 34'-5" d 35'-l" d 4'-0' d 5 273" d 27'-6" d 28'-1" d 4'-0' d 5 25'.10" d 31'-11' d 37-7" d 4'-0" d 6 20'-11- d 25'-11- d. 26'-5- d 4'-0- d 6 24'4- d 30'-0" d 30'-8" d 4'-0" d 7 19'-11" d 24'-7" d 25' 1" d 4'-0" d 7 23'-1" d 28'-6' d 29'-l" d 4'-0" d 8 19'-1" d 23'-6" d 24'-0" d 4'-0- d 8 22'-l" d 27'-3" d 27'-10" d 4'-0" d 9 18'-4' d 22'-7' d 23'-1" d. T-11" d 9 21'-3" d 26'-3" d 26'-9' d 4'-0' d 10 17'-8' d 21'-10" d 22'-3' d T-9" d 10 20L6" d 25'-4- d 25'-10" d 4'-0" d 11 1T-2" d 21'-2' d 21'-5" b T-8" d 11 19'-10" d 24'-6" d 25'-0" d 4'-0' d 12 1 16'-8- d 20'-7" d 20'-6- b T-7- d 12 19'4- cl 23'-10- d 24-4 b Mono - sloped roofs include gables where the slope of the roof is less than 1" in 12". Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above scans for total beam spans. Table 2.1.1 C-110 6005 T-6 Town& Country Industries, Inc. Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with Mono -Sloped Roofs' Aluminum Alloy 6005 T-5 Single Self -Mating Beams Tributary Load Width 6'- 0" 1 T-0" 8'-0" 1 9%0" 1 10'-0" 1 11'-0" 1 12'-0" 1 13'-0" 1 14'-0" 1 15'-0" 1 16'-0" 1T-0" Allowable Span L' I bending'b' or deflection'd' 2" x 4" x 0.046" x 0.115" 9'-1' d 8'-8' d 8'-3` d T-1 V d- T-8- d T-5" d T-3' di 7'-0" d 6'-10" d16-8" 6'-7' d 6'-5' d 2" x 5' x 0.050' x 0.135" 11'-3" d 10'-8" d 10'-2" d 9'-10" d 9'-6` d 9'-2" d 8'-11' d 8'-8" d 8-6' d 8'-l" d T-11' d 2" x6"x0.050"x0.135" IT-Y d 12'-6" d 11%11" d 11'-6' d 11'-1` d 10'-9" d 10'-5' d 10'-2' d 9'-11` d 9'-6' d 9'-4'2" x 7"x0.057"x0.135'- 15'-1" d 14'-3' d IT-8" d 13'-2- d 12'-8" d 12'-3- d 11'-11" d 1 P-8" d t l'-4" dd 10'-10" d 10'-8" d 2" x 8" x 0.072" x 0.240" 18'-7" d 1T-7" d 16'-10' d 16'-2- d 15'-8'd 15'-2" d 14'-9- d 14'-0" d 13'-11' dd 13'-0" tl 13'-1' d2" x9" x 0.072" x 0.239" 20'-5' d 19'-4" d 18'-6" d..1T-10' d 1T-2' d 16'-8` d 16'-2" d 15'-9" d 15'-5" dd 14'-9"d 14'5'2" x 9" x 0.082" x 0,321" 21'-10" d 20'-9" d 19'-10- d 1T-1- d 18'-5- d-.17•-10" d 1T-4" d 16'-11" d 16'-6" dd 15'-9- d 15'-5- d 2" x 10" x 0092" x 0.389" 25'-4' d 24'-1..d 23'-0" d 22'-2' d 21'5" d 2 79" d 20'-1" d 19'-7" ci 19'-1' dd 18'-3" d 17'-11" d Double Self -Mating Beams Tribute Load Width 6'- 0" 7'-0- - 8'-0" - 9'-0" 10'.0" 11'-0" 12'-0' 13'-0" 14%0" 1 15--0" 16'-0" 1 17'-0" Allowable Span'L' f bending'b' or deflection'd' 2) 2" x 8" x 0.072" x 0.115" 23'-4" di 22'-2" dl 21'-3' d 20'-5' d 19'-8' d 19'-1' tl 18'-7" d 18'-1" c1 1T-7' d 1T-3" d 16'-10" d 2) 2" x 9" x 0.072" x 0.239" 25'-8' tl 24'-5- d 23'-4" d 22'-5" d 21'-8' d 20'-11' d 20'-5- c1 19'-10- d 19'4" d 16-11" d 18'-6" d 18'-2" 2) 2" x 9" x 0.082" x 0.321" 2T-6" di 26-2" di 25-0" c1 24'-1' di 23'-3" d 22'-6' dj 21'-10" dl 21'-3" di 20'-9" dj 20'-4" dl 19'-10" dl 19'-6" 2) 2" x 10" x 0.0927 x 0.389" 31'-11' c1l 30'-4" di 29'-0" dj 27'-11" di 26-11" cl 26'-l" dj 25'-4" cil 24'.8" dl 24%1' dj 23'-6` c1l 23'-0" d 22'-T Mono - sloped roofs include gables where the slope of the roof is less than 1" in 12". Notes: 1. It is recommended that the engineer be consulted on any carrier beam that spans more than 35' 2. Spans are based on 110 M.P.H. wind load plus dead toad for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 2.1.2 C-110 Town & Country Industries, Inc. 6005 TCI Allowable Spans For Miscellaneous Framing Beams Used in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 Single Self -Mating. Beams Tribute Load Width 6-- 0" 1 T-0" 87-0" 9'-0- 10'-0" 1 11--0" r 1IFF 13'-0" 1 14'-0" 1 15%0" 16'-0" 1 17'-0- Allowable Span L' I bending'b' or deflection'd' 2" x 4" x 0.046" x 0.050" 8'-9' dK3L. I d T-11" d T-7" d T-4- d T-1- d 6'-11- d 6'-9- d 6'-7- d 6'-5" d U-3- b 6'-0" b 2" x 5" x 0.050" x 0.048" 10'-9' . dd 9'-9- d 9'-5" d 9'-l" d 8'-10" d 8'-7' d 8'-4" d 8'-1" d 7'-11" d 7'-9" d T-7" d 2" x 6" x 0.050" x 0.060" 17-7" dd 11'-6' d I V-0" d 10'-8" d 10'-4' d 10'-0" d 9'-9' d 94-6' d 9'-4" d 9'-1' d 8'-11" b 2" x 7" x 0.060" x 0.060" 14'-5' dd 13'-1" d 17-T d 12'-2" d 11'-9" d 11'-5' d 11'-2" d 10'-10" d 10'-8" d 10'-5" d 10'-2' d 2" x 8" x 0.072" x 0.112" 17'-9" d d 16'-2" d 16-6' d 14'-11' d 14'-6" d 14'.1' d IT-9" d 13'-5" d 13'-l" d 12'-10" d 12'-7" d 0. 072" x 0.112" 19'-7' dd IT-9" d 1T-1" d 16%6" d 15'-11- d 15'-6" d 15'-1' d 14•-9" d 14'-5" d 14'-1' d 13'-10' d 0. 082" x 0.153" 20--11" d d 19'-0" d 18'-4" d 1T-8- d 1T-1" d 16'-8- d 16'-2- d IS-10- d 15'-5" d 15'-1" d 14'-10" d 0. 092" x 0.187- 24'-0" dd 22'-1" d 21'-3" d 20'-6' d 19'-10" d 19'-4" d 18'-g" di 18'-4" d 17'-11' d 1T-6" dj 17'-2' d Double Self -Mating Beams Tribute Load Width 6-- 0" T-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" 13'-0" 14'-0- 1V_0F 16'-0" 1 17'-0- Allowable Span L' I bending'b'.or deflection'd' ..... 2) 2" x 8" x 0.072" x 0.240" 22'-5" d 21'-3" d 20'-0" d 19'-7" d 18'-11" d 18'-4" d 17'-9' di 17'-4" dj 16'-11" di 16'-6' d 16-2" di 15'-10' d 2) 2" x 9" x 0.072' x 0.239" 24'-8" d 23'-5" 11 22'-5" dill 21'-6" d 20'-9" dl 20'-2" d1i 19'-7- di 19'-0- c1l 18'-7" dl 18'-2" d IT-9" d 1T-5' d 2) 2" x 9" x 0.082" x 0.321" 26'-5" dl 25'-l' 11 23'-11- dj 23'-1- dj 22'-3- c1l 21'-7- d 20'-11" cl 20'-5- dj 19'.11- dj 19'-5" _dj 19'-0- dl 18'-8" d 2) 2" x 10" x 0.092" x 0.389' 30'-7' di 29'-l" dj 27'-10' dl 26-9" dl 25'-10' di 25'-0" dj 24'-4" dj 23'-8' dj 23'-1" dl 22'-7" 11 27-1" di 21'-8' d Mono - sloped roofs include gables where the slope of the roof is less than 1' in 12" Notes: 1. It is recommended that the engineer be consulted on any carrier beam that spans more than 35' 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia of wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam conneclion to the above spans for total beam spans. Town & Country 6005 Indicator Mark 5. Spans may be interpolated. Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 9005 SELF -MATING 10 d r6 mrn N O z< O" CaW y v O zvi wC o Q z10 O y La m - o O ._ Q.. 0Oaw za is 30 S 3 Z J 0 Q ~ fn 0 Z ILU o WLLI' 0 N O Lu U) i ZUZZZ LLIc U)a W m a X w W W U) j 2: L) Z Q :) W m to W W U) g LL 0 W - 1O = O I' WI-O o O D LL = Z z N tg0Q0 w W W m W Z_ 0 L, D Q LL W J H Q of O N OS H nQ rn n 2 N r a LL lu LL O Z aj 3t o J O LL U f. wmMor O C LL v u1 C (3 M n O J o o _ r UCo rn _ n O ma W' aXC) Iv \m# C 0 o mO 75 t m 0 O Z0l 0 poi SHEET Z Z Z W9A-110 Z W m OF12 0 Table 2.1.1 A-120 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers,with Mono -Sloped' Roofs Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 120 MPH velocity; Usino desion load of 16.2 #ISF 148.3 #ISF for Max. Cantileverl 2" x 2" x 0.040" Hollow 2" x 3" x 0:045" Hollow Load Max. Span 'L'I(bending'b'or deflection'd') . Load I Max- Span 'L'I(bending'b' or deflection'd') Width (fL) 1&2 Span 3 Span 4 Span CaMnn er Width (ft.) - 1&2 Span I 3 Span : 4 Span -tt "_ x3"x Width (ft.)I 1&2 Span I 3 Span ' 4 Span I ranrilovorI Width (ft.)1 1&2 Span 1 3 Span 1 4 Span x 2- x 0.045" Hollow Load I Max. Span 'L'I bending'b' or r Width (R) 1&2 Span 1 3 Span 1 4 Span Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12". Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. - - Table 2.1.1 B-120 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 120 MPH velocity; 2'x4"x0.046"x 0.115"SMB 2"x 5"x 0.050" x 0.135" SMB Load Width (R) Max. SpanVI(bending'Worde ction'dj Load k.) Max. Span 'L'I(bending'b'or deflectton'd 1&2 Span 3 Span 4 Span CaMax. erWidth 1&2Span 3 Span 4 Span Carrot ver 4 10'-3- d 12'-8' d 12--11" d 2'-l' d 4 12'-8' d 16-8- d 15'-11- d 2'-7" d 5 9'-6" d 11'-9' d 12%0" d VA!" d 5- 11'-9' d 14'-7' d 14'-10' d 7-5" d 6 8'-11" d 11'-10 d 1114" d VA0" d 6 11'-1" d 13'-8' d 1T-11' d 2'-3" d 7 8'-6" d 10'-6" d 10'-8" b 1'-9" d 7 10'-6' d 13'-0" d 13'-3' d 2'-2" d a 8'-2' d 10'-1' d 9'-1 l' b 1'-8" d 8 10'-1' d 12'-5" d 12'-8" d 7-1- d 9 7'-10'`d 9'-8" d 9'-4" b 1'-7' d 9 9'-6" d 11'-11" d 12'-3' d 1'-11" d 10 T-7" d 9'-2' b 8'-11" b 1'-7" d 10 9'-4- d 11' 7- d 1l'-7- b 1'-11- d 11 T4" d a'-9" b 8'-6" b l'-6" d 11 9'-l' d 11'-2' d IVA* b 1'-10" d 12 T-1' d 8'-5" b 8'-1' b 1'-6- d 12 W-101 d 10'-10- d 10' 7- b 1'-10' d 2'. 6"x0:050'x0[135"'SMB 2'x7-x0:057"x'0.135"-SMB 4 14'-11" d 18'-5" d 18'-9' d 3'-1- d 4 17'-0" d 21'-0" d 21'-5" d T-6" d 5 IT-10" d 1T-l' d 17'-5' d 2'-10" d 5 15'-10" d 19'-6" d 19'-11" d 3'-3" d 6 13'-0" d 16'-1" d 16'-5" d 2'-8" d 6 14'-10" d 18'4" d 18'-9" d T-l" d 7 12'-4' d 16-3" d 15'-T d 7-7' d 7 14'-1' d 1T-5" d 17'-9" d 2'-11" d 8 11'-10" d 14'-7" d 14'-8" b 2'-5" d 8 13'-6' d 16'-8" d 17'-0" b 2'-9' d 9 11'4" d 14'-0" d 13'-10' b 2'4' d 9 12'-1l' d 16'-0' d 16-0" b 7-8' d 10 10'-11' d 13'-7' d 13'-1" b 7-3" d 10 12'-6' d 15'-6" d 15'-2' b 2'-7" d 11 10'-7"- d 12'-11- b 17-6" b 2'-2' d 11 12'-2" d 14'-11" d 14'-6" b 2'-6" d 12 1 10'4- d 1 12'-5" b 11'-11- b 2'-1" d 1. 12 ll'-10" d 1 14'4" b 137 _7b 2'-5" d 2" x 8" x 0.072" x 0.240" SUB 2" x 9" x 0.072" x 0.239" SMB 4 20'- 11" d 25'-11" d 26'S' d 4'-0" d 4 1 23'4- d 28'-6" d 29'-1- d 4'-0" d 5 19'- 6" d 24'-l' d 24'-6" d 4'-0" d 5 21'-5' d 26'-5" d 26'-11' d 4'-0' d 6 18' 4- d 22'-8" d 23'- '' d 3'-9- d 6 20'-7 d 24'-11" d 25'-5" d 4'-0" d 7 1T- 5" d 21'-6" d 21-11" d 3'-7" d 7 19'-2" d 23'-8" d 24'-1" d S-11" d 8 16'- 8" d 20'-7" d 20'-11' d 3'-5' d 8 18'4' d 22'-7- d 23'-1" d T-9- d 9 16'- 0" d 19-9" d 20'7d 3'4' d 9 17'-7" d 21'-9- d 22'-2" d T-7" d 10 15'-5' d 19-1" d 19'-6" d, 3'-2' d 10 16'-11" d 20'-11" d 21'-2" b 3'-6" d 11 14'-11' d 18'-6' d 18'-7' b 3'-1" d 11 16'-6' d 20'4" d 20'-2' b 3'-5' d 12 14'-7" d 17'-11' d 17'-9' b 2'-11' d 12 15'-11" d 19'-9- d 19'4' 2" x 9' x 0.082" x 0.321' SMB 2" x 10" x 0.092" x 0.389" SMB 4 24'-9' d 30'-0" d 311$" d 4'-0" d 4 2&-8- d 35-5" d 36'-l' d 4'-0" d 5 22'-11' d 28'4" d 28'-11' d 4'-0' d 5 261-7" d 32'-10" d 33'-6" d 4'-0' d 6 21 W" d 26'-8" d 2TJ' d 4'-0" d 6 25'-1" d 30'-11' d 31'-7" d 4'-W d 7 20'-6" d 264" d 25'-10" d 4'-0' d 7 2T-10" d 29'-5' d 29-11d 4'-0" d a 19-7- d 24'-3" d 24'-9' d 4'-0" d 8 22'-9- d 28'-1- d 28'-8- d 4'-0" d 9 18'-10- d 23'4" d 23'-9' d 3'-11' d 9 21'-11" d 27'-0" d 27'-7' d 4'-0" d 10 18'-X d 22'-6" d 22'-11" d 3'-9"- d 10 21'-2' d 26'-1" d 26'-7" d 4'-0" d 11 17'-8" d 21'-10" d Ll" d 3'-8' d 11 20'E' d 25'-3- d 25'-9' d 4'-0" d 12 1T-Y d 21'-2" d 21'19'-11' d 1 24'-7" d 1 25'-1' d 4'-0' d mono-sropeo roors Inuuae games wnere me srope of me root Is less Iran 1- in 12". Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4 Table 2.1. 2 AA20 Town & Country Industries, Inc. 6005TCIAllowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sec. wind gust at 120 MPH; Using design load of 21. 1 #ISF (48.3 f#SF for Max. Cantilever) 2" x 2" x 0. 040" Hollow 2" x 3" x 0.045" Hollow Load Max. Span'L7(bending' b' or deflectlon'd' Load * Max. Span' L'I(bending W or deflection'd') Width (ft.) _.12 Span 3 Span I 4 Span Cacti ever Width (R) 1&2 Span I 3 Span I 4 Span Cantilever x Width (R)1 182 Span I 3 Span I 4 Span I CaMil.-I Width (R)1 1&2 Span I 3 Span 1 4 Span Width (ft.)I 1&2 Span I 3 Span I 4 Span I __Mn. Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12". Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.2B-120 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T- 5 For 3 sec. wind gust for 120 MPH velocity; 2" x 4" x 0. 046" x 0.115" SMB 2" -x 5" x 0.050" x 0.135" SM - Load Width (ft.) Max. Span' L'/ bending'b' or deflection'd' Width (R) L'/(bending'b' or deflection' d 1&2 Span 3 Span 4 Span Cantilever I Span 3 Span 4 Span Cantilever 4 9'-5" d 1l'- 7" d 11'-10" d 2'-1" d 4 1 -.11'. " d 14'-0" d 14'-8' d 2'-7" d 5 8'-9" d 10'- 9" d I l'-0' d 1'-11. d 5 0' d 13'4" d- 13'-7' d 2'-5" d 6 8'-3" d 10'- 2" d 10'-1" b 1'-10" d 6 10'-2" d 12'-7". d- 12'-10' d 2'-3' d 7 T-10" d 9'- 8" b 9'4" b 1'-9" d 7 9'-8' d IV-11" d i7-2" b 2'-2' d 8 7'-6" d 9'- 0' b 8'-9' b 1'-8" d- 8 T-3" d 11'-5" d -. 11'4" b 2%1" d 9 T-2" d 8'- 6" b 8'-3- b 1'-7" d 9 8'-10" d 10'-11" d 10'-9" b 1'-11" d 10 6'-11" T-10" b 1'-7" d 10 8'-7-.. d' 10'-6" b` 10'-2' b 1'-11' d N 6'-9" d 1 7'-8" b I T-5' b 1'-6" d 11 8'4" d 10'-0" b- 9'-0" b 1'-10" d 12 - F-6" d_1 7'4- b -1 T-1" b - V-61 d_ 12 8'-V d-- 9'-7' b' V-3' b 1 -10' d 2"x 6" x 0. 050"x 0.135" SMB 2"x7"x 0.057"x0.135"SM 4 13'-8- d 16'- 10' d 17'-2" d 314" d F10" d 19'-8" d 3'- 6" d 5 12'-8' d 15'- 7" d 16-11" d 2'-10" d 5 W-6" d d 18'-0" d T-3' d 6 11'-11" d 14' 6'd 14'-10' b 2'-8' d 6 13'-7-d d 1T-2" d 3'-1" d 7 11'4' d 13'- 11" d 13'-9" b 2'-7" d 7 12'-11" d d 15'-11" b 7-11' d 8 10'-10" d 13' 4" b 17-10' b 2'-5" d 8174" dd 14'-11' b 2'-9' d 9 10'-5" d 12'- 6" b 12'-l" b 74" d 9 11'-11" db 14'-1" b 2'-8' d 10 10'-0" d 11'- 11" b 11'-6" b 2'-3" d 10 6' - db 13'4- b 2W- d 11 9'-9" d 11' 4"10'-it" b 2'-2' d 11 11-1' b 12'-8"b 2'-6" d 5" d 10'-10" b 10'-6' b 2'-1" d 12 10'- db 17-2' b 1 2'-5" d 2" x 8" x 0. 072" x 0.240" SMB 2" x 9" x 0.072" x 0.239" SMB 4 19'-2" d 23'- 9" d 24'-2" d 4'-0' d 4 2114" d 26'-l" d 26'-7' d 1 4'-0' d 5 17'-10" d 22'- 0" d 22'-6" d 4'-0" d 5 19' 7" d 24'-3" d 24'-8' d 4'-0" d 6 16'-9" d 20'- 9" d 21'-2" d 3'-9" d 6 18'-5" d 22'-9" d 23'-3" d 4'-0" d 7 15'-11" d 19'- 8' d 20'-1' d T-7" d 7 17'-6' d 21'-8" d 22'-l' d 3'-11' i- s 15'-3" d 18'- 10' d 19'-1" b 3'-5" d a 16'-9' d 20'-8' d 20'-9' b 3'-9" d 9 14'-8" d 18'- 1- d 17'-11" b T4' d 9 16'-1" d 19'-11" d 19'-7" b 3'-7' d 10 14'-2" d 1 T-0" d 17'-1' b 3'-2" d 10 15'-7' d 19'-2" b 18'-7" b 3'-6" d 11 13'-8" d W- 10" b 16'-3" b 3'-1' d 11 15'-1" d 18'4' b 17'-8" b T-5' d 12 13'4" d 1.. b 1 15'-7' b 2'-11' d 12 1 14'-8" d 17'-6" b 16'-11" b 3'4" d 2"'x 9" x 0. 082" x 0.321" SMEY 27 x 10" x 0.092" x 0.389" SMB 4 1" d 28'-6" d 4'-0" d 4 26'-3' d 32'-5' d 33'.1" d 4'-0' d 5 21'-0- d 25' 41' d 26'-6- d 4'-0- d 5 24'4" d 30'-1" d 30'-8" d 4'-0' d 6 19'-9" d 24'- 5" d 24'-11" d- 4'-0' d 6 27.11' d 28'4" d 28'-11" d 4'-0' d 7 18'-9 d 23'- 2" d 23'-8' d 4'-0"' d 7 21'-9" d-26'-11' d 2T-5' d 4'-0" d 8 17'-11' d 22'- 2" d 22'-8" d 4'-0' d 8 20'-10" d 26-9" d 267-3' d 4'-0" d 9 1T-3"-. d 21' 4" d 21'-8" b T-11" d 9 20'-0" d 24'-9" d 25'-3' d 4'-0' d 10 16-8. d 20'- 7" d 20'-7' b Y-9" d 10 194" d 23'-11" d 24'4" d 4'-0' d d 19'-11' d 19'- 6' b 3'-8" d 11 18'-9' d 23'-2' d 23'-3' b 4'-0' d 12 15'-8" d 19'- 5' d 1 a'.10. b T-6" d 12 18'-2" d 22'-6" d 27-3- b. 4'-0' d s.,v, iwis muuue games wnera me slope or ma roor Is less man r m 1[ . Notes: 1. Above spans do not include length ofknee brace. Add horizontal distance from upright to center of brace to beam " connection to the above spans for total beam spans. Table 2.1.1 C-120 Town & Country Industries, Inc. 6005 T-6 Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with Mono -Sloped Roofs' Aluminum Alloy 6005 T-5 For 3 see. wind east fnr 17A MPH vnlnrlty n.inn A".inn 1n 6 of 1n I tuCr - - .. .....-. Single Self -Mating Beams Tributary Load Width - 6'-0" T- 0" 8'-0" 1 9'-0" 1 10'-0" 1 11' 0 12'-0" 13'-0" Allowable Span'L' bending W or deflection'd' 2" x 4" x 0.046" x 0.115" 8'-11" d 8'-6" d 8'-2" d T-10" d T-7" d T4' d T-1" d 6'-11" d 6'-9" dj 6'-7' d 6'-6" d 6'4" b 2' x 5" x 0.050" x 0.135" I VA * d 10'-6' d 10'-1' d 9'-8" d 9'-4" d 9'-1" d 8'-10" d 8'-T d 8'4- d 8'-2- d T-11- d T-10- d 2" x 6' x 0.050" x 0.135" 12'-11' d 12'-4' d 11'-10' d 11'-4- d 1 U-11' d 10'-7" d 10'4' d 10'-0' d 9'-10' d 9'-7- d 9'4" d 9'-2" d 2" x 7" x 0.057" x 0.135" 14'-10" d 14'-1- d 137E' d 17-11" d 12'-6' d 12'-2- d IV-9- d 11'-6- d 11'-2" d 10'-11' d 10'-9' d 10'-6' d 2" x 8" x 0.072" x 0.240" 18'4' d 17'-5" d 16-8" d 16A!" d 15'-5" d 14'-11" d 14'-0" d 14'-2' d ITAG" d IT-6" d 13'-2" d 17-11' d 2" x 9" x 0.072" x 0.239" 20'-2" d 19'-2" d 18'4" d 17'-7" d 16'-11" d 16'-5' d 16-11' d 15'-7" d 15'-2" d 14'-10" d 14.-6" d 14'-3" d 2" x 9' x 0.082" x 0.321" 21'-7- d 20'-6' d 19'-7' d 18'-10' d 18'-2" d 17'-8' d 1T-2' d 16'-8" d 16'-3' d 15'-11' d 15'-7' d 15'-3' d 2" x 10" x 0.092" x 0.389" 25'-0" d 23'-9' d 27-9' d 21'-10" d 21'-1' d 20'-5' d 19-107 d 19'-4' d 18'-10" d 18'-5" d 18'-1" d 1T-8" d Double Self -Mating Beams Tributary Load Width 6'-0" 7'- 0" 8'-0" T-0". 1 10'-0" 11'-0' 1 12'-0" 1 13'-0" 1 14'-0" 1 15'-0" 16'; 1T-0". Allowable Span L' / bending'b' or deflection'd' - -`- - - 2) 2" x 8" x 0. 072" x 0.240" 23'-1" d 21'-11" di 20'-11- d 20'-2' d 19'-0" d 18"0" d 18'4" d 17'-10' d 1T-5" tl 16'-11" d 16'-8 2) 2" x 9" x 0. 072" x 0.239" 26-5' d 24'-1' d 23'-1' d 27-2" d 21:5 d 20'-9" d 20'-2- d 19%7" d 19'-Y d 18'-8- dl 18'4" dl IT-11- d 2) 2" x 9" x 0. 082" x 0.321" 272' d 25'-10' d 24'-9" dl 23'-9' dl 22%11" di 22'-3' di 21'-7" dl 21'-W dj 20'-6' dl 20'-0- di 19'-7" di 19'-3" d 2) 2" x 10" x 0. 092" x 0.389" 31'$" d 29'-11" d 1 28'-8" d 1 27%7' dl 26'-7" di 25'-9' di 25'-0' dl 24'-5" di 23'-9" di 23'-3' dj 22'-9' dl 27-3" d Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12". Notes: 1. It is recommended that the engineer be consulted on any carrier beam that spans more than 36 2. Spans are based on 120 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. - - Table 2.1.2 C-120 Town & Country Industries, Inc. 6005 TCI Allowable Spans For Miscellaneous Framing Beams Used in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 Fnr 3 .er -I.d nn. t Mr 11n MPH-1-1.....inn A".In" In"A of 11 1 .1- Single Self -Mating Beams Tributary Load Width 6'-0' 1 T-0" 8'- 0" 1 9'-0" 1 10'-0' 1 11--0' 1 IT-0- 1 IT-0- 1 14'-0" 15'-0" 1 16'-0" 1 1T-0" Allowable Span'L' I bending'b' or deflection'd' 2" x 4" x 0.046" x 0.115" 8'-3' d T-10" d 7'-6" d T-2- d 6'-11" d 6-9" d 61-6" d 6'4- b UA s b 5$A i% b 6-W b 6-6- b 2" x 5" x 0.050" x 0.135" 10'-2" d 9'-8' d 9'-3" d 8'-10" d 8'-7" d 8'-4- d 8'-1- d 7-10" d T-8" d T-6" d T-4" d T-2" b 2' x 6" x 0.050" x 0.135" 11'-11" d 1 l'4' d 19-10" d 10'-5" d 10'-0" d 9'-9" d T-5" d 9'-2' d 8'-11' d 8'-8" b 8'-5" b 8'-2" b 2- x 7" x 0.057" x 0.135' 13'-7" d 12'-11' d 12'4' d i t'-11' d 11'-6" d 11'-1' d 10'-10" d 10'-6' d 10'-3" d 10'-0" d 9'-9' b 9'-6" b 2" x 8" x 0.072" x 0.240" 16'-9" d 1 T-11' d 15'-3" d 14'-8" d 14'-2' d 13'-8' d 13'4" d 12'-11" d 12'-8" d 12'4" d 14'-3- d 1 T-10" d 2" x 9" x 0.072" x 0.239" 18'-5" d 1T-6' d 16'-9" d 16'-1" d 15'-7' d IF-1" d 14'-8" d 14'-3" d 13'-11' d 13'-7" d d 13'-0' d 2^ x 9" x 0.082" x 0.321" 19'-9" d 18'-9" d IT-1 1 * d 17'-3" d 16'-6" d 16'-2" d 16-6" d 15'-3' d 14'-11' d 14'-7' d d 13'-11'd 0.092" x 0.389' 22'- 11" d 21'-9" d 20'-10- d 20'-0" d 19'4" d IF-9" d 18'-2' d 1T-9" d 17-3" d 16-11" d d 16'-2" d Double Self -Mating Beams Eb,t, rX Lead Width 6'- 0" 1 7%0' 8' 41" 1 9'-0" 10'-0' 1 11'-0" 12'-0" 1 13'-0" 14'-0" 15'.0" 1 16'-0" 1 1T-0" Allowable Span'L' I bending'b' or deflection'd' 2 2" x 8" x 0. 072" x 0.240' 21'-2" d 20'-1" d 19'-2" d 18'-5" d 1T-10" d 1T-3' d 16'-9' d 16'4" d 16-11" d 15'-T d 16-3" d 14'-11' d 2 2" x 9" x0.072" x 0.239' 23'-3' d 22'=1" d 21'=1' d 20'4" d 19'-T d 18'=11" d 18'-5" d 9T-17" d 17'-8" d 1T-1" d 16'-9" d 16'-5" d 2) 2" x 9" x 0. 082" x 0.321" 24--11- d 23'-8" d 22'-8" d 21'-9" d 21'-0- d 29-4" dl 19'-9- d 19'.3" di 18'-9" dl 18'4" di IT-11" dl 17'-7" d 2) 2" x 10" x 0. 092' x 0.389" 28'-11" d 1 27'-5' d 26'-3" di 25'-3" dl 24'4" d 23'-7" d 27-11" dl 22.4" dl 21'-9" dl 21'-3" di 20'-10" dj 20'-5" d mono-sropea Mors mcivas gaales mere me slope or the roor m less roan 1- in 12-. Notes: 1. It is recommended that the engineer be consulted on any carrier beam that spans more than 36 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span Is measured from center of connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Town & Country 6005 Indicator Mark Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre - approved contractors once the materials are purchased. TO 6005 SELF -MATING _ ALLOY INDICATOR TCI 6005 HOLLOW CATOR_ J Q Z W QC0 L Z o( f) Q AZpaZ = Q U) LLJ i% U) m W-10 3 LL HodZIL u) 0< 30 Z IQ Q J Q H27 ui ZO amS ao a OQ O QO 0: u- m ui308g Z O 1= O Ul W 0 ok N W Z y Z W z Z mW LLl 2W lua. z if to 4n 50 o LL 0 W Z O pO mU rn Z p WLL m W o k K O W LL H o ~ N COZ N f0 LLuj WLL W ( 6ce X a W aCD u O J (L m C C, ma n LIJ opt a) J m C 7U O c ti o i L ID m H 9A-120 = Z W m 08-12-2010 1 OF 12 I Table 2.1.1 A-130 Town & Country Industries, Inc. 6005TC1 Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 130 MPH velocity; I Iclnn A-1- I -A of 1A A WQ0 IRA A aI.CP in. Yam" P-a".."A 2' x 2" x 0.D40" Hollow 2" x 3" x 0.045' Hollow Load Width (ft.) Max. Span L'/bending'b' or deflection V) Load Width (ft) Max. Span'L'/(bending'b' or deflection 'it') 1&2Span 3 Span 4 Span Cann ever 1&2 Span 3 Span 4 Span CantileverMax. 4 5'-0" If 6'-3' d- 6'-4' d- 0'-11' d 4 T-0' - it 8'-W d 8'-10' d T-5" d 5 4'-8" d 6-T d. 5'-11" it 0'-11" d 5 6-6" d 8'-0" d 8'-2" d V-3- d 6 4'-5' d 5-5" d S-6' it 9-10" d 6 6'-1" it T-T d T-9' d V-3' d 7 4'-2' d 5'-2" d 5'-3- d 0'-10' d 7 5'-10" d 7'-2" d T4' d V-2' d 8 T-11" d 4'-11" d 5'-0" d 0'-9' d 8 5'-7' it 6'-10" d 6-10" b V-1" d 9 3'-10" d 4'-9" d 4'-10' d 0'-9' d 9 SA" it 6'-7' d 6'S' b V-1" d 10 3'-8- d 4'-7' d 4 '-T b 0'-9' d 1 0 5'-2' d 6'4' b 6'-2' b 1'-0' d 11 3'-T d 4'-5' d 4'-5' . b 0'-9' d 11 4'-11'- d 6'-1' b - 5'-10' b 0'-11" d 12 3'-6- d 4'4- d 4'-2- b 0'-8- d 12 1 4'-10' d 15'-10' D1 5'-7- b I 0'-11- d 2" x 3" x 0.060" Hollow 2' x 4" x 0.050" Hollow load Width ( ft.) Max. Span'L'I bending'b' or deflection'd' Load Width ( ft) Max. Span'L7(bending'b' or deflection V) 1& 2 Span 3 Span 4 Span U. Carib ever 1&2 Span 3 Span 4 Span Cant lever 4 T-9" d 9'-7" d 9'-10" d V-6" d 4 9'-2- d 11'4" d 11'-6- d V-10" d 5 T-3" d 8'-11" d 9'-l" d V-5' d 5 8'-6' d 10'-6' d 10'-8" b V-8" d 6 6'-9" d 8'-5" d 8'-7- d V4- d 6 T-11' d T-10" d 9'-9" b V-7" d 7 6'-5" d T-11" d 8'-2" d V-3' d 7 T-7' d 9'4' b 9'-0" b V-6' d 8 6'-2" d 7'-7" d T-9' d- V-3" d 8 T-3' d 8A' b 8'-5' b V-5- d 9 6-11' d 7'4' d T-6' d V-2" it 9 6-11" d 8'-3' bME 105'-9" d T-1" d T-2' b 1'-2' d 10 6'-9" d T-10" b 11 5'-7" d- 6'-10" d 6'-10' b 1'-1' d 11 6'-6" d 7-5' b12 5'-5" d 6'-B" d 6'4- b V-1- d 12 6'4'd T-2" b 3" x 2" x 0.045" Hollow Load Width ( ft.) Max. Span Obending'b' or deflection V) 1& 2 Span 3 Span 4 Span Max. Cantilever 4 5'-8" d T-0" d T-2- d V-1' d 5 5'7 d 6'E' If 6'-W d V-0" d 6 4'-11" d 6'-2' d 6'-3" d 0'-11" d 7 4'-9' d SAW d 5'-11" d 01-11" d 8 4'S' d 5'-7" d 5'-8" d 0'-11' it 9 4'4' d 5'4' d 5'-6" d 0'-10" it 10 4'-2' d 5'-2' d 5'-3" d 0'.10- d 11 4'-1- d 1 5-0" d 5'-1- d U-10- d 12 T-11" d 1 4'-10" d 4'-11" d 1 0'-9" d Mono - sloped roots include gables where the slope of the roof Is less than 1" in 12". Notes: 1. 1: Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.1E-130 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs Aluminum Alloy 6005 T-5 For 3lsec. wind gust for 130 MPH velocity; 2 : x-4":x 0.046' x 0.115" SMB 2' x 5" x 0.050" x 0.135" SMB Load. Width ( ft.) Max. Span'L'I bending W or deflection'd' Load Width ( ft) Max. Span'L'/ bending'b' or deflection'd' 1& 2 Span 3 Span 4 Span Cantl ever 1&2 Span 3 Span 4 Span Cantillever 10'- 2- d 17-6" d 17-9- d 2'-0- d 4 12'-T it 16-6" d 15%10' d 2'-6" d 5 9'-5' d 11'-8" d 11'-10" d 1'-10' d 5 11'-8' d 14'-5" d 14'-6' d 2'-4" d 6 8'-10" d W-11' d 1V-2' d 1'-9' d 6 1U-11' d IT-6" d 13'-10' d 2'-2' d 7 8'-5- d 10'-5' d 10'-5- b V-8- d 7 10'-5- d 12'-10' d 13'-1- d 2'-1" d 8 8'-1" d 9'-11- d 9'-9"_ b V-7" d 8 9'-11' d 12'4" d 12'-7- d V-11- d 9 T-9" If 9-6' b 9'-2" b V-6- d 9 9-7' d 11'-10' d 12'-0" b V-11" d 10 TS' d Y-W b 8'-9" b T-6" d 10 9'-3- d 1 V-5' d 1 V-5" b V-10" d 11 T-3- d 8'-7- b 8'4" b V-5" it 11 V-11" d 11'-1' d 10'-10" b V-9" d 12 T-0" d 8'-3- b 7'-11- b V-5- d 12. F-B" d 10'-9" d 1 1U-5' b V-9" d 2' x 6'x 0:050"x 0.135' SMB 2" x T' x 0.057" x 0.135" SMB - 4 14'-8" d 18'-2" d 18'-0' d 2'-11" d 4 W-10' d 20'-9' d 21'-2" d 3'4" d 5 13'-8" d 16-10" d 17'-2" d 2'-8" d 5 15'-7' d 19'-3" d 19'-8" d 3'-1' d 6 12'-10" d 15'-10" d 16'-2" d 2'-6' d 6 14'-0' d 18'-2" d 18'S' d 2'-11' d 7 12'-2' d 16-1" d 15'4" d 2'-5' d 7 13'-11' d 17'-3" d 17'-7" d 2'-9" d 8 1 V-8' d 14'-5' d 14'-5" b 2'4- d 8 13'4" d 16'-6" d 16'-8" b 2'-8" d 9 11'-3" d 13'-10" d 13'-7" b 2'-3" it 9 12'-10" d IF-10" d 15'-9" b 2'-6" d 10 10'-10" d 13'4' b 17-11" b 2'-2' d 10 12'-5" d 15'4" d 14'-11' b 2'-5' d 11 10'-6" d 12'-9' b 12'-3" b 7-1' d 11 11'-11' d 14'-9' b 14'-3" b 2'4" d 12 1 10'-T d 12'-2' b 1 1V-9" b 2'-0' it 12 11'-8- d I 14'-1- b IT-8" b TA' d 2" x 8" x 0.072" x 0.240' SMB 2" x 9" x 0.072" x 0239" SMB 4 20'-9- d 25'-7' d 2V-1" d N-0" d 4 22'-9' d W-2" d 28'-9" d 4'-0" d 5 19'-3" d 23'-9" If 24'-3' d 3'-10" d 5 2V-2" it 26'-2' d 26'-8- it 4'-0" d 6 18'-1" d 27-4" If 22'-10" d T-7" d 6 19'-1 V d 24'-7" d 25'-1- d T-11" d 7 17'-2" d 21'-3' d 21'-8" d T-5" it 7 16-11' d 23'4" d 23'-10' d 3'-9" d 8 16'-5' d 20'4" d 20'-9" d T-3" d a 18'-1' d 22'4" d 22'-9" it T-7" d 9 15'-10' d 197-6" d 19'-11" d 3'-1" d 9 1T-5' d. 2V-6" d 21'-11" d S-5' d 10 15'-3" d 18'-10" d 19'-1' b 3'-0" d 1D 16'-10- d 20'.9'. If 20'-10" b T4" d 11 14'-9- d 18'-3- d 18'3" b 2'-11- d 11 16'-3" d 20'-1' d 19'-10" b T-3" d 12 1 14'4' d 17'-9" d 1T5" b 2'-10" d 12 15-10- d 19'-6" d 18'71' 2" x 9" x 0.082" x 0.321" SMB r x 10" x 0.092- x 0.389" SMB 4 24'-5" d 30'-2" d 3V-9- d 4'-0- d 4 28'4' d 34'-1 •P d 36-8" d 4'-0" d 5 22'-8" d 28'-0" d 28'-7" d N-0' d 5 264' d 32'S" d 33'-2' If 4'-0" d 6 21'4" d 26'4' d 26'-11" d N-0" d 6 24'-9' d 30'-7" d 31'-2' d 4'-0" d 7 20'3" d 25'-0" d 2&-6" d 4'-0" d 7 23'-6' d 29'-0" d 29W" d 4'-0" d 8 19'-5" d 23'-11" d 24'-5" d 3'-10" d 8 22'-6" d 27'-9" d 284" d 4'-0' d 9 18'-8" d 23'-0" d 23'S' d T-8" d 9 21'-7" d 26-8" d 2T-3' d 4'-0" d 10 17'-11' d 70 -3" d- 27-W d T-7" If 10 2V-10' d 25'-9" d 2V4' d 4'-0- d 11 17'-5' d 2V-6" d 2V-11" d 3'-5" d 11 20'-0" d 24'-11" d 26-6" d T-11" d 12 16'-11" d 20'-11' d 21'-1" b 3'4' d 12 IT-8' d 1 24'-3" d 24'-9" d I T-11" d Mono-$ iopee rows Inauoe gables where m8 slope or the root Is less man 1" In 17. Notes: 1. Above spans do: not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.2 A-130 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth WallStructures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sec. wind gust at 130 MPH; - Using design load of 24.8 #NSF (56.6 NSF for Max. Cantilever) 2- x 2- x 0.040" Hollow 2" x 3" x 0.045" Hollow Load I Max. Span T7(bending'b' or deflection 'it')] Load LMax. Span 'L'/ bending W or deflection'd Width (ft) 1&2 Span 3 Span 4 Span Canti ever Width (ft.) 1 1&2 Span 1 3 Span 1 4 Span I C.,M ever 12" x 3" x 0.060- Hollow 12" x 4' x 0.050" Hollow Load I Max. Span 'L'/(bending'b' or deflection V) I Load I Max. Span 'L'I(bending V or deflection V) Width (fL) I 1&2 Span I 3 Span I 4 Span ' .Ma.-_ Width (ft.) 1&2 Span 1 3 Span 4 Span I„_M„__ x 2- x DA45- Hollow Load I Max. Span 'L'I(bending'b' or deflection' Width (IL) 1&2 Span 1 3 Span 1 4 Span ,. Mom' Mono -sloped mots include gables where the slope of the mof is less than 1" in 12". Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2. 1.2E-130 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 130 MPH velocity; - I Icinn d"cinn I.md of 9A A 3ICC IRA A elir- in. Mom.. P-I .."a 2"x4- x0.046"x0.115"SMB 2"x5'x 0.050'x 0.135" SMB Load Width ( ft) Max. Span' L'/ bendln b' or deflection'd' Load Width (R) Max. Span ' L'I bending'b' or deflection'd' 1&2Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span CaMax. B vet 48'-11" d 11'-0" d 1V-3" d 2'-0" d 4 11'-0" d 13'-7" d 1 IT-11" d 2'-6- d 5 8'-3' d 10'-3" d 10'-2" b 1'-10- d 5 10'-3" If 12'-8" d 12'-11." d 74" d 6 7'-9' d. 9.77 b 9'.3- b V-9" d 6 9'-7' If 11'-11' d 12'-1' b 72" d 7 7'-5" d 8'-11' b 8'-7" b l'-8' d 7 9'-2" d 11'-3" d 11'7 b 7-1" d 8 7%1" d 8'4" b 8'-0" b 1'4' d 8 81-9" d 10'-10" d 10'-6' b V-11" d 9 6-10' d T-10" b 7'-7' b V-6" d 9 8'-5" d 10'-3" b 7-11'. b 1'-I V d 1D 6'-7" d T-5' b 7-2" b V-6" d 10 8'-.1' d 9'-8' b 9'-5' b V-10" d 11 6'4' b 1 7'-l" b 1 V-10" b 1 V-5" d 11 T-10- If 9'-3" b T-1-'.` b V-9" d 12 6--1-. b _ 6'-9- b.. 6'-7" b -1 V-5- d .... 12. T-8- _.d _ 8'-10" b V:T b . V-9- d 2'x6"x 0. 050"x0.135 SMB 2" x 7" x 0.057" x 0.135" SMB 4 17-11" If 15'-11' tl 16'-3' If 7-11' d 4 14'-9" d 18'-30 tl 18'-7"- d 3'4" d 5 11'-11" d 14%10' d 14%11' b- 2'-8- d 5 13'-8" d 16'-11" d 17-3" d 3'-1' d 6 11'-3- d 13%11" d 13'-8" b 2'-6' d 6 12'-11" d 15'-11' d 15'-10" b 2'-11" d 7 10%9" d 13'-l" b 17-8" b 2'-5" d 7 12'-3" d 15'-2' it 14'-8- b 2'-9" d 8 10'-3" d 12'-3" b 11'-10" b 2'4" d 8 1l'-9" d 14'-3' b 13'-9" b 2'-8" d 9 9'-10" d- 11%7" b 1V-2" b 2.3' d 9 1V-3" d 13'-5" b 12'-11" b 2'-6" d 10 9'-6" d 10'-11' b 10'-7' b 2'-2" d 10 10'-11' d 12'-9" b 12'-3" b 2'-5' d 11 T-3" d 10'-6' b 10'-1" b 2'-1" d 11 10'-6" d 12'-2- b 11'-9" b 2'4- d 12 1 8'-11- d 1 10'-0" b 9'-8- b 2'-0' d 1 12 t07 d 11'-T b 11'-3- b 2'4" d 2" x 8" x 0.072" x 0.240 SMB 2" x 9" x 0.072" x 0.239 SMB 4 18'-2' d 22'b" d 22'-11' d 4'-0' d 4 20'-0' d 24'-9" d 25'-3" d 4'-0" d 5 16'-11" d 20'-10' d 21'-3" d T-10" d 5 18%7' d 22'-11" d 2a-5' d 4'-0" d 6 15-11" d 19'-8" d 20'-0" d 3%7" d 6 17'-6' d 21'-7" d 22'-0' d 3'-11" d 7 15'-l" d 18%8" d 18'-10" b 3%5" d 7 16'-7" d 20'-6" d 2U-6" b T-9" d 8 14'-5" d 17%10" d 17'-7" b 3%3' d e 16-11- d 19'-7' d 19'-2' b T-7" d 9 13'-11" d 1T-2" d 16-7' b 3%1" If 9 15'-3' d 18'-8" b 18'-1" b 3'5" d 10 13'-5' d 16-3" b 15'-9' b T-0' d 10 14'-9" d 17'-9" b - 1T-1" b T4' d 11 I 12'-11" If 15'-6- b 0 15'" b 2'-11- d 11 14'3" d 16'-11' b 16'4" b 3'-3" d 12 12'-7' d 14'-10' b 14'4' b 2%10" d 12 13'-11- d 16'-2" b 15'-8- b 3%1- d 2" x 9" x 0.082" x 0.321" SMB 2" x 10" x 0.092" x 0.389" SMB 4 21'-5' d 26'S- d 27'-0" If 4%0" d 4 24%11" d 30'-9" d 31'4' d 4'-0' d 5 19'-11- d 24'-7" d 25'-1" d 4'-0- d 5 23'.1" d 28'-6" d 29'-1' d 4%0" d 6 18'-9" d 23'-2' d 23W" d-- 4'-0" d 6 21'-9" d 26'-10" d 27'-5' d 4%0' it 7 IT-10" d 217-11" d 22'-5' d 4'-0- d 7 20'-8" d 251S" d 26'-0" d 4'-0" d 8 17'-0" d 211-0" d 21'-3" b T-10" d 8 19%9' d 24%5" d 24%11- d 4'-0' d 9 1614' d 20'- 3" d 20'-0" b T-8" d 9 18%11" d 23'-5" d 23'-9" b 4'-0' d 10 15'-10" d 19'-6" d 16-11. b 3'-7' d 10 18'4' d 22'-8' d 27-6' b 4'-0" d 11 15'4' d 18'-9" b 18'-1' b T-5" d 11 IT-T d 21%11- d 21'-5' b 3'-11' d 12 14'-10" d 7711" b 1T4' b 3'4- d 12 IT-3- d 21'-3" b Mono -sloped roofs include gables where the slope of the roof is less than 1" in 12'. Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.1 C-130 Town & Country Industries, Inc. 6005 T-6 Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with Mono -Sloped Roofs* Aluminum Alloy 6005 T- 5 en. 4 e".. -1- Al n-. -1. ..nu .._1__1......_:__ ..__.__ ._-. _• "e a .."e _ . . . ...: _... Single -Self -Mating Beams Tributary Load Width 6'- 0^ T-0" 8'-0" 9'-0" . 10'.0^ 1 11'-0" 1 12'-0" 1 13'-0' 1 14'-0" 1 15'-0" 16%0- 1 17'-0- Allowable Span L' / bending W or deflection'd' 2' x 4" x 0.D46" x 0.115" 8'-10" If 8'-5" d 8'-1" III d T-6" d T-3" d 70' d 6'-10" d 6'-8" d 6'-6' d 6'-5" d V-2' b 2" x 5" x u,u50" x 0.135" 10'-11' d 10'-5' d 9'-11" d g'-7" d 9'-3' d 8'-11' d 8'-8' If 8'S- d 8'-3' d 8'-1" d T-11" If T-9' d 2' x 6" x 0.050" x 0.135" 17-10" d. 12'-2" d 1 V-6" d 1 V-3" d 10'-10' d 10'-6" d 10'-2' d 9'-11' d g'-8' d 9'S' d 9'-3- d 9'-1" d 2" x 7" x 0.057" x 0.135' 14'-8" d-13-11' d 13'4" d 12'-10" d 17-5' d 11'-11" d 111-8' If 1 V4" d 11'-1" d 10'-10" tl 10'-7" If 10'4" d 2" x 8" x 0.072" x 0.240" 18--1" d 1T-2" d 16'-5" d 15'-10" d 1V-3" d 14'-9" d 14'4" d 1T-11' d 13'-8" d 13'4' d 13'-1" d 12'-9" d 2" x 9" x 0.072" z 0.239" 19'-11" d 19-11" d IVA" tl 17'-5' d 16'-9" d 16'-3" d 15'-10' d 15'-5" d 15'-0" d 14'-8" d 14'4' d 14'-1' d 2" x 9' x 0.082" x 0.321" 2114' If 20'-3' d 19'-5" . d 18'A' d IT-11" d 17'-5' d 16'-11- d 16'-6" d 16'-l' d 15'-9- d 15%5" d 15-1" d 0.092" x 0. 389^ 24'-9- d 23'-6" d 27-6' d 21'-7" tl 20'-10" d 20'-2- d 19'-8- d 19'-1- d 18'-8' tl 18'-3' d 1T-10- If 17'S' it Double Self -Mating- Beams Tributary Load Width 6' 1" T-0' 8'-0' 9'-0" 10'-0' 11'-0' 17-0' 13'-0^ W-0 15'-0' 16'0" 17'-0" 1 Allowable Spahr,' I bending'b' or deflection 'd' - 2 2" x 8" x 0.072" x 0.240" 22'-10" d 21'-8' d 20'-9' d 19'-11" d 19'-3' d 18'-7' d 16-l' d 1T-7" d 17'-2' d 16'-10' 11 16%5" d W-l" d 2 2" x 9" x 0.072" x 0.239" 2F-1" d 23'-10- d 22'-9' d 21'-11' d 21'-2" d 20'-6' d 19'-11' d 19.4" d 18%11' di 18'-6" di 18'-1' dl 17'-9' it 2) 2" x 9" x 0.082" x 0.321" 26'-10" d 25'-6" di Y-6- d 22'-8" dl 21'-11- 111 21'4" di 20'-9- 111 20'-3" di 19'-10- 111 19'-5- dj 18%11" d 2) 2" x 10" x 0.092" x 0.389" 31'-2" dl 29'-7" dl 28'4- di. 27'-3- d 26'-3" dl 26-6- di 24'-g- di 24'-l' 111 23'-6- d 1 22'-11" 11 22'-6" d 1 22'-0' d slopes roots mauce gaoles wnere me slope or me root Is less man 1- In 1Z-. Notes. 1. It is recommended that the engineer be consulted on any carrier beam that spans more than 35' 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 2.1.2 C-130 Town & Country Industries, Inc. 6005 TCI Allowable Spans For Miscellaneous Framing Beams Used in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T- 5 Single Self -Mating Tributary Load Wldth Beams. 6'-0' 1 T-0" 1 8'-0" 1 9'-0" 10'-0" 1 11--0' 1 17-0" 1 1T-0" 1 14'-0" 1 15'-0" 1 16'-0" 1 17'-0" Allowable Span I bending' b' or deflection'cr 2" x 4" x 0.046" x 0.115" T-9" d T-5" d 7--1- d 6'-10" d 6'-7- d 6'4- b 6'-l" b V-10" ti 5-7" b 5'-5" b T-3' b 5%1" b 2" x 5" x 0.050. x 0.135" 97 d 9'-2" d 8'-9- d 8'-5' it 8'-1' it T-10" d 78' d 7%5" d 7%3" b 6-11" b 6%9" b 6'-7" b 2" x 6" x 0.050" x 0.135" 1 V-3" d 10'-9" d 10'-3" d 9'-10" it 9'-6' d 9'-3" If 8'-11" d 8%7" b 8'4' b 8'-0' b T-9" b 7'S' b 2" x 7" x 0.057" x 0.135' 12'-11" d 12'-3' d 1 T-9" d 11'-3" d 10'-10" d 10'-6' d 10-3" d V-11" d 9'-7- b 9'-3' b V-11' b 8%9" b 2' x 8" x 0.072" x 0.240" 1T-11' d 15-1' d 14'-5' d 13'-11' d 13'-5' d 17-11' d 17-7' d 12'-3" d 11%11" d 11'-8- d l l'-5- it 11.72 b 2' x 9" x 0.072" x 0239" IT-6" d 16'-7" d 16-11' d 15'-3' d 14'-9' d 14'-3' d IT-10" d 13'-6" d 13'-2" If 12'-11" tl 12'-6- b 17 2" b 2" x 9" x 0.082" x 0.321" 18'-9" If 17'-9" " d 1 T-0" d 16'4' d 15'-10" d 15'4" d 14'-10" d 14'-6" d 14'-1" d 13'-10" d 131$' d 13'-3" d 2" x 10" x 0.092" x 0.389" 21 %9" d 20'-8" d 19'-9" d 18'-11' d 18'4" d 17'-9" d 1 T-3' d 16'-9" d 16-5" d 16'-0" d 15'-8" it 15'4' d Double Self -Mating Tributa Load width Beams 6'-0- T- 0" -8'-0" 9'-0" 10'-0' 1t'-0' 12'-0" 13'-0" 14'-0" 15'-0' 16'7 tT-0' Allowable Span bending'b' or deflection'd' 2 2" x 8' x 0.072" x 0.240" 20'-0" it 19'-0" d 18'-2" d 1T-6' 11 16'-11" dl 16'4" 111 15'-11" d 16-6" 111 15'-1' di 14'-9" d 14'-5- d 14'-2" d 2) 2" x 9" x 0.072' x 0.239" 27-0" If 2V-11' dl 2U-0" di 19-3- 111 18'-7- dl 1 T-11" di 1 T-6" di IT-0" di 16'-7" di 16'-3" 111 1 T-11' di 15%7- d 2) 2" x 9" x 0.082^ x 0.321" 23'-7" d 22'-5' ill 21'-5- cil 20'-7" d I 19'-11' dl 19'-3- 111 18'-9" 111 IF-3- di 1 T-9- d 1 1 T-5" di 1 T-0" di 16'-8- d 2) 2" x 10" x 0.092" x 0.389" 27'4" 11 25-11" di 24'-10" di 23'-11' 111 23'-l' 111 22'4" di 21'-9" di 21%2' dl 20'-8" 111 20'-2' dl 19'-9" di 19'4' d Mono -sloped roots Include gables where the slope of the roof is less than 1" in 12". -: Notes: 1. It is recommended that the engineer be consulted on any carrier beam that spans more than 35' 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Town & Country 6005 Indicator Mark Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF - MATING ALLOY INDICATOI 11(yK- 41Zl11.yHA J Q U) Z W Q Z O ZU)< fn Z 0 OZ= 2 Q to W IX U UL UL D W J O t` 1•LI P O LQL D lY d U 0 Q 2W C) Z_ U Q J Q QD TD ZN D JM Z W W u- W CO U m o d W m u m O C j a v 33m C U 8 3 0) cc 0 m I_ a LUot a) 00 L) > C c L am F 0yNyd 01 a 0Ot 0Z AW W SHEET Z C7 Z W 9A- 130 Wm 0 OF 12 Table 2.1.1 A-140.1 Town & Country Industries, Inc. Table 2.1.2 A-140-1 Town & Country Industries, Inc. 6005 TCt Allowable Roof Beam Spans 6005 TCI Allowable Roof Beam Spans for Freestanding, Carports or Patio Covers with Mono -Sloped' Roofs For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum'Alloy, 6005 T-5 Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 140-1 MPH velocity; For 3 sec. wind gust at 140.1 MPH; Using design load of 18A #/SF (65.7 f#SF for Max. Cantilever). Using design load of 28.7 #/SF (65.7 #/SF for Max Cantilever) - 2" x 2" x 0.040" Hollow, 2" x V. x 0.045' Hollow 12" x 2' x 0.040" Hollow 7" . 3" . n nex" u..1- - - Width (fL) 11&2 Span i 3 Span I' 4 Span Max. Span 'L'I bending'b' or di 1 &2 Span 3 Span 4 Span 12- x 3" x 0.060- Hollow 12" x 4' x 0.050" Hollow I Wldth.(ft.)I 1&2 Span I 3 Span I 4 Span x2"x Width (fL)I 1&2 Span I 3 Span I 4 Span Width (fL)I 1&2 Span I 3 Span I 4 Span Mono -sloped roofs include gables where the slope of the roof is less than 1" in 12'. Notes: 1. Above -spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.1 B-140-1 Town & Country Industries, Inc. 6005:TGI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs Aluminum Alloy 6005 T-5 For 3 see ;wind gust for 140.1 MPH velocity; Ileinn.Hwainn load of lR 6lr1SF lAS 7 rrrCF fnr Max r -illavarl 2' x 47x 0.046" x 0.115" SMB 2" x 5' x 0.050" x 0.135" SMB Load ; . WldthlIL) Max. Span'L'I bending'b' or deflection'd' Load Width (ft.) Max. Span 'L'I bending'b' or deflection 'd') 1&2 Span 3 Span 4 Span C.M0x. 1 &2 Span 3 Span 4 Span Canter 4 - 9'-10' d 12'-7 d 12'-5" d l'-11" d 4 17-2' d 16-0' d 164" d 2'4" d 5 9'-2" d 11'-3" d 11'-6" d- 1'-9' d 5 1l'4' it 13'-11' d 14'-3' d 2'-2" d 6 8'-7' d 10'-7" d 10'-9' b 1'-8' d 6 10'-8' d IT-2" d 13'-5" d 2'-l" d 7 8'-2- d 10'-1" d 9'-11" b 1W' d 7 10'-1' d 17.6" d 12'-9" d 1'-11" d 8 T-10' d. 9'-8' d g'4" b 1'-6' d 8 9'-8" d ll'-11" d 12'-2" d 1'-10" d 9 T-6' d 9'-l" b 8'-10" 9 9'-3" d- 11'-6" d ll'-6" b 1'-10" d T. T-3" d 8'-8" b 8'4' 10 8'-11' d I V-1" d 10'-11" b 1'-9' d 11 T-0" d B'-3" b T-11" M 11 8'-8" d 10'-9" d 10'-5" b 1'-8- d 12 6'-10' d T-11' b T-7" 12 8'-5' d 10'-3' b 9'-11" b 1'-8' d 2' x 6" x 0.050" x 0A35"SMB 2" x 7' x 0.05r x 0.135" SMB 4 14'-3" d 1T-T d d 2'-9' d 4 W4' d W-2" d 20'-T d 3'-7 d 5 13'-3' d 16'4' dd 2'-T d 5 16-2' d 18'-B" d 19'-l" d 2'-11' d 6 12'-6" d 15'-5' dd 2'-5' d 6 14'3' d 1T-7" d 1T-11" d 2'-9" d 7 11'-10" d 14'-7' db 2'4" d 7 1&-6' d 16'-9' d 17'-1" d 2'-7" d 8 IV4' d 13'-11" d bV11 2'-2' d 8 12'-11" d 16-11" d 15'-11" b 2'-6" d 9 10'-11" d 13'-5" b' b 2'-l' d 9 12'-5" d 15'4" d 16-0" b 2'-5" d 10 10'-6' d 12'-9" b b 2'-0" d 10 17-0" d 14'-9" b 14'-3" b 2'4" d 11 10'-2' d 17-2" b b 1'-11" d 11 11'-8' d 14'-1' b 13'-7' b 2-3" d 12 9'-11' d 11-8" b b 1'-11" d 12 11'4" d 13'-6" b 13'-0" b 2'-2' d 2" x 8" x 0.072" x 0.240 SMB 2" x 9" x 0.072" x 0.239" SMB 4 20'.1' d 24'-10" d 254" d 3'-11" d 4 22'4- d I 2T4- d 2T-10" d 4'-0- d 5 18'-B" d 23'-1' d 23'-0" d. T-7" d 5 20'-6" d 254" d 25'-10" d 3'-1 l' d 6 17W" d 21'-8" d 22'-2" d 3'-5" d 6 19'4" it 23'-10" d 24'4" d 3'-9" d 7 16'-8" d 20'-7" d 21'-0" d T-3" d 7 18'4" d 22'-8" d 23'-1" d 3'-7" d 8 15'-11" d 19'-8" d 20'-1" d T-1' d 8 17'-7" d 21'-8" d 27-1" d S-5" d 9 15'4" d 18'-11" d- 19'-3' b 2'-11" d 9 16'-10" d 20'-10" d 20'-11" b 3'-3' d 10 14'-10" d. 164" d 18'-3" -.b 7-10" d 10 16'-3" it 20'-l' d 19'-10" b 3'-2" d 11 14'4" d 1T-9' d 17'-5' b 2'-9" d 11 15'-9' d 191-6' d 18'-11" b 3'-1' d 12 13'-11" d 1 17'-3" d 16'-8' b 2'-8' d- 12 15.4" d 18'-9- b 18'-2" b 7-11' d 20x9"x 0.082" x 0.321" SMB 2"x 10"x0.092"x0.389"SMB 4 23'-W d 29%3" d 29'-10" d 4'-0" d 4 2T-6' it 3TA V d 34'-7" d 4'-0" d 5 21'-11" d 27'-2" d 2T-9` d 4'-0" d 5 25'-6" d 31'-6" d 32'-2" d 4'-0" d 6 20'-8" d 2F-7" d 26'-l" d 4'-W d 6 24'-0' d 29'-8" d 30'-3" d 4'-0" d 7 191-8" d 24'-3" d 24'-9" d 3'-10" d 7 22'-10" d 28'-2" d. 2&-9' d 4'-0" d 8 18'.10' d 23'-3" d 23'A" d 3'-8' d 8 21'-10' d 26'-11' d 27'-6" d 4'-0" d 9 18'-1" d 22'4" d 22'-9" d 3'$' d 9 20'-11" d 29-11" d 26'-5' d 4'-0" d 10 17'-0" d 21'-7' d 21'-11' d 3'-5" d 10 20'3' it 25'-0' d 26-6' d 3'-11' d 11 16'-11" d 20'-11" d 21'-0' b 3'-3' d 11 19'-7' d 24'-3' d. 24'-T d S-10" d 12 16'-5" d 20'4- d 20'-2- b 3'-2' d 12 19'-1' d 23'-6' d 23'-10" b 3'-8' d Mono -sloped roofs include gaoles wnere me slope of me roof is less than 1" in 17. Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connectlon to the above spans for total beam spans. Width (ft.) 11&2 Span I. 3 Span [ 4 Span Width (ft.) I 1 &2 Span 13 Span 14 Span x2"x Width (ft.) 11&2 Span 13 Span 14 Span Width (R) I' 1&2-Span I. 3 Span I 4 Span Width (ft.) I 1 &2 Span 13 Span I 4 Span Mono -sloped roofs include gables where the slope of the roof is less than l' in 12". - Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. - Table 2.1.2B-140-1 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 140-1 MPH velocity; usino demon Inad of 7A 7 AJAF !AS 7 VqP fnr Maw ra..f11a....1 2" x 4" x 0.046" x 0.115 SMB 2" x 5" x 0.050" x 0.135" SMB Load Width (ft.) Max. Span'L'I(bending'b' or deflection'dl Load Width (ft.) Max. Span Vii bending'b' ordeFlection'd' 1 &2 Span 3 Span 4 Span Canto ver 182 Span 3 Span 4 Span CaMa ver 4 8'-6" d 10'-6" d 10'-7" b 1'-1 l' d 4 10'-6' d 12'-11' d 1T-3" d 74' d 5 T-11" d 9-9' d 9'-5' b 1'-9' d 5 9'-9' d 12'-0" d 1243" d 7-2' d 6 T-5- d 8'-11' b 8'-8" b 1'-8" d 6 9'-2' d 11'-4" - d 3' _ t 7-1" d 7 T-1" d 8'-3" b T-11" b 1W' d 7 8'-8' d 10'-9' d 10'-5" b 1'-11" d 8 6'-9" d T-9' b 7'-6" b 1'-6" d 8 8'4' d 10'-1' b 9'-9' b VAX d 9 6'-6" d T-3" b 7'-1' b l'-5" d 9 8'-0" d 9'-6" b 9'-2" b 1'-10' d 10 6'-2- b 1 6'-11" b 6-8" b 1'-5" it 10 7'-9" d 9'-0" b 8'-9" - b 1'-9" d 11 5'-11" b 1 6'-7- b 6'-4" b 1'4- d 11 - T-0' d 8'-T b 8'-4" b. 1'-8" d 12 5'-8" b 1 6'4- b 6'-1" b 1'4" d 12 T-3' d 8'-3" b-T-i4-^ b 1'-8" d 2" x 6" x 0.050" x 0.135- SMB 2" x 7" x 0.057"x0.135"- SMB ' 4 174- d 1 15'-2' d 15'-6" d 2'-9" d 4 14'-l" d 17'4" d 1T-9" d T-2" d 5 11'-5" d 14'-1" d IT-11" b 7-7" d 5 IT-l" d 16'-l" d 16'-2" b 2'-11" d 6 10'-9' d 13'-2" b 12'-9" b 7-5" d 6 17-3" d 15'-2" d 14'-9" b 7-9' d 7 10'-2" d 12'-2" b 1l'-9" b 74' d 7 11'-8" d 14'-2" b 13'-8" b 7-7' d 8 9'-9" d 11'-5' b 11'-0" b 2'-2' d 8 11'-2" d 13'-3"' b 17-9" b 2'-6" d 9 9'-5" d 10'-9" b 10'-5" b 2'-1" d 9 10'-9" d 12'-6" b 12'-1" b 2'-5" d 10 9'-1" d 10'-2" b 9'-10" b 2'-0" d 10 194" d 11'-10' b 11'-5" b 2'4" d 11 8'-8" b 9'-9' b 9'-5" b 1'-11' d 11 10'-0' d 11.3' b 10'-11' b 2'3' d 12 1 8'4" b T4' b 8'-11" b 1'-11" d 12 9'-8" b I 10'-10" b 10'-5' b 2'-2' d 2" x 8" x 0.072" x 0.240' SMB 2" x 9" x 0.072^ x 0.239" SMB 4 17'4' d 21'-5" d 21'-10' d T-11- d 4 19'-1" d I 23'-T d 24' 0- d 4'-0" d 5 16'-l' d 19'-10" d 20'-3" d 3'-7' d 5 17'-8" d 21'-10' d 22'4" it T-11" d 6 15'-2" d 18'-8" d 18'-11' b T-5" d 6 16'-8" d 20'-T d 20'-7' b T-9" d 7 14'-5" d 17'-9" d 17'-6" b 3'-3' d 7 15'-10" it 1g'-6" d 19'-0" b T-7" d 8 13'-9" d 16'-11" b 16'4' b T-1" d 8 15'-2' d 18'-5" b 17'-9" b T-5" d 9 13'-3' d 15-11" b 15'-5- b 2 11" d 9 14'-7" d 17'4" b 16'-9' b 3'-3' d 10 17-9. d 15'-2" b 14'-8' b 2'-10" d 10 W-1" d 16'-6" b 15'-11" b T-2' d 11 174' d 14'-5' b 13'-11" b 2'-9" d 11 13'-7' d 15'-8" b 15'-2". b T-l" d 12 12'-0' d 1T-10" b IT-4- b 2'-8- d 12 1T-3" d 15'-0" b 14'$" b 2'-11" d 2" x 9" x 0.082" x 0.321" SMB 2" x 10" x 0.092" x 0.389" SMB 4 20'-5" d 25'-3" d 25'-9" d 4'-0' d 4 23'-8" d 29'-3" d 29'-10' d 4'-0" d 5 18'-11. d 23'-5" d 23'-11" d 4'-0' d 5 21'-11' d 27'-2" d 2T-9' d 4'-0' d 6 17'-10" d 22'-1' d 22'-6" d 4'-0" d 6 20'-8" d 26-7" d 26'-1" d 4'-0" d 7 16'-11" d 20'-11" d 21'-l" 5 T-10' d 7 19'-8' d 24.3" d 24'-9* d 4'-0" d 8 16'-3' d 20'-0" d 19'-9" b 3'-8' d 8 18'-10' d 23'-3" d 23'-5" b 4'-0" d 9 16-7" d 19'-3" b 18'-7" b T-6* d 9 181-1" d 274' d 22'-1' b 4'-0' d 10 15'-1' d- 18'-3' b 17'-8" b T-5' d 10 1T-6" d 21'-7" d 20'-11' b 31-11" d 11 14'-7' d 1T-5' b 16-10' b T-3" d 11 W-11' d 20'-8" b 19'-11" b T-10" d 12 14'-2- d 16'-8- b 16.4- b T-2- d 12 16'-5' d 19'-9" b 19'-1" b Mono -sloped roofs include gables where the slope of the roof is less than 1" in 12". Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2.1.2 C-140-1 Town & Country Industries, Inc. 6005 TCI Allowable Spans For Miscellaneous Framing Beams Used in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 eee. wind m t fnr f AA-1 MPH vain.rev „"Inn A-- 1-d of 72 7 A/ - Single Self -Mating Beams ITributary Load Width 6'-0" 1 7'-0' 1 8'-0" 1 9'-0' 1 10'-0" 11'-0' 1 12'-0" .1 13'-0" 1 14'-0" 1 15'-0" 16'-0" 17'-0" Allowable Span'L' bending'b' or deflection'd' 2" x 4' x 0.046' x 0.115' 77 d114'-5* d 6'E" d 7-2" b 5'-11" b 5'-8- b 5'-5" b 5'-3" b 5'-1' b 4'-11" b 4'-9' b 2" x 5" x 0.050" x 0.135" 9'-2' dd 8'-0' d T-9' d T-6" d T-3- b 6'-11" b 6'-9' b 6 -60 b 6'4" b 6'-l' b 2" x 6" x 0.050' x 0.135" 10'-9' dd 9'-5' d 9'-l' d 8'-8' b 8'4' b 8'-0" b T-9" b T-5' b T-3' b 6'-11' b 2" x 7" x 0.057" x 0.135" 12'-3" d d 10'-9" d 10'-4" d 10'-0' d 9'-8" b 9'-3" b 8'-11' b 8'-B' b 8'4' b 8'-l' b 2" x 8^ x 0.072" x 0.240' 15'-2' d d118'40' 13'-3" d 12'-9" d 12'4" d 12'-0" d 11'-8" d 11'-5" d 11'-l" b 10'-B" b 10'-5" b Y x 9" x 0.072" x 0.239" 16'-8" d d 14'£- d 14'-0- d 13'-T d 13'-3" d 12'-10' d IZ-5" b 12'-0' b 11'-8" b` 11'-4" b 1T-10' d d 15'-7" d 15'-1' d 14'-7' d 14'-2" d 13'-9" d 13'-5" d 13'-2" d 17-10' d 12'-0" b 2" x 10" x 0.092" x 0.389" 20'-0" d' d 18'-1" d 17'-5" d 16' Double Self -Mating Beams - - Tributary Load width 6'-0" -- 7'-0' - 8-4)' 9--0" 10'-0" 11'-0' 12'-0" 14'-0" 1 15' Allowable Span'L' bending'b' or deflection'd' 2 2" x B" x 0.072' x 0.240" 19'-1" d 18'-1" d 17'A" d 16'43' d 16'-1' d 15'-7" d 15 =7 d. ?4'-9' d 14'-5' d 14'-1' 2) 2" x 9" x 0.072" x 0.239" 2U'-11' d 0'-i 5''d 19'-i' d 18'4" d 1T-8" d 1T-Y tl 76'-8" d 2" d 15'-10' d 15'-5' d 15'-1" d 14ti10' d 2) 2" x 9" x 0.082" x 0.321" d 21'4" d 20'-5" d 19'-8" d 18'-11' d 18'4" d 17'-10" d 1T4" d 16'-11" d 1&-7' d 16'-2' d 15'-11" d 2 2" x 10" x 0.092" x 0.389" 26'-1" d 24'-9" d 1 23'-8- dl 22'-9- di 21'-11' dI 21'4" di 20'-8- di 20'-2" di 19'-8- d 19'-2" di 18'-10" di 18'-5- d w1uZ_`upeu ruins muuoe gaoler wnere me slope or me root Is less man 1- In lz-. Nes: 1. It is recommended that the engineer be consulted on any carrier beam that spans more than 37 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. - 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 2.1.2 C-140-1 Town & Country Industries, Inc. 6005 TCI Allowable Spans For Miscellaneous Framing Beams Used in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 new- wind nnef fnr id i MPH Aneinn 11 - nr 7Y 7 MICF Single Self -Mating Beams Tributary Load Width 6'-0" 1 T-0" 1 8'-0" 1 9'-0" 1 10'-0^ 11'-0" 1 12'-0" 1 13'-0" 1 14'-0" .15'-0" 16'.0- 1 17'-0" Allowable Span'L' bending'b' or deflection 'd' 2" x 4' x 0.046" x 0.115" T-5" d T-0" d 6'-9' d16'-6" 6'-2" b 5'-11- b 5'-8" b 6-5" b S-3" b 5'-1" b 4'-11- b 4'-9" b 2" x 5" x 0.050" x 0.135" 9-2' d 8'-8" d 8'4" d T-9' d T-6' d 7'-3' b 6'-11" b- 6'-9" b 6'-6" b 6-4- b 6'-1' b 2" x 6" x 0.050" x 0.135" 10'-9" d 10'-2' d 9'-9' d 9'-l" d 8'-8" b 8'4" b 8'-0' b T-9' b 7'-5" b T-3" b 6'-11" b 2" x 7" x 0.05r x 0.135' 12'-3' d 11'-8" d 11'-2" d 10'4" d 10`0' d 9-8' b 9'-3' b 8'-11" b 8'-8" b 84" b 8'-1' b 2" x 8" x 0.072" x 0.240^ 15'-2' d 14'-S d 13'-9" dd 12'-9- d 12.4- d 12'-0" d 11'-8" d 11'-5- d 11'-1- b 11Y-8- b 10'-5" b 2"0.2"x0.239" 16'-8' d 15'-10" d 15'-1' dd 14'-0" d 1 S-7' d 1 T-3" d 12'-10" d 12'-5" b 17-0" b 11'-8" b 11'4" b 2" x 9"x 0.082^ x 0.321" 1T-10" d 16'-11" d 16'-2' dd 15'-1" d 14'-T d 14'-2^ d 13'-9" d 13'-5" d 13'-2" d 12'-10' d 12'-0' b 2" x.10" x 0.092" x 0.389" 20'-8" d 19'-8' d 19 10' dd 1T-5- ji 67-11" d 16'-5" d 15'-11" d 15-7' d 16-3" d 14'-11' d 14'-7"d Double Self -Mating Beams Tribute Load12' Wldlh 6'-0" - T-0" 8'-0" 9'-0-0" " 10--0" 11'-0" 13'-0" 1 141' 1 175' 1 16'-0" 17'-0" Allowable Span'L' bending'b' or deflection 'd' 2) 2" x 8" x 0.072" x 0.240" 19'-1' d 18'-1' d 17'4" d 16'A' d 16'-1" d 15'-T d 15'-2' d 14'-9" d 14'-5' d 14'-1- d 1T-9" d 13'-6' d 2 2" x 9" x 0.072' x 0.239" 29-11 ". d 19'-11' d 19'-1' d 18!4" d 17'-B" d 1 T-2" d 16'-8' d 16'-2" d 15'-10" d 16-5* d 1 S-1' d 14'-10" d 2 2" x 9' x 0.082" x 0.321" 22'-6" d 21'4' d 20'-5" d 19'-8" d 18'-11' d 18'4" d 1 T-10' d 17'4' d 16'-11" d 16'-T d 16'-2' d 15'-11' d 2 2" x 10" x 0.092" x 0.389" 26'-1" d 24'-9" d 23'-8" d 1 22'-9" di 21'. d 21'4- di 20'-8" d 20'-2" cl 19'-8' d 19'-2" dj 18'=10" dl 18'-5- d bN a O' Z LLjO rn ci Oz u >E d w C r E Z Q o mh OQ9. O Q000 LL zin iOf 30 8g moo peu ,ours mcmoe gaulas wnere me slope or me rom Is less man i m 1 Notes: zr. - 1. It is recommended that the engineer be consulted on any carder beam that spans more than 36 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or well connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Town & Country 6005 Indicator Mark Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING J Q /) of Z WQ O U) Z U Z Q usZ01% LLIpW 2 Q U) W W F- m U) CL W O H W UF O lYL" 0 IL N Q Lij Z V Q IQ It It CDW O r- rn "oo I ( 2 0 J K o iW m m o Z W L,_ m O a D o P.- m C J 0- o Elo0) j o 0zz m rn Ul ti o f J m It N U d a j L Q. F 9y ZZ WslWS Lu EET Z Z ZW9A- 1401 W to10 OF 12 g Table 2.1.1 A-140-2 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers Witt Mono -Sloped' Roofs Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 140-2 MPH velocity; Usinn dasian load of 32 4 #1SF ISS.7 eISF fnr Max. r:antil-A 2" x 2" x 0.0140" Hollow 2" x 3" x 0.045" Hollow Load Width (ft) Max. Spa n'L'I bending'b' or deflection'dj Load Wi (tL) Max. Span 'L'I(bending'b' or deflection'd 1&2 Span 3 Span 4 Span CaM ever 1&2 Span 3 Span 4 Span MaxCantilever 4 4'-1" d 4'-11' d 5-l' d 0'-11' d 4 5'-B- d 6'-11" d 6'-1 l' b_ VA' d 5 3'-9' d- 4'$" d 4'$' b- U-11' d 5 6-3" d 6'-5' d 6'-3' b 1'-3' d 6 3'$" d 4'4" d 4'-3" b 0'-10' d 6 4'-11" dlid 5'-11" b 5'-8' b 1'-2' d 7 T-4- d 4'-l' b 3'-1 l' b 0'-9' d 7 5'$" b 5'-3" b 1'-1" d B S-3- d T' 10' b 3'-8" b 0'-9' d 8 4'-6" d 5'-1" b- 4'-11' b 1'-7' d 9 3'-1' d_ 3'-7" b 3'S" b 0'-9' d 9 4'4' d 4'-10' b 4'$' b 1'-0' d 10 7-11' d 3'-5' b 3'4' b 0'$' d- 10 4'-P b 47-7b 4'-5- b 0--11" d 11 2'-11' d 3'-3' b 3'-2- b 0'$- d 11 3'-11' b 4'4' b 4'-3' b 0'-11" d 12 2'-10- b 3'-2' b T-0- b 0'-8- d 12 3'-9b 1 4'-2" b 1 4'-0' b 0'-11' d 2' x 3" x 0.060" Hollow 2" x 4" x 0.050" Hollow Load Width ( ft) Max. Span L'/(bending'b' or deflection'd') Load Width (fl') Max. Span L'I(bend{n b' or deflectfon'tl 1&2 Span 3 Span 4 Span Cimi ver 1&2 Span 3 Span 4 Span Cantilever 4 6'- 3' d 7'-9" d T-10" d V-6" d 4 7'4" d 8'-11" b 8'-7" b 1'-9' d 5 5'- 10" d 7'-2" d 7'4" d 1'-4" d 5 6'-10" d T-11' b 7'-8" b 1'-7" d 6 5'- 5' d- 6'-9" d 6'-8" b 1'-3" d 6 6'-5' d 7'-3' b T-0" b1'S" d 7 6- 2- d- 6'-5' b 6'-2- b 1'-3- d 7 6'-0" b 6'-9" b 6-6" b 1'-5' d 8 4'- 11" d 5'-11' b 5'-9- b 1'-2" d 8 5'-T b 6'-3' b 6'-l" b 1'4' d 9 4'- 9" d 5'$" b 5'-5-. b l'-1' d 9 5'4" b 5'-11' b 5'-9" b_ l'4" d 10 4'- 7" d 5'4' b 5'-2' b l' 1- d 10 5'-0- b 5'-7" b 5'-5' b 1'-3" d 11 4'- 5" d 5'-1" 0 b 11 4'-10" b 5'-4" b 5'-2- b 1'-3' d 12 4' 4" d 4'-11- b 4'-9- It 1'-0' d 12 4'-7" b x 2" x 0.045" Hollow Load Width ( ft) Max-S n'L'/(bending'b'or deflectlon'dl 1&2 Span 3 Span 4 Span Mom' Cantilever 4 4'- 7" d 5'$" d 5'-9' d 1'-1" d 5 4'- 3' d 5'-3" d 5'-0' d 0'-11' it 6 T- 11' d 4'-11' d 5'-0" d 0'-1 l' d 7 3'- 9' d 4'-8' d 4'-9" b 0'-11" d B 3'- 7- d 4'-6- d 4'-5' b 0'-10" d 9 d 4'4" d 4'-2" b 0'-10- d 10 3' 4' d 4' -1" b 3'-11" b 0'-9' d 11 S- 3' d 3'-11' b 3'-9' b 0'-9' d 12 T- 2- d T-9- It 1 3'-7" b 0'-9- d Mono -sloped roots include gables where the slope of the roof Is less than 1" in 12". Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2. 1.2 A-140-2 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sec. wind gust at 140-2 MPH; Usinq desion load of 30.9 #!SF (65.7 #/SF for Max. Cantllevad a x v nohow 7- x 3 x 0.045" Hollow Load Max. Span'L'I(bending or deflection'd Load I Max. Span 'L'Ibending'b'. or deflection Width (ft} 18S Span 3 Span 4 Span -Cantu vet . Width (fL) 1&2 Span 3 Span . 4 Span aM 3L .r Lx 3- x 0.060- Hollow 12- x 4" x 0.050' Hollow I Width (ft) 1 1&2 Span 1 3 Span J 4 Span x 2" x 0.045" Hollow Load Max. Span'L'/(bending W or l Width (ft.) 1&2 Span 1 3 Span 1 4 Span Width (R) 11&2 Span I 3 Span. I 4 Span ,- Max- Mono -Sloped roofs Include gables where the slope of the roof is less than 1" in 12'. Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table. 2 1.26-140-2 Town & Country Industries, Inc. Table 2.1.2E-140-2 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 Aluminum Alloy 6005 T-5 For 3 see. , wind gust for 140-2 MPH velocity; For'3sec : . gust for n40c2 MPH"vYlccl`y_ ..__ __.,_-. Using design load of 30-9 #/SF (65.7 #/SF for Max. Cantilever) 2"x 4" xi0.046" x 0.115" SMB 2" x 5" x 0.050" x 0.135" SMB Load/;% Width ( ft Max. Span Utiending'b'or deflection'dr) Load Width (ft.) Max. Span ' L'/(bending'b' or deflection'dj 1&2 Span 3 Span 4 Span Ca H ever 1&2 Span 3 Span 4 Span Cantilever 4 8'- 3" d 10'-3' d 10'-2' b 1'-11" d 4 10'-3' d 12'-8' d 17-11' d 2'4' d 5 T$' d 9'-5" b 9'-1' b 1'-9' d 5 9'-6" d 11'-9' d 11'41' b 2'-2" d 6 T- 3' d 8'-7- b 8'-4" b V-8" d 6 8'-11" d 11'-1" d 10'-10" b 2'-l" d 7 6'- 10" d T-11" b T-8" b 1'-T d 7 8'$' d 10'-5" b 10'-0' b l'-11" d 8 6'- 7' d T-5" b 7' 2" b 1'-6" d 8 8'-Y d 9'-9" b 9'-5" b 1'-10" d 9- 6'- 3" b T-0" b 6'-9' b 1'-5" d 9 T-10" d T-2" b 8'-10" b 1'-10" d 10 5'- 11' b 6'$" b 6'-5" b 1'-5' d 10 T-1" d 8'$' b 8'-5' b 1'-9- d b 6' 4" b 6' -2' b 1'-0' d 71 7'4' d 8'-3' b 8'-0' b 1'$' d 12 5'- 5- b_ 6'-1" It. 5'-11- b 1'4' d 12 Z'-1' .b- T-1.1' b- T$' b V-8' d 2"x6" x 0.050"x0.135"SMB 2"x7"x 0.057"x 0.135" SMB 4 12'- 0" d 14'-10" d 15'-0" b 7-9' d 4 13'-9' d W-11" d 17'-3" d S-2' d 5 ll'- 2" d- 13'-9" d 13'-5" b 2'-7- d 5 12'-9" d 16-9" d 16-7" b 2'-11' d 6 10'- 6" d 12'$" b 12'-3" b 2'-5' d 6 1l'-11" d 14'-9' b 14'-3" b 2'-9" d 7 9'- 11" d ll'-9" b ll'-4" b 2'4- d 7 1l'-5' d 13'-T b 12l'-2" b 2'-T d 8 V- 6- d IF-1P b 10'-7- b 2'-2" d 8 10'-11' d 12'-9' b 12'4' b 2'$" d 9 9'- Y d 10'4" b 10'-0" b 2'-1' d 9 10'$' d 17-0" b 1l'-7" b 2'-5" d 10 F- 9' b 9'-10" b 9'-6" b 2'-0" d 10 10'-1" d 11'-5" b 11'-0" b 74" d 11 8'- 5' h W4' b 9'-l" b 1'-11" d 11 9'-9' b 10'-10" -b 10'-6" b 2-3" d 12 8'- 0- b 8'-11" b 8'$' b 1'-11' d 12 9'4' b 10'-5" b 10'-1' b 7-2' d. 2" x 8" x 0.057" x 0.135' SMB 2" x 9" x 0.072" x 0.239" SMB 4 W- 1 l' d 20'-11' d 21'4" dLT,3" 4 18'- 7' d 27-11" d 23'-5" d 4'-0" d 5 16- 8' d 19'-5" d 19'-9" d 5 1T-3" d 21'4' d 21'-8" b 3'-11" d 6 14'- 9" d 18'-3" d 18'-2" b 6 16'3' d 20'-1" d 19'-10" b 3'-9" d 7 14'- 0" d 17'-4" d 16'-10" b 7 15'-5' d 18'-11" b 18'4' b 3'-7' d 8 13' 5" d 16'4" b 15'-9' b 8 14'-9" d 17'-9" b 1T-2" b 3'-5" d 9 12'- 11' d 15'-5" b14'-10" bd- 9 14'-2' d 16'-9" b 16'-2" b 3'-3" d 10 17$ d14'-7" b 14'-1" b 10 13'$' d 15'-10' b 15'4" b T-2' d 11 17- 1" d 13'-11' b 13'-5" b 11 13'-3" d 15'-2' b 14'-7" b 3'-1' d 12 it'- 9' d 13'4' b 12'-10' bd 12 12'-11" d 14'-6" If IT-11" b 7-11' d 2" x 9" x 0.082" x 0.321" SMB 2" x 10" x 0.092" x 0.389" SMB 4 19' 41' d 24'-7' d 25'-l' d 4'-0" d 4 1 23'-l" it 28'-7" d 29'-2" d 4'-0" d 5 18'- 6" d 22'-10' d 2314' d 4'-0" d 5 1 21'$" d 26'$' d 2T-0" d 4'-0" d 6 1T- 5' d 21'$" d 21'41' d 4'-0" d 6 20'-2' d 24'-11' d 25'-5" d 4'-0" d 7 16'- 7" d 20'-5" d 20'4" b 3'-10' d 7 19'-2' d 2T-8' d 24'-1" b 4'-0" d B 16- 10" d 19'-7' d 19'-0" b T-8" d 8 18'4' d 22'-8" d 22'-6' b 4'-0" d 9 16- 3" d 18'-7' b iT-11" b 3'$" d 9 17'$" d 21'-9" d 21'-3" b 4'-0" d 10 14'$' d 1T-7" b 17'-0' b 3'-5' d 10 17'-0' d 20'-10' b 20'-2' b T-11" d 11 14'- 3" d 16'-9" b 16'-3' b 3'3- d 11 16'$" d W-11' b 19'3' b 3'-10" d 12 13'- 10" d 16'-l" b 16-6" b 3'-Y d 12 16'-0" d 19'-1" b Mono -sloped roots include gables where the slope of the roof is less than 1" in 12'. Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2"x4" x 0.046"x 0.115"SMB 2"x5"x 0.050" x 0.135" SMB Load Width ( ft) Max. Span L'I bendifil W or deflection' Load Width ft. Max. spain' t.'J bencling W or dell ion'd' 1. Span 3 Span 4 Span Cantlllever 1&2 Span p 3S pan 4 S an p Mom' Cantilever 4 3' it 10'-3" d 10'-2' b 1'-11" it 4 10'-3" d 12'-8" d 12'-11" d 2'4" d 5 T$' it 9'-5' It 9'-l' b 1'-9" it 5 9'$' d 11'-9' d, 11'-11" b 7-2" d 6 T- 3" d 8'-7" It 8'4" b 1'$" 0 6 8'-11" d 11'-1' d IU-1W b 7-1" d 7 6'- 10" d T-11" b T$" It 1'-7" it 7 8'$' d 10 5' b lri-0" b 1'-11' d 8 6'- 7' d T-5" b T-Y b V-6" it 8 8'-2' d 9'-9" - b 9'-5" b 1'-10- d 9 6' 3' It T-0" b 6'-9" b 1'-5" if 9 T-10" d 9'-2" b- T-10" b 1'-10' d 10 5'- 11" b 6'$" b 6'-5" b 1'-5" d 10 7'-7" d 8'-8" b 11-1' b 1'-9' d 11 5'- 8* It 6'-4" b 6'-2' b. 1'4" d 11 8'-3" b 8'-0- b 1'-W d 12 5'- 5" b I 6'-1" b. S-11- If 1'4" d 12 T-1' b T-11' .-b T-a' b 1'$" of 2^z6 x0-050't 0.135' SMB 2"-x7"z0.057"x0.135'SMB- 4 12'- 0" d 1 14'-10' d 15'-0' b 2'-9" d 4 13'-9" d 16'-11" d 17'-3' d T-2" of 5 11'- 2' d 1 13'-9" d 13'-5' b 2'-7' d 5 12'-9' d 15'-9" d 15'-7" If 2'-1 Y d 6 10'- 6" d 12'-8" b 12'-3" b 2'-5" it 6 11'-1 P d 14'-9" b 14'-3" b 2'-9" d 7 9- 11" d 11'-9" b 11'4' b 2'4" it 7 11'-5" d 13'-7' It 13'-2" b 2'-7" d B 9'- 6" d 10'-11' b 10'-7' b 2'-2" d 8 10'-11" d 12'-9' b 12'4- b 2'$" d 9 9'- 2" d 10'4- b 10'-0' b 2'-l' d 9 10'S' d 12'-0" b 1l'-7" b 7-5" d 10 8'- 9" b T-10" b Gil" b 7-0" d 10 10'-1' of 11'5' If 11'-0' b 74" of 11 8'- 5" b 9'4' b 9'-1' b 1'-11" it 11 9'-9' b 10'-10' b 10'-6" b 2'-3" d 12 8'- 0" b 8'-11" b 8'-B" If t'-11" d 12 9'4" b W-5" b 10'-1" b 7-2- d 2" x 8" x 0.057" x 0.135" SMB 2" x 9" x 0.072" x 0.239" SMB 4 16'- 1 /' d 29-1l' of 21'4" d 3'-1 l' d 4 18'-7- d 22'-11' d 23'-5" d 4'-0" d 5 15'- 8" d 19'5' d 19'-9" d 3'-7' d 5 17'-3' d 21'4" d 21'-8" b T-11" of 6 14'- 9" d 18'-3' d 18'-T b T-5" of 6 16'-3" d- 20'-l" d 19'-10" b 3'-9" d 7 14'- 0" d 17'4' d 16'-10" b Y-3" it 7 15-5- d 18--11" b 18'4" b T-7" d 8 13'- 5' d 16'4" b 15-9" b T-l' d 8 14'-9' d 17'-9" b 1T-2" b T5' -3 9 17- 11" d 15'-5' b 14'-10" b 2'-11" d 9 14'-2" d 16'-9" It 16'-2" b T3" d 10 12'- 6' d. 14'-7' b . 14'-1- If 7-10" d 10 13'$' d 16-10" b . 15'4" b_ 3'-2" .d- 11 - 17- 1" r d 13'-11' b 13'-5' It 2'-9' d 11 13'-3" d 15'-2" b 14'-7" b 3'-1' d 12 11'- 9" d 13'4' b 12'-10" b 2'-8' d 12 12'-11-rd 147-V b 13'-11" b 2'-11" d 2" x 9" x 0.082" x 0.321" SMB 2" x 10" x 0.092" x 0.389" SMB 4 19'- 11" d 24'-7' d 25'-l" d 4' -W d 4 231-1" d 28'-7" d 29'-2" d 4'-0" d 5 18'- 6" d 22'-10" -d 23'4" d 4'-W d 5 21'-6" d 26'-6" d 27'-T d 4'-0" d 6 17' 5" d 2l'-6' d 21'-11' d 4'-0' d 6 20'-2- d 24'-11" d 25'-5" d 4'-0" d 7 16'- 7" d 20'-5" d 20'4' It T-10" d 7 19'-2* d 23'-8" d 24'-1" b 4'-0' d 8 15'- 10' d 19'-7" d 1T-O' b T-8" d 8 18'-4* d 22'-8" d 22'$' b 4'-0" d 9 15'- 3" d 18'-7- If 1T-11" b 3'-6" d 9 17'$' d 21'-9" d 21'-3' b 4'-0" d 10 14'' d 1T-7" b 1T-0' b 3'-5" d 10 1T-0" d 20'-10" b 20'-2" b T-11' d 11 14'- 3" d 16'-9" b 16-3" b 3'-3" d it 16'S' d 19'-11' b 19'-3"b 3'-10' d 12 13'- 10- d 16'-1' b 15'S' b T-2' 0 12 16-0- of 19--1" b 187-5" bMono-siopeo roots include gables where the slope of the root is less than 1- in 12". Notes: - 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. Table 2. 1.1 C-140-2 Town & Country Industries, Inc. 6005 T- 6 Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with Mono -Sloped Roofs" Aluminum Alloy 6005 T-5 Fnr 3 ewe uAn f noel fnr 1dn-9 MDN valnnity- -1- A -I.. I -A of - A Single Self - Mating Beams. Tribute Load Width 6'-0" . T-0" 8'-0' 9'-0" 10'-0" 11'-0" 12'-0" 13'-0" 1 14'-0" 15'-0" 1 16'-0" 1 1T-0" Allowable Span L' 1 bending'b' or deflection'd' 2' x 4" x 0.046" x 0.115" 7'-1' d- 6'-9' d 6'$" d 6'-2' b 5-10" If 5'-7' b 5'4' b 5'-l" b 4'-11' b 4'-9- b 4'-7- It 4'-6- b 2' x 5" x 0.050" x 0.135" 8'-10' d 8'4" d 7"-11" d T$" d T-5' d T-2" b 6-10" It 6'-7" b 6'-4- b 6-l" b 5-1 l" b 5'-9' b 2" x 6" x 0.050" x 0.135 1014" d- 9'-10- d 9'4" d 9'-0" d 8'-7' b 8'-2" It T-10' b TS' b T-3" b T-0" b 6'-9' b 6'-7" It 2" x 7' x 0.057" x 0.135" - 11'-9" d' 11'-2' d 10'-9" d 10'4' d 9'-11' d 9'$" b 9'A" b 8'-9" b 8'-5" b 8'-2' b T-10' b 71$' b 2" x 8" x 0.072" x 0.240" 14'$" d 13'-10' d, 13'-27 d 17$' d 17-3". d 11'-11" d 1 V-6" d 11'-2" b 10'-9' b 10'-5" b 10'-1" b 9'-9' b 2" x 9" x.0.072" x 0.239" 15'-11' d 15'-2" d 14'$" d 13%i 10 d 13'$" d 13'-1" it 12'$" b 17-2' b 11'-9" b 1l'4' b 10'-11" b 10'-8" b 2^ x 9" x 0.082' x 0.321" 17'-2" d W-3" it 15'-7" d- 14'-1 l" 0 14'-5" d 13'-11' d-13'-7' d 13'-3- d 12'-11- d 12'-7- b 12'-2" b l l'-10- b 2" x 10" x 0.092" x 0.389" 19'-10' d 18'-10' d 18%V d 174' d 16'-9' d 16'-3' d 15'-9' d 15'4' d 14'-11' d 14'$" d 14'4' d 13'-11" b Double Self - Malin - g . Beams Tributary Load Width 6-0T- 08-v 9-0" 10-0 11-012-0ITT 14'-0" -15'-0" 16'-0" 1-1T-0- Allowable Span 12 1 bending b or deflectlori 2) 2" x 8" x 0. 072" x 0.240" 184" d 1T-5" d 16'-8" d 15'-1 l' d 15'-5' d 14'-11" d 14'$" d 14'-2" d 13'-10" d 13'-6' d IT-2" d lz-11" d 2) 2- x 9" x 0. 072' x 0.239- 20'-2- d 19-2" di 18'4" d 1 T-7" ill16'-11" d 16'-5" d 15'-11' ill16-T d 15'-2' ill14'-10" d 14'-6' d 14'-3" d 2 2" x 9" x 0. 082" x 0.32l" 2l'-7" d 20'-6 d 19'-T ill 18'-10- d 1 F-2" dl 1 T-8- dl IT-2- di 16'$- ill 16'-3" di 15'-11- ill 15'-T dl 16-3- d 2 2" x 10" x 0. 092" x 0.389 25'-0' d 23'-9" di 22'-9" dl 21'-10" di 21'-1" dl 20'-5' dj 19-10' d 19'4' di 18'-10" dj 18'-5' dl 18'-1' di 1T-8" d Mono-siopea roots Incivae gables Wbefe the slope of the root is less man 1" in 12". Notes: 1. It is recommended that the engineer be consulted on any carrier beam that spans more than 35' 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be Interpolated. Table 2.1.2 C-140- 2 Town & Country Industries, Inc. 6005 TCI Allowable Spans For Miscellaneous Framing Beams Used In Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 Fnr 3 ear winA n„I Inr Ida- MDH .,ulnnifi.• ..elnn Aneinn In"A nr 9n a eICC Single Self -Mating Beams Tribute Load Width 6'-0- T- 0' 8--0' 9'-0' 10'-0- 11'-0" 1T-0' 1 13'-0' 1 W-0" 1 15'-0' 1 16'-0" W-0- Allowable Span I banding 'b' or deflection'd' 2" x 4" x 0.046" x 0.115" T-3- d&-10" d 6'-7" d 6'-3" If 5'-1 l' b 5'-8" b 6-5' b 5'-3' b 5'-0" b 4'-10" b 4'-9" b 4'-7' b 2" x 5" x 0.050" x 0.135 8'-1 l' d 8'-6" d 8'-l" it T-10" d 7'$' d 7'-4" it T-0" b 6'-9" b 6'S" b 6'-3" b 6'-1" It 5'-11' b 2" x 6" x 0.050" x 0.135" 10'-6" d 9'-11" d 9'-6" d 9'-2" d F-9" b 5" b 8'-0" b 7'-9" b 7'-5' b T-2" b 6-11" b 6'-9- b 2" x 7" x 0.057" x 0.135" 11'-11' d 1l'-5" d 10'-11" d 10'-6' d 10'-l' d 9'-9" b 74" b 8'-11' b B'-7' b 94" b 8'-l" b TAG" b 2" x B" x 0.072" x 0.240" 14'-9- d W-0" d 13'-5" d 12'-11" d 17-5" d- 17-1" d 71'-9" d 11'-5" d l l'-0' b 10'$- If 10'4" b 10'-0" b 2' x 9" x 0.72 0" x 0-239" 16'3" d 15'5' d 14'-9" d 14'-2- d 7 F8' d 13'-3" d 12'-11' d 12'-5' b l l'-11' b 1l'-T b 11'-3' b 10'-11" b 2' x 9" x o.082" x 0.321" 1 T-5" d W-6" d 16-10' d I F-2' d 14'$" d 14'-3" d IT-10' d 13'-5' d 13'-1" d 12'-10' d 17-5" b 12'-1' b 2" x 10" x 0.092" x 0.389 1 20'-2" d 19'-2" d 174" d 17'-8" d 1T-0" d 16'-6" d 16'-0- d 15'-7' d 15'3' it 14'-10- d 14'-7" d 14'-3" it Double Self -Mating Beams Tribute Load Width 6'-0' T- 0" 875- 9'- 0" 10'-0" 11'-0' 12'-0' 13'-0" 14'-0" 1 15'-0" 1 16%0- 17'-0- Allowable Span I banding'b' or deflection'd' 2 2" x 8" x 0. 072" x 0.240" 18'-7' d 1 T$" d 16'-11" d 16'3' d 15'-8' ill 16-2'. d 14'-9" d 14'-5' . d 14'-0" di 13'$- di 13'-5" d 13'-2" d 2 2" x 9" x 0. 072' x 0.239' 20'-6" d 19'-5" dl 18'-7" dil IT-11" di 17'-3' di 16'-9" it 16'-3" ill 16-10" dl 16-5" d I 16-l' d 1 14'-9" d 1 14'-6" d 2 2" x 9" x 0. 082".x 0.321" 21'-i t" d 20'-10" dl 19-11" ill 19'-2' dl 18'-6" dl 17'-11" di IT-5* dl 19-11" dl 16'-6' d 16-2" ill 15'-10" dl 16-6" d 2) 2" x 10" x 0. 092" x 0.389" 26-5" dl 24'-2' dl 23'-1' di 27-7 di 21'-5' dl 20'-9' dl 20'-2" di 1T-8" dj 19'-2" fill tB'-9' di 1&4" ill 1T-11" d Mono -sloped roots include gables where the slope of the roof is less than 1' in 12". Notes: 1. It is recommended that the engineer be consulted on any carder beam that spans more than 35' 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. - Town & Country 6005 Indicator Mark Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentiflcation of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre - approved contractors once the materials are purchased. TCI 6005 SELF -MATING ALLOY INDICATOF TCI 6005 HOI J Q U) Z W Q ZO Z a< v) Z0 fp W 0 W Qfn W m U LL W O H W H O e Z ui0QN j = V Z_ U J Q Q CD u'' 0 0) n Z N J W ""'1 ccOi LL lu LLL Uj n WmLLj O a ro Cui CD J o m C' r i Uj Cl) or m i£ C O ro U i o a aI 0 0 e)• m a C7 Z Z SEAL w EET W ZZ Z W 9A-1402W m120 of O Table 2.2.1 Allowable Attributable Roof Area per Post Attached Carports or Freestanding Carports with Gabled Roofs Wind Zone = Applied Load #IS = 100 MPH 110 MPH 110 MPH 123 MPH 130 MPH 40-1 MP 140-2 MPH " 150 MPH 16.6#Ift 77.7#Ift' 21.1 0; ft' jZ2.2#I fN 4.8#IfN 8.7#/fP 30.9#IfN 33-#/f' Max- Height Max. Load # Allowable Roof Area in Square Feet for Various Loads on Post 3" x 3" x 0.040" Roll Formed - Aluminum A oy 3105 H-14 T-0" 1772 107 100 B4 80 1 71 62 57 54 8'-6" 1772 107 100 84 80 71 62 57 54 10-0 1772 107 100 84 CO- 71 62 5 54 11'f>" 1772 107 100 84 80 71 62 57 54 IT-O" 1446 87 82 69 65 58 50 47 44 4'-6" 63 70 66 55 52 47 41 38 35 16-0 955 58 54 45 43 9 33 1 29 Max. Height Max- Load # Allowable Roof Area In -Square Feet for Various Loads on Post 3" x 3" x 0.060" Roll Formed - Aluminum AIIo 3105 H-14 T-0" 6110 368 345 290 275 1 246 213 198 185 8'-0" 4976 300 281 236 224 201 173 161 151 10.0 .. 3596-.-. 17.-- 203... 170_ 62 145 125 116 109. 1 V-6" 2719 164 154 129 122 110 95 88 82 13'-0" 2128 128 120 101 96 86 74 69 64 4'-6" 1710 103 97 81 77 69 60 55 52 16'-0"4oT 19 1 67 63 1 57 49 45 43 Max. Hel ht Max I Load (#) Allowable Roof Area in Square Feet for Various Loads on Post 3" x 3" x 0.060" Fluted Hollow Extrusion Aluminum 6063 T-6 7'1" 7575 456 428 359 341 1 305 264 245 230 8'46" 5646 340 319 268 254 228 197 183 171 101-0 4079 246 230 1 193 184 1 142 13 124 11'-6- 3085 186 174 146 139 124 107 100 93 IT-O" 2414 145 136 1 114 109 97 84 78 73 1 '-6" 1940 117 110 1 92 87 78 68 63 59 16'-0* 1594 96 9 76 72 64 56 5 48 1. Design must satisfy both height and area requirements. 2. Areas may be interpolated. Table 2.2.2 Allowable Attributable Roof Area per Post Attached Carports or Freestanding Carports with Gabled Roofs Wind Zone= Applied Load (#ISF)- 100 MPH 110 MPH 120 MPH 123 MPH 130 MPH 140-1 MPH 140.2 MPH 150 MPH 16.6#/ft' 17.7#IfP 21.1#/iN 22.20/ft' 24.8#ltt' 28.7#/tt 30.9#/ft. 33#/8' Max. Hei ht Max. Load # Allowable Roof Area in S uare Feet for Various Loads on Post - 3" x 3" x 0.090" Hollow Extrusion Alumf 063 T-6 7'-0" 10680 64 431 372 346. 324 li 7244 436 409 2-97-248 343 326 292 252 234 220 10'-0- 5233 315 236 Tl1 182 169 159 11'-6" 3957 238 224 188 178 160 138 128 120 IT-O" 3097 187 175 147 139 12 108 100 94 1 -6 2489 150 1 1 18 112 10 87 75 16'-0" 2044 123 115 97 92 82 71 _ 66 62' Max. Hei ht Max. Load # Allo-wa-13 a toof Area in Square Feet for Various Loads on os oFquam T-0" 14340 864 810 680 578 500 464 435 8'1" 9725. 586 549. 46 - 392- _ 339-- -_ 315 - 295 0-0 70 423 397 333 283 45 227 213 11%6" 5313 320 300 252 214 185 172 161 13'-0" 4158 250 235 197 168 145 135 126 4i 3 2 201 189 158 135 116 108 101 6'-0" 2745 165 155 130 ill 96 89 83 Max. Height Max . Load # owe a oo rea ne or a o on os 4" x 4" x 0.125" Hollow Extrusion Aluminum Allo 6063 T-6 7"4" 26177 847 793 2 4 " 1322 1109 1 1054 944 815 757 709 1719 971 815 774 6 599 55 521 1 V-6" 12999 783 734 616 586 524 453 421 394 13'-0" 10172 613 575 482 458 1 410 1 354 329 308 14 -6 8 7 4 3 462 368 330 1 285 265 248 16'-0" 6715 405 379 318 302 271 1 234 217 203 1. Design must satisfy both height and area requirements. 2. Areas may be interpolated. Table 2.3 Schedule of Post to Beam Size and Number of Thru-Bolts Possible w/ Min. Edge Distance of 2-1/2d Beam - - -- Size - Minimum Post Size Max.9 Thru-Bolts @ Beam (0) Max.#Thru•Bolts @ Post Base (Note 5) Minimum' Knee Brace' (Note 5) Mlminum# - Knea Brace Screws"' (Note 4) Minimum Stitching Screws Spacing1/4" 5116" 3/8" -112" 1/4" 5/16" 3/8" 11Y Hollow Sections 2" x 4' 0.050" Tilt 2' x 2' Hollow or Snap 5 1 3 3 2 1 3 1 2 1 1 1 1 2' x 3' x 0.045' 1 3 8 0 24" O.C. 2- x 4- x 0.050" Hollow 2' x 3' Hollow or Snap7 5 4 3 5 3 3 3 2' x 3" x 0.045' 3 8 24" O.C. Self-Matin Beams 2" x 4' x 0.046" x 0.115" 3" x 3" x 0.060" Fluted 5 4 2 2 5 3 3. 2 2" x 3" x 0.045' 3 8 @ 24" O.C. 12t x 5" x 0.050" x 0: 135" 3' x 3- x 0.060- Fluted 7 5 3 3 5 3 3 2 2" x 3" x 0.045" 3 10 @ 24" O.C. 2" x 6' x 0.050" x 0.135' 3' x 3" x 0.060" Fluted 8 6 3 3 5 3 3 2 2' x 3"x 0.045" 3 10 @ 24" O.C. 2" x 7" x 0.057" x 0.135" 3' x 3" x 0.093' Hollow 10 7 4 4 5 3 3 2 2" x 4" z 0.050" 3 10 @ 24" O.C. 2'.x 8" x 0.072" x 0.240" 3' x 3" x 0.093" Hollow 11 9 5 5 5 3 3 2 2" x 4" x 0.050' 3 12 @ 24" O.C. 2' x 9" x 0.072" x 0.239' 3' x 3" x 0.125" Hollow 13 1010- 6 6 5 3 3 2 2" x 4" x 0.050" 3 14 24- O.C.'- 2 x9 x0 082" x 0.321' 4"x4' x 0.125' Hollow 1 3 11 6 6 7 5 4 3 2" x 4' x 0.050' 3 - 14 24' O.C. "" 2 x 10- x 0 092' x 0.389' - 4' x 4' x 0.125" Hollow 15 15 7 7 19 5 4 3 . 1. 2' x 4' x,0.050' 4.. -. 14 24' O.C. " 1. Minimum post/beam may be used as minimum knee brace ed- y, 2. " Fasten external screws or clips. See Details 3. "'For screw size see wind zone chart 4. (2) 114" Thru-Bolts may be substituted for screws. 5. All Thru-Bolts shall have minimum 5/8" diameter washers and lock nuts. Example: Number of bolts required for 120 MPH, "B' exposure, Attached (Enclosed) structure; MWFRS Design Load 21.1 PSF load width of post = 12'. post spacing = 10', w2 = 21.1 PSF Post Uplift = 12' x 10' x 21.1' = 1680# From Table 9.4A' use wall thickness of lesser member Example: use Y'wall = 0.60' Allowable Loads # Bolts Re 'd' ost base beam 1/4" = 46841 bolt 3.52 use 4 yes yes 5/16" = 610 # / bolt 2.75 use 3 yes yes 3/8' = 731 # / bolt 2.29 use 3 yes yes 1/2" = 1.004 # / bolt 1.67 use 2 yes I yes These values are good for post base 8 beam bolts Material Type Top Edge In Direction Of Applied Load 8 Center To Center Side Edge Aluminum 2-1/2 D 1 D Concrete 5 D 5 D Wood 4 D 4 D Knee Brace Min. Len th ax Le th 2" x 2' x 0.044" V-4" 2'-0" 2" x 3" x 0.045" V-6" 2'S" 2" x 4" x 0.050" 1'-6" T-0' 160q :: 3.CL 4_/A.,(10145 Table 2.4.1 Footings - Maximum Roof Area for Attached Carport and Freestanding Gabled Carport Posts Wind Zone MPH = 100 110 120 123 1 130 140-1 1 140-2 150 Attached Cover Uplift' = 16.6 #/SF 17.7 ##/SF 21.1 #ISF 22.2 #ISF 24.8 #ISF 28.7 #/SF 30.9 #/SF 33.0 #/SF Free Standing Uplift = 15.8 #/SF 15.6 #ISF 16.2 #/SF 16.3 #NSF 16.8 #ISF 18.4 #ISF 32.4 #/SF 33.1 #/SF Existing Slab on Grade with unknown reinforcement In cod re air 155 51 43 41 37 32 29 27 Isolated Footing Dimensions" Uplift Rating lbs. Maximum Attributable Roof Area in Square Feet 12" x 12' x 12" 386 23 22 18 17 .. 16 13 13 12 16" x 16" x 16" 738 44 42 35 33 -' 30 26 24 22 Is" x 18" x is" 967 58 55 46 44 39 34 31 29 20" x 20" x 24" 1,484 89 84 70 67 60 57 48 45 20" x 20" x 30" 1,855 112 105 88 84 75 65. 60 56 24" x 24" x 24" 1,891 114 107 90 85 76 66 61 57 24'x.24"x.30'. 2,364 142 134 112 106 95 82 77 72 30" x 30" x 30" 3,225 194 182 153 145- 130 112 104 98 30"x 30"x 36" 3,870 1 233 219 1 183 174 156 135 125 117 Notes: 1. Isolated Footing Is a poured concrete rectangular solid (Length x Width x Depth). 2. Slab on grade must be new or in good condition. 3. For free standing covers, multiply above roof areas by the appropriate multiplier from the table below. Pre -Cast Block Footing Wind Zone (MPH )= 100 110 120 123 130 140-1 140-2 150 Attached Cover Uplift' = 16.6 #/SF 17.7 #ISF 121.1 #/SF 122.2 }NSF 124.8 #/SF 128.7 #/SF 30.9 #NSF 33.0 NSF Free StandinME 10 #ISF 10 #ISF 11 #/SF 12 #ISF 13 #ISF 15 #/SF 15 #ISF 17 #/SF Dimensions" Rating Maximum Attributable Roof Area in Sq are Feet 1 x 80# Bag117 110 92 88 78 68 63 59 2 x 80# Bag122 114 96 91 82 71 66 61 3 x 809 Bo127 119 100 95 1 85 1 73 68 1 64 Maximum uplift on post is determined by multipying maximum attributable roof area x applied bad. Example: Post tributary roof area = TT, Applied load for 110 MPH wind zone = 17.7 # / Sq. Ft., Uplift on post = 77 x 17.7 = 1.363 # Roof Area Conversion Multipliers Conversion Multipliers for Freestanding Carports with Mono Sloped Roofs Wind Zone 100 110 1 120 1 123 1 130 140-1 1 140-2 150 Roof Area Multiplier 1.00 1.05 1 1.13 1 1.36 1 1.48 1 1.56 1 1.00 1.00 Tahln 7 d 7 I Inlip 0n i=f nr r-.I Pn fin Footing Size Uplift Ratin lbs. 1 x1 "x1' 6- ... x 'x1' 514 16 xIs' x 16 734 16" x 16' x 18' 828 18" x 18" x 18 96 xt x 20' J076 2W x 20" x 20' 1239 20' x 20 z 4" 1484 X 4 X 24 1891 24 x 4 x 30 2364 x 30" x 30- 3225 30" x 311x 36'3870 36" x 36- x 36 5033 36'x36'x42' 8 2 Example: For 140 MPH wind zone, maximum uplift for free standing carport = 15 #/Sq.FL. Allowable roofarea for 24" x 24' x 24' = 1891 Sq.FL / 15 #1Sq.FL =_ 126 . Sq.FI. The allowable roof area on 24" x 24" x 24" footing for 140 MPH wind zone B' exposure category is 126 Sq.FL The allowable roof area on 24" x 24" x 24" footing for 140 MPH wind zone C' exposure categoryis 126 Sq.FL / 1.21 = 104 Sq.FL Table 4.2 Schedule of Allowable Loads / Maximum Roof Area for Anchors into wood for ENCLOSED.buildings.. Allowable Load / Maximum load area (Sq. FL) @ 120 M.P.H. wind load Diameter Anchor x Embedment Number of Anchors 1 2 3 4 1/4"x 1" 264#/l1-SF 528#/22-SF 792#/33-SF 1056#/44SF 1/4" x 1. 1/2' 396# 117-SF 792#/33-SF 1188#/50-SF 1584#/66-SF 114"x2-1/2" 660#/28-SF 1320#155-SF 1980#/83SF 26409/110SF 5116" x 1" 312#/ 13-SF 624#/26SF 936#/39-SF 1248#/52SF 5116" x 1-1/ 2" 468#/20SF 936#139SF 1404#/59-SF 1872#f78SF 5116" x 2-1/ 2" 780#/33-SF 1560#/65SF 234OW98-SF 312ON130-SF 3/8" x 1" 356#/15SF 712#/30SF 1068#/45SF 1424#/59-SF 318" x 1-112" 534#l22-SF 1068#/45-SF 1602/N67-SF 2136#/89-SF 318"x2-112" 890#/ 37-SF 1780#774-SF 2670#1111-SF 3560#1148-SF 1. Anchor must embed a minimum of 2" into the primary host WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION Applied Load CONVERSION FACTOR 100 26. 6 1. 01 110 26.8 1. 01 120 27.4 1. 00 123 28.9 0. 97 130 32.2 0. 92 140-1 37.3 0.86 140-2 37.3 0.86 150 1 42.8 1 0.80 Allowable Load Coverslon Factors for Edge Distances Less Than 9d Edge Distance Allowable Load Multipliers Tension Shear 12d 1. 10 1. 27 lid 1.07 1. 18 10d 1.03 1. 09 9d 1.00 1. 00 8d 0.98 0. 90 7d 0.95 0. 81 65 0.91 0. 72 Sri 1 0.88 0.63 Note: 1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between anchors shall not be less than 9d where d is the anchor diameter. 2. Concrete screws are limited to 2' embedment by manufacturers. 3. Values listed are allowed loads with a safety factor of 4 applied. - - 4. Products equal to cowl may be substituted. 5. Anchors receiving loads perpendicular to the diameter are in tension. Anchors receiving loads parallel to the diameter are shear loads. Example: Determine the number of concrete anchors required by dividing the uplift bad by the anchor allowed bad. For a 2" x 6" beam with: spacing = T-0" O.C.; allowed span = 25'-9" (Table 1.1) UPLIFT LOAD = 1/2( BEAM SPAN) x BEAM 8 UPRIGHT SPACING NUMBER OF ANCHORS = (1/ 2(25.75) x T x 7# / Sq. FL) / ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 630. 875# / 300# = 2.102 Therefore, use 2 anchors, one (1) on each side of upright. Table Is based on Rawl Products' allowable loads for 2,500 p.s.l. concrete. di m yV ZLL 3 O axa LZhZO 6 J w 0 3 zQ mrn yOQm O OK O ofu- uo 30gJ O W ZW o C O N ZZ U U) W n I W a) Z0Q w W C) W J a 2 a ZfnZWI- o HW J 0 w W LZ LL 0F Z QE tA< U) o IL 'm Z Q o_ 0 O J Q tL CDQ A N It U1 CD Q? r- Ql or, J LU 1 u I'- d u 12m `. w O D j amC Uxoir O oxoa L11 to o r v J to i£ fJ i O m C () d c N oLnm 1 F EETQw N 9Bw 08- 12- 2010OF 12 Table 2.5 Maximum Allowable Spans / Heights for Aluminum Pans Utility Shed Roof or Walls Alnmini,m Allnv 11n5 RAA nr W-7S 1-1/4" x 12" x 0.026" Rizer Panel 1-114" x 12" x 0.032" Rizer Panel Wind Zone 182 spanfload' 3 span/load- 4 spanfload' Cantilever spanfload' Wind Zone 1&2 spaMoad' 3 spanfload' 4 pan/load' Cantilever spanfload' 100 4'-6' 30.0 F-7- 30.0 5'-8" 30.0 2'-2" 30.0 100 5-2" 130.0 6'4" 30.0 6'-6- 30.0 2'-2- 30.0 110 4'-3' 36.0 F-W 36.0 7-0' 36.0 110 4'-3' 36.0 5'-11' 36.0 6'-l" 36.0 2'-0' 36.0 120 4'-0' 43.0 4'-11" 43.0 V-11' 43.0 120 4'-0' 412. 5'-7" 430 5'9' 43.0 V-1V 43.0 123 T-11- 45.4 4'-10" 45.4 V-10- 45.4 123 3'-161 45.4 5'-6' 45.4 5'-8' 45A V-10' 45.4 130 X-10" 51.0 4'A' 43011. 51.0 1'-9" 51.0 130 3'-10' 51.0 5'-0- 51.0 5'-5' 51.0 1'-9" 51.0 140-1 3'-7' S9.0 4'-6' 59.0 1'-8- 59.0 140-1 3'-T S9.0 5'-1' S9.0 5'-2' 59.0 V-8- 59.0 140-2 3'-T 59.0 4'-6' 59.0 1'-8- 59.0 140-2 59.0 5'-1" 59.0 5'-2' 59.0 V-8- 150 3'-5' 68.0 4'-3' 68.0 1'-7" 68.0 150 3'-5' 68.0 4'-10' 68.0 4'-i t' 68 0 1-1/2" x 12" x 0.026" Rizer Panel 1.1/2" x 12" x 0.032" Rizer Panel Wind Zone 1&2 spanfload' 3 spanfload' 4 spanfload• Cantilever spanfload' Wind Zone 1&2 span/load' 3IspaMoad' 4 spaMoad' Cantilever span/load' 100 5'-5- 30.0 6'-11- 30.0 T-0- 30.0 2'-6" 30. 0M 4' 30.0 T-10" 30.0 T-11' 30.0 2'-6- 30.0 110 5'-1' 36.0 6'-0" 36.0 6'-8" 36.0 2'-5" 36.01' 36.0 7'-4" 36.0 7'-6' 36.0 2'-5" 36.0 120 4'-9' - 43.0 6%1" 43.0 V-3- 43.0 2'-3- 43.09" 43.0 6'-11' 43.0 7'-0" 43.0 2'-3" 43.0 123 4'-8' 45.4 6'-0' 45.4 6'-l' 45.4 2'-2' 45.4" 45.4 6 1-10' 45:4 6'-11' 45.4 2'-2' 45.4 130 4':9 51.0 F' 7' 51.0 V-11- 51.0 2--1- 51.0-6- 51.0 6'-7" 51.0 6'-V 51.0 T-1" 51.0 140-1 4'-4' 59.0 5'-4" 59.0 S-7' 59.0 2'-0' 59.0-4" 59.0 6'-3" 9.0 6'-4" 59.0 T-0- 59.0 140-2 4'-4- 59.0 5'-0' 59.0 5'-S" 59.0 T-0" 59.0-4' 69.0 6'-3' 59.0 6'4' S9.0 2Z 59.0 150 4'-3' 68.0 5'-3' 68.0 5'-5' 68.0 2'-0" 68.0-3" 68.0 5'-11' 68.0 6'-1' 68.0 F 68.0 1-3/4" x 12" x 0.026" Cleated Panel 1.314" x 12" x 0.032" Cleated Panel Wind Zone 1&2 span/load' 3 spaNload' 4 span/load' Cantilever spaNload' Wind Zone 1&2 spanfload' 3 span/load' 4 spaMoad' CantileverIspanfload' too T-3- 30.0 8'-11" 30.0 9'-1' 30.0 3'-5' 30.0 100 8'-3- 30.0 10'-4' 27.0 T-5- 30.0 110 6'-10' 36.0 8'-Y 36.0 8'-7- 36.0 3'-3' 36.0 110 6'-10" 7' 31.0 V-9' 36.0 X-3- 36.0 120 6'-5' 43.0 7'-11' 43.0 8'-1" 4T20 3'-0' 43.0 120 V-5' - 1' 43.0 9'-2' 43.0 3'-0' 43.0 123 6'-0" 45.4 7'-9' 45.4 TAV 45.4 2'-11' 45.4 123 6'4' 10' 45.4 9'-0' 45.4 7-11' 45.4 130 5'-10' 51.0 7-3' 51.0 7'4" 51.11 2'-9' S1.0 130 5'-10" 3" 168.- 51.0 8'-5" 51.0 2'-9' 51.0 140A T 9' 59.0 T-2' 59.0 7'-3' S9.0 2'-T 59.0 144 5'-9' l" 59.0 8'-3" 59.0 2'-7" 59.0 1d0-2 5'-9" 59.0 T-2' 59.0 T-3' 39.0 2'-9' 59.0 140-2 5'-9" 1' 59.0 8'-3" 59.0 2'-9' 59.0 150- 2- 150 5'-6' 68.0 6'-10' 68.0 6'-11' 68.0 2'-1- 68.0 150 5%6' 9" 68.0 T-11' 68.0 2'-T 8B.0 3" x 12" x 0.026" Panel 3" x12" x 0.032" Panel Wind Zone 1& 2 spanfload' 3 spanfload• 4 spanfload' Cantilever span/ load' Wind Zone 1& 2 span/ load' 3 spaNload' 4 Ispanfload' Cantilever spanfload' 100 10'-2' 30.0 12'-7' 27.0 IT-10" 27.0 4'-0" 30.0 100 11'-7' 27.0 15'-1" 123.01 15'4" 23.0 4'-0' 30.0 110 T-I 36.0 1V11" 32.0 17-2- 32.0 4'5' 36b 110 9'-7" 32.0 13'-6' 32.0 1 13'-9" 32.0 4'-0' 36.0 120 9'- 0' 43.0 1V-2' 39.0 ll'-4' 39.0 4'-0' 43.0 120 9'-0' 43.0 12'-8" 39.0 1 17-11 39.0 4'-0" 43.0 123 8'- 7" 45.4 10'-7' 40.8 10'-10' 40.8 4'-0' 45.4 123 8'-7" 45.4 12'-0' 40.8 12'-3' 40.8 4'-0' 45.4 9.030 8'-7' 51.0 10W" 45.0 10'-10" 45.0 T-11" 51.0 130 8'-T 51.0glo;lV45. 0 17-3' 45.0 4'-0" 51.0 440-1 8'-2' 59.0 10'-1' 59.0 10'-3' 53.0 3'-10' 59.0 140.1 8'-2" 59.01'-8' 53.0 4'-0" 59.0 440-2 B'-2" 59.0 10%1' 59.0 10'-3' 53.0 T' 10' 59.0 140-2 8'-2" 59.0S3.0 11'-8" 53.0 4'-0"59.0 T50 T- 10' 68.0 9'-8` 68.0 9'•10- 68.0 T-8' 68.0 150 T10' 68.0 60.0 11'•2" 60.0 4'-0' 68.0 cKD0m Kool t'anel span = -W- as shown on dravnngs. Note: 1- :' install T x Y x 0.036" Extrusion at Midspan increase span by 25% maximum shed area. 2:may be interpolated. Table 2. 6.1 Town & Country Industries, Inc. 6005 T- 5 Allowable Stud Heights Utility Sheds Framed With Hollow Aluminum Extrusions 6005 T- 5 Aluminum Alloy 141GA71 3" x x 4" x 1. The above listed allowable heights are measured from the bottom of top plate to top of bottom plate. 2. Spans may be interpolated. 3- Structural grade thermalply shall be fastened to aluminum sheds with #8 X 1"wafer headed screws using the fastener patterns described with the details of this section. 4. For fastening to aluminum use trufast HD X ("C + 314') @ 8" O.C. for up to 130 MPH wind speed, "D" Exposure: 6' O.C- for above 130 MPH wind speed up to 150 MPH, Exposure -D". Table 2. 7A Maximum Stud Wall Height for Various Wind Loads, Stud Spacing, and Species of Lumber For Walls w/ Vinyl Siding, Aluminum or Other Flexible Finishes RneiHnntt l r",.....,,.•w.".. n.a:... c _.r.. Wind Velocity 100 MPH, Applied Load = 15 #/SF Wind Velocity 110 MPH, Applied Load = 18 #ISF Stud- Stud Size & Lumber Grade Stud Size & Lumber Grade Spacing 2x4 3 SPF 2x6 3 SPF 2x8 3 SPF 2x4 3 pin. 2x6 3 pine 2x8 3 pine 2x4 3 SPF 2x6 3 SPF 2x8 3 SPF 2x4 3 pine 2x6 3 pine 2x8 3 pine 12" 10'- 9' bi 15'-8" bl 19' 10" bl 12'-5' bI 18'-3' bi 23'-3' b 9'-9' b 14'4' b 18'-1' b 1V-4- b 16--8- bj 21'-3- b 16" 9'- 0' bi 13'4' b 17'-2' b 10'-9' b 15'-10" b 20'-2' b 8'-6- b 17-5' b 15'-8- b 9'-10' b 14'-6" b 18'-5- b 24" 7% b 11'-1' b 14'-0' b 8'-9' b 12--11' b 16'-5' b 6%11' b 10'-1" b 17-10" bi T-11- b 11'-10- bj 15'-0" b Wind Velocity 120 MPH, Applied Load = 22 #ISF Wind Velocity 130 MPH, Applied Load = 25 #ISF Stud Stud Size &" Lumber Grade ' - "' Stud Size & Lumber Grade - - Spacing 2x4 3 SPF 2x6 3 SPF 2x8 3 SPF 2x4 3 pine 2x6. 3 pine 2xa 3 pine 2x4 3 SPF 2x6 3 SPF 2x8 3 SPF 2x4 3 pine 2x6 3 pine 2x8 93 pine 12" V- 10- b 17-11' 0b10'-03' 82'b 8'-0" b17-2" b b 18-0b 7' b 17- bb15-1" 8 7'-2' b10'6' 12; 3* 7' b16" 513- 24" bV-7' bT-3' b10'-8' b 8'-7" b 10'-10' b 6'-9' b 10'-0' b 12'-9" b6 Wind Velocity 140- 1&2 MPH, Applied Load = 29 #ISF Wind Velocity 150 MPH, Applied Load = 34 #ISF Stud Stud Size &. Lumber Grade Stud Size & Lumber Grade Spacing 2x4 3 SPF 2x6 3 SPF 2x8 3 SPF 2xd 3 pine 2x6 3 pine 2x8 3 pine 214 3 SPF 2x6 3 SPF 2x8 3 SPF 2x4 3 pine 2x6 3 pine 2x8 3 pine 12" T-9- bi 11--3- bi 14'-3" bl 8'-11' bi IT-2' bl 16'-9" bl T-l' b 10'-5' b 13'-2' bi 8'-3' b 12'-2' b 15'-5' b 16" 6-8" bi 9'-9" bi 174" bj 7'-9" bi 11'-5" bj 14'-6' b b 9'-0" b ll'-5' bi 7'-2' b 10'-6' b] 13'-5" b 24" b T- 11" b 10'-1- b bi 9'4" b 17'-10' h b T-4- b 97" b b 877- b lU-11- b 1. Applied load values based on ASCE 7-02 Table 6-2. 1 = 1.0 2. Wood design values are based on #3 S.P.F. (South) and Southern Pine construction grade wood from NDS American Forest & Paper Association, current edition. 3. For'C' wind. exposure category, multiply allowable stud heights by 0.85. 4. For utility sheds multiply heights by 1.14. For utility sheds in exposure'C category wind zones, multiply allowable height by 0.97. 5.. Stud heights are limited by code and 2 x 4 greater than 10'-0' (stud length) are not shown. 2 x 6 greater than 18'-0" (stud length) are not shown. Maximum stud heights less than 6-6" are not listed. 6. Stud heights are limited by code and 2 x 4 greater than 19-0' (stud length) are not shown. 2 x 6 greater than 18'-0" (stud length) are not shown. Maximum stud heights less than 6-6" are not listed. 7. 7116" O. S.B. or 1/2" plywood sheathing shall be attached to wood studs with #8d common at 6' O.C. edges & 12. O.C. field for up to a 130 MPH wind speed. '0" Exposure; 4' O.C. edges and 8' O.C. feild for wind spends above 130 MPH up to 150 MPH, "D" exposure. #6 drywall or deck screws may be substituted for #8d common nails at the same spacing. 8. Use TruFast SO x ('t' + 1-1/2") at 8" O.C. for up to a 130 MPH wind speeds, 'D' exposure; 6" O.C. for wind speeds above 130 MPH and up to 150 MPH, "D' Exposure. Table 2.7B Maximum Stud Wall Height for Various Wind Loads, Stud Spacing, and Species of Lumber For Wails w/ Vinyl Siding, Aluminum or Other Flexible Finishes Wind Velocity 100 MPH, Applied Load = 15 #ISF Wind Velocity 110 MPH, Applied Load - 18 #ISF Stud Stud Size & Lumber Grade Stud Size & Lumber Grade Spacing x4 SPF 2x6 2 SPF 2x8 2 SPF' 2x4 2 pine 2x6 2 pine 2x8 2 pine 2x4 2 SPF 2x6 2 SPF 2x8 2 SPF 2x4 2 pine 2x6 2 pine 2x8 2 pine 12" j12'-l" d 18'-11' d 24'-7- b 13'-1' d 20'-6" d 2T-0" d 11'-0" d 1T-9'..b 22'-5" b 12'-3' d 19'-3' b 24'-9' b 16" 11" d 16'-10' b 21'-4' b 11'-10" d 1B'-3" b 23'-6" b 10'-0" d 15'-0' b 19'-6' b 11'-2- d 16'-8" b 21'-6-24" 5' b 13'-9" b 1T-5' hi 10'-3" hl 14'-11' b 19'-2" b 81-7" b 1Z-6- b 1 15'-10- b 9' I- bi 13'-7- bi 1T-6- b Wind Velocity 120 MPH, Applied Load .= 22 #ISF Wind Velocity 130 MPH, Applied Load = 25 #ISF Stud - Stud Size & Lumber Grade Stud Size & Lumber Grade Spacing 2x4 02 SPF 2x6 2 SPF 2x8 2 SPF 2x41 2 pine 2x6 2 pine 2x8 2 pine 2x4 2 SPF 2x6 2 SPF 2x8 2 SPF 2x4 2 pine 2x6 2 pine 2x8 2 pine 12" 10'-7' dl W-0" b 20'-4' b 11'-6' di 1T-5" b 22'-5' b 10'-2- d 15'-0' b 19'-1" b 11'-0" d 16'-4" b 21'-0" b 16" 9'-6" b 13'-11' b 1T-7" b 10'-5' b 15'-1` b 19'-5" b 8'-11' b 13'-0' b 16*-6"b 9'-9" b 14'-2' b 18'-3" b 24" b IV- 4- bi 14'-4- bl F-6- b 174' b 15'-10' b b 10'-8' b 13'-6" b T-11- b 11--6- b 14'-10- b Wind Velocity -140 MPH, Applied Load = 29-#/SF Wind-Velocity,150MPH,-Applied Load = 34 #/SF Stud Stud Size & Lumber Grade Stud Size & Lumber Grade Spacing 2" 2 SPF 2x6 2 SPF 2x8 it2 SPF 2x4 2 pine 2x6 . 2 pine 2x8 2 pine 2x4 2 SPF 2 x 6 2 SPF 2x8 2 SPF 2x4 2 pine 2x6 112 pine 2x6 2 pine 1Y 9'-1- b 13'-11' b 1T-8' b 10'-5' b 15-2"- b 19'-6' b 8'-10" b 12'-11' b 16'-4' b 9'-8" b 13'-11' 16" 8'-3' b 17-1' b 15'' b 9'-1" b 13'-2' bi 16-11" b 2" bi 15'-7" b 24" bl 9' 40" bj 12'-6- b bi 10'-9- bi 13'-10- b bi T-1" b 11'-7" b bi 9'-11" bl 17-9' In 1 Applied load values based on ASCE 7-05 Table 6-2. 1 = 1.0 2. Wood design values are based on #2 S.P.F. (South) and Southern Pine construction grade wood from NDS American Forest & Paper Association, current edition. - 3. For 'C' wind exposure category, multiply allowable stud heights by 0.85. 4. For utility sheds multiply heights by 1.14. For utility sheds in exposure'C' category wind zones, multiply allowable height by 0.97. 5. Stud heights are limited by code and 2 x 4 greater than 10'-0" (stud length) are not shown. 2 x 6 greater than 18'-0" (stud length) are not shown. Maximum stud heights less than 6-6" are not listed. 6. Stud heights are limited by code and 2 x 4 greater than 10'-0" (stud length) are not shown. 2 x 6 greater than 18'-0' (stud length) are not shown. Maximum stud heights less than V-6' are not listed. 7. 7/16" O.S.B. or 1/2" plywood sheathing shall be attached to wood studs with #8d common at 6" O.C. edges & 12' O.C. field for up to a 130 MPH wind speed, " 0' Exposure; 4' O.C. edges and 8' O.C. feild for wind speeds above 130 MPH up to 150 MPH, "D' exposure. #6-drywall or - deck screws may be substituted for #8d common nails at the same spacing. 8. Use TruFast SO x ("t"+ 1-1/2) at 8' O.C. for up to a 130 MPH wind speeds, "D" exposure; 6" O.C. for wind speeds above 130 MPH and up to 150 MPH, 'D* Exposure. Town & Country 6005 Indicator Mark Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF - MATING ALLOY INDICATOR TCI 6005 HOLLOW CATOR ZX oLL o. m2 J Q Z ' U) Q Ll. l LU J 20 Q Z U F- 0 (D U) Q USZpZ) a 0 U) Z U) Zo W1->-Q J UJJLU E LU Z UT < F-06Z LU U) M U Z Q J J Q Q L LO CO 1K fD n c- rn o x2 r LZqt 2 WOLL it Lum4tJ LLI Z 5 m o O a w u- m 0. 3 jxL r- 0 0 C U r a) Z) o n U O do Ce & ONcoLU , a X ! a o J Do U > # w Cc t0 o O L d m m F OZ 0Nrn SEAL w w SHEET Z z Z 9C wz Z w m12 08-12- 2010OFQ ROOF PANELS GENERAL NOTES AND SPECIFICATONS 1. Certain of the following structures are designed to be married to Site Built block, wood frame or DCA approved modular structures of adquate structural capacity. The contractor / home owner shall verify that the host "structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verity host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live load shall be 30 PSF. 5. The shapes and capacities of pans and composite panels are from "Industry Standard shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard" Tables for allowable spans 6. When convertinga screen room to a lass room or a carporteg to a garage, the roof must be checked and reinforced for the enclosed building requirements. 7. Composite panels can be loaded as walk on or uniform loads and have, when tested, performed well in either test. The composite panel tables are based on bending properties determined at a deflection limit of U180. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16" O.C. each we 10. Spans may be interpolated between values but not extrapolated outside values. 11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for sections 2 3A & B, 4 & 5 Use section 2 inspection guide for solid roof in Section 1: " 12. All fascia utter end caps h ll have water reliefports. gpssa . po s. 13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon sealent. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solventbased cleaner prior to applying caulking. 14. All aluminum extrusions shall meet the strength'requirements ofASTM B221 after powder coating 15. Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete /mason products or pressure treated wood shall be coated w/ protective paint or rYP P. P bituminous materials that are placed between the materials listed above. The protective materials shall be as listed in, section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 16. Fasteners or aluminum parts. shallbe corrosive resistance materials such as non magnetic stainless steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall not be used. ROOF PANELS DESIGN STATEMENT The roof systems are main force resisting systems and components and cladding in conformance with The 2007 Florida Building Code with 2009 Supplements. Such systems must be designed using loads for components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 30; roof slope 0 to 20% 1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00 for open structures, 0.18 for enclosed structures, and 0.55 for partially enclosed structures. All pressures shown are in PSF 1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped factor of 0. 75. 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind loads are from ASCE 7-05 Section 6.5, Analytical Procedure for glass and modular rooms. 5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for roll formed roof panels by 0.93 and composite panels by 0.89. Design Loads for Roof Panels (PSF) Open Structures Mono Sloped 1 = 0.87 for 90 to 100 MPH 1= 0.77 for 100 to 150 MPH KCpi = 0.00 Zone 2 loads reduced by 25%. Screen Rooms Attached Covers 1 = 0.87 for 90 to too MPH 1= 0.77 for 100 to 150 MPH KCpi = 0.00 Zone 2 Glass & Modular Enclosed Rooms Roof Overs - 1= 1.00 KCpi = 0.18 Zone 2 Overhang I Cantilever All Rooms - - 1= 1.00 KCpi = 0.18 Zone 3 Basic Wind Pressure Effective 50 20 Area 10 Basic Wind Pressure Effective 50 Area 20 10 Basic Wind Pressure Effective Area 50 - 20 10 Basic Wind Pressure Effective Area 50 20 - 10 100 MPH 13 13 16 25 13 20 23 26 13 23 27 30 13 27 38 45 110 MPH 14 14 17 20 14 21 25 28 14 27 32 36 14 33 46 55 120 MPH 17 17 20 23 17 25 30 33 17 32 39 43 17 39 . 54 65 123 MPH 18 17 21 24 18 26' 32 35 18 34 41 45 18 41 57 - 69 130 MPH 20 20 23 27 20 29 35 39 20 - 38 45 51 20 46 64 77 140-1 MPH 23 23 27 31 23 34 40 46 23 44 53 59 23 53 74 89 140-2 MPH 23' 23 27 31 23' 34 40 46 23' 44 53 59 23' 54 74 89 150 MPH 26' 26 32 36 26' 39 46 52 26' 51 - 60 68 26' ' `"61 85- 102 Minimum live load of 30 PSF controls in high wind velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on this page. Anchors for composite panel roof systems were computed on a load width of 10' and 16 projection with a 2' overhang. Any greater load width shall be site specific. Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B to 'C" & "D" F "P" to ^ r"• [. " .. Mean. Roof. Height* Load.- Conversion Factor Span Multiplier- Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0-1T 1. 21 0.91" 0.94 1A7 0.83 0.88 - 15'-20' 1. 29 0.88 0.92 1.54 81 87 20' - 25' 1. 34 0.86 0.91 1.60 039. 0.86 25' - 30' 1A0 0.85 - 0.89 1.66 0,78 0-85 Use larger mean roof height of host structure or enclosure. Values are from ASCE 7-05 - INDUSTRY STANDARD ROOF PANELS w tr 12. 00' - K 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = V- 0" 0 3" RISER INTERLOCKING SCALE: 2" = V- 0" PAN ROOF ANCHORING DETAILS PRIMARY CONNECTION: 3) #- SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER 10 x 1- 112" S.M.S. (2) PER RAFTER OR TRUSS TAIL 10 x 3/ 4" S.M.S. @ 12" Q.C. EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL SCALE: 2" = V- 0" FOR MASONRY USE 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE # 10 x 1-112" S.M.S. OR WOOD SCREWS @ 12" O.C. SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL x 112" S. M.S. (3) PER PAN BOTTOM). AND (1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS 1- 1/2" x 1/8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) EXISTING HOST STRUCTURE: j ROOF PANEL WOOD FRAME, MASONRY OR #_' x 1/2" S.M.S. (3) PER PAN 1 RISER OTHER N ) AND () @ O ER CONSTRUCTION (BOTTOM) TOP) CAULK ALL EXPOSED SCREW HEADS ROOF PANEL W LL DETAILSCALE: 2" = 1' 0" ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #_' x 1/2" LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 112" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #_' x 1/ 2" SCREW EACH. THE PANS MAY ANCHORED THROUGH BOXED PAN WITH (3) EACH x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #_' x 9/16" TEK SCREWS ARE ALLOWED AS ASUBSTITUTE FOR #_' x l/2" S.M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 100-123 130 1 140 150 8 1 #10 1 #12 #12 EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: 10 x 3/ 4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 6" x T x 6" 0.024" MIN. BREAK FORMED FLASHING PAN ROOF. PANEL POST AND BEAM ( PER TABLES) I MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION 12.00" PAN ROOF PANELS CLEATED ROOF PANEL SCALE: 2" = r-0" SELECT PANEL DEPTH FROM TABLES SCALE: 2" = 1'- 0" ( ALUMINUM SKIN E.P.S. CORE INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. w DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. z a SIDE CONNECTIONS VARY a o DO NOT AFFECT SPANS) C. FASTEN HEADER TO FASCIA BOARD WITH #10x 1" SCREWS.@ 5" O.C. STAGGERED TOP AND BOTTOM ( SEE DETAIL ABOVE) 48.00" D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM COMPOSITE ROOF PANEL [ INDUSTRY STANDARDI SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. SCALE: 2" = V- 0" mw o z< C am y C) M z vi,l g w c m o Q z m itM y o0 0 O0 a O itLLza30 Sg. J ( Zr) _ o LU W W fu Wa Z W Q U fnZ N Lu Z U LU O U)z Lu CJ)IZ C) Z m n W U) Z 0LUWod Z W W ui W W < c) M U) ar 3:W COz W o WJ_J Z N" o j 0 O U_W . LLLL. W. Q W O O u/ fna<0 o i t4 J a F- W Z Z Q WmoZ W Q LULLLL cr Q O Q Q c x H of U) oNf1Y Urn 2 N e) J w Z L_ W LL W ? rn # E x 0 a: W E tL 6 W O a w o 0 C 0 C U c6' n i i N W W lid O L m J m O U O dE U U a c Z o n W W Fm- zZ Lu o, LL '. Aj: 7g0 SEAL SHEET V W 0 u 08- 12- 2010 OF 1 0 1 QA 2 u 12 c EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. OR WOOD WOOD SCREW (2) PER I RAFTER OR TRUSS TAIL 10 X.3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. 8 x 1/2" S.M.S. SPACED @ 8' O.C. BOTH SCREW CAULK ALL EXPOSED REWEW HEADS EXISTING TRUSS OR RAFTER ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 2" = 1' _. -0` #14 x 1/2" WAFER HEADED WOOD FRAME, MASONRY OR S.M.S. SPACED @ 12" O.C. OTHER CONSTRUCTION FOR MASONRY USE: 2) 1/4" x 1-1/4" MASONRY ...... .. ANCHOR OR EQUAL @ 12" O.C. . FOR WOOD USE: 14 x 1-1/2" S.M.S. OR WOOD SCREWS @ IT O.C. : {.i.I; .,::'.:: FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 2" = T-0" WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15 % OF SCREWS CAN BE OUTSIDE THE -TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-114" WASHERS OR SHALL BE WASHER HEADED SCREWS, HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR'PAN'S DEPTH "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 1100-1231 130 1 140 1 150 8 1 #10 1 #12 1 #12 REMOVE RAFTER TAIL TO j HERE REMOVE ROOF TO HERE 8 x 1/2" S.M.S. SPACED j @ PAN RIB MIN. (3) PER PAN EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE 10 x 1-1/2" S.M.S. OR WOOD LL _ — SCREW (2) PER RAFTER OR - O i a TRUSS TAIL a o 1-1/2' x 1/8' x 11-1/2" PLATE OF HOST STRUCTURE 6063 T-5, 3003 H-14 OR 5052 H-32 HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL SCALE: 2" = 1'-0" REMOVE RAFTER TAIL TO j HERE REMOVE ROOF TO HERE I i 8 x 1/2" S.M.S. SPACED j @ 8" O.C. BOTH SIDES EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE 10 x 1-1/2" S.M.S. OR WOOD sir:.`.::' ..... SCREW (2) PER RAFTER OR TRUSS TAIL .'.' 4.r'.:(':: HOST STRUCTURE - ` COMPOSITE ROOF PAN HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL 3 L SCALE: 2" = V-0" fI 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: - 10 x 314" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA. II I I 1S--1/4E FENDERWASHER / FOR FASTENING TO ALUMINUM USE TRUFAST POST AND BEAM (PERHDx ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH TABLES) WIND SPEED "D" EXPOSURE; 6 O.C. ABOVE, 130 MPH AND UP TO A 150 MPH WIND SPEED D" EXPOSURE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" V-0" INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) N/ Z BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 8 x 3/4" SCREWS @ 16" O.C. 8 x 1/2" SCREWS @EACH RIB ROOF PANEL LU ao 8 x 1/2" ALL PURPOSE SCREW @ 12" O.C. BREAKFORM FLASHING 6" 10 3" COMPOSITE ROOF PANELSEESPANTABLE) STRIP SEALANT BETWEEN FASCIA AND HEADER 1/2' SHEET ROCK FASTEN TO PANEL W/ 1" FINE THREAD SHEET ROCK SCREWS @ 16"= ND RATION BETWEEN O.C. EACH WAY PANEL IS FASTENING SCREW SHOULD14' THE FLASHING BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED THE EDGE OF FLASHING ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS SCALE: 2" = 1'-0" NOTES:, 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 2. STANDARD COIL FOR FLASHING 1S 16" .019 MIL. COIL. 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE INSTALLED. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS DROP. 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" 03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT, KEEPS THE FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2' SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. 1-1/2" x 1/8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 8 x 1/2" S.M.S. @ 8" O.C. HEADER (SEENOTEBELOW) EXISTING - HOST STRUCTURE' FOR MASONRY USE WOOD FRAME, MASONRY OR 1/4" x 1-1/4" MASONRY OTHER CONSTRUCTION ANCHOR OR EQUAL @ 24" O.C.FOR WOOD USE 10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 2" = V-0" ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT S. M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME v THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" n MIN. ANCHOR TO . FASCIA AND RISER OF PAN AS SHOWN` 1" FASCIA (MIN.) 10 x 1-1/2" S.M.S. @ 16" O.C. 0. 040" ANGLE W/ #8 x 112" S. M.S. @ 4" O.C. r COMPOSITE ROOF PANEL HEADER ( SEE NOTE BELOW) 8 x (d+1/2") S.M.S. @ 8" O.C. FOR MASONRY USE 1/ 4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C.FOR WOOD USE.— 10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" = T-0" COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH 8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. mm mrn o za LL C a ti iO w c z Q m m 0 o0 moo. LL mw E it 3 8g J O n o Z o Ww N O J Z Z, C) H in U) LU w z WmU) z 0 2 w W 0 W 0 _j 0 w coQEL U)(~j :3 of W F- }}. W so d' nl—Z g g W Z = 3O cr0 o J d N F- Z Z z tnQQ.< of w LL 0 co Z U O a O J Q LL w Q o o Fo NO S HNtf- GO < o a C Z N Z Or z LL W LL w W Z m m o O w d O LL 6 w ELKo v m C LLLL z o C U cop n NJones U cc o ri N L Oc, m m vs o W I— J m U ) Oitm xw C d o co w fiAj_ m F z z O o w o 4n SEAL C) SHEET Lu cr ul101 Q K08- 12- 20i0 OF d 7 O10z w w z 0 z w zz z wm1? o CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF SPAN PER TABLES) 8 x 1/2" WASHER HEADED CORROSIVE RESISTANT SCREWS @ 8" O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER COMPOSITE ROOF: 8 x "t" +1/2" LAG SCREWS W/ 1-11470 FENDER WASHERS @ 8" O:C. THRU PANEL INTO 2 x 2 2" X 2" x 0.044" HOLLOW EXT 5/16"0 x 4" LONG (MIN.) LAG SCREW FOR 1-112" EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANELTO TRUSS TAIL ALUMINUM USE TRUFAST HD x ("P + 3/4") AT 8" O.C.FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE: WEDGE ROOF CONNECTION DETAIL SCALE: 2" = 1'-0" COMPOSITE PANEL BEAM (SEE TABLES) 1" x 2" OR 1" x 3" FASTENED // REMOVE EXISTING SHINGLES TO PANEL W/ (2) 1/4" x 3" LAG / UNDER NEW ROOF SCREWS W/ WASHERS v/ FOR 140 & 150 MPH USE 12 2) 3/8" x 3" LAG SCREWS V}l/ WASHERS 6 EXISTING TRUSSES OR w I A RAFTERS II I A B II II B II11111 HOST STRUCTURE II FASCIA OF HOST STRUCTURE zO IIw2" x - RIDGE OR ROOF BEAM inI (SEE TABLES) I) II0EL SCREEN OR GLASS ROOM WALL (SEE TABLES) PROVIDE SUPPORTS AS REQUIRED W / VARIES ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB SCREEN OR SOLID WALL ROOM VALLEY CONNECTION PLAN VIEW SCALE: 1/8" = V-0" 30# FELT UNDERLAYMENT W/ 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT 0.024" FLASHING UNDER AGAINST EXISTING ROOF EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8 MIN. 1-112" PENETRATION 2 x 4 RIDGE RAKE RUNNER Q TRIM TO FIT ROOF MIN. 1" @ INSIDE FACE FASTEN W/ (2) #8 x 3" DECK EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS RIDGE BEAM. 2" x 6" FOLLOWS ROOF SLOPE A - A - SECTION VIEW SCALE: 1/2" = 1'-0" B - B -ELEVATION VIEW SCALE: 1/2" = V-0" ATTACH TO ROOF W/ RECEIVING CHANNEL AND 8) #10 x 1" DECK SCREWS AND (8) #10 x 3/4" S.M.S. RIDGE BEAM 2" x 6" EXISTING 112" OR 7116" POST SIZE PER TABLES SHEATHING SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4" = T-0" I B - B - PLAN VIEW SCALE: 1/2" = V-0" POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U-CLIP W/ (4) 1/4" x 1-1/2" LAG SCREWS AND (2) 1/4" x 4" THROUGH BOLTS TYPICAL) TRUSSES OR RAFTERS 2) 1/4" x 4" LAG SCREWS AND WASHERS EACH SIDE POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U-CLIP W/ (4) 1/4" x 1-1/2" LAG SCREWS AND (2) 114" x 4" THROUGH BOLTS TYPICAL) RISER PANEL ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0" OR LESS PAN TO WOOD FRAME DETAIL FOR FASTENING TO WOOD SCALE: 2" = 1'-0" USE TRUFAST SD x ("t"+ 1-1/2") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND 3) #B WASHER HEADED SCREWS W/ 1"EMBEDMENT CAULK ALL EXPOSED SCREW HEADS AND WASHERS UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER UP TO 150 MPH WIND SPEED COMPOSITE PANEL EXPOSURE"D" v T \_ UNTREATED OR PRESSURE ALL LUMBER #2 GRADE OR TREATED W/ VAPOR BARRIER BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 18'-0"'OR LESS COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2" = T-0" PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE 3" PAN ROOF PANEL MIN. SLOPE 114" : V) EXISTING TRUSS OR RAFTER (3) #8 x 314" S.M.S. PER PAN W/ 3/4" ALUMINUM PAN WASHER 10 x 2" S.M.S. @'12" O.C. CAULK EXPOSED SCREW HEADS z SEALANT 1/4" x 8" LAG SCREW (1) PER a EXTRUDED OR TRUSS / RAFTER TAIL AND cc: EXISTING FASCIA SUPER GUTTER O 1/4" xb" LAG SCREW MIDWAY LL SEALANT BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 0 SCALE: 2" = V-0" EXISTING FASCIA PLACE SUPER OR EXTRUDED z EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE` ` w SEALANT Z'' 10'x 2" S.M.S. @ 12", O.C. 0 1/2" 0 SCH. 40 PVCFERRULE W m N 23 z< O dO E w z Q coym o0 o¢ o02LL a J za 30 S J o U) of H oLu Z UJI J N 20 Q Z U Ld 07 0 c/) Z_ p p = O w a Z C) a w U) Z u) o WJ_Z W F O a~ o o6pLU 0 F- ° Z Z cl) o < z o LL_ co Z Q o o 2 crO J Q LL Q r0 N V m o m nt2 J W M U W Z m m 8 J O LL 6 C a m U r N cc o t- m I_a LLI ro o - t m ii 00. C U LL o n 1 O , SEALANT ) a 1) # 8 x 3/4" PER PAN RIB 11 SLOPE O ONLY HEADS CAULK EXPOSED SCREW3uwj r, z SEA 3" PAN ROOF PANEL w SHEET ` 1/4" x 8" LAG SCREW (1) PER SUPER GUTTER ( MIN. SLOPE 114RUDEDOR" : V) uj z TRUSS / RAFTER TAIL AND 3" HEADER EXTRUSION z 1/4" 5" LAG SCREW MID WAY m x FASTEN TO PANECW/(3) BETWEEN RAFTER TAILS #8 x 112" S.M.S. EACH PANEL ul ulovz SUPER OR EXTRUDED GUTTER z EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 m SCALE: 2" = 1'-0" 08-12-2010 OF 12 iIr... , _ BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER BEHIND DRIP EDGE i EXISTING TRUSS OR RAFTER SEALANT 10 x 2" S.M.S. @ 24" O.C. 1/4" x 8" LAG SCREW (1) PER TRUSS I RAFTER TAIL EXISTING FASCIA SEALANT 10 x 4" S.M.S. W/ 1-1/2"0 FENDER WASHER @ 12" O.0 CAULK SCREW HEADS & WASHERS CAULK EXPOSED SCREW HEADS- 3" COMPOSITE ROOF PANEL MIN. SLOPE 1/4" : l') 1/2" 0 SCH. 40 PVC FERRULE EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2" = 1'-0" OPTION 1: 2" x _ x 0.050" STRAP @ EACH COMPOSITE SEAM AND 1/2 CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/ HEADS 3) #10 x 2" INTO FASCIA AND PLACE SUPER OR EXTRUDED 3) #10 x 3/4" INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL IN 1/2"0 SCH. 40 PVC FERRULE SEALANT 3" COMPOSITE ROOF PANEL 10 x 2" S.M.S. @ 24" O.C. MIN. SLOPE 1/4" : l') EXTRUDED OR q 3" HEADER EXTRUSION EXISTING TRUSS OR RAFTER SUPER GUTTER FASTEN TO PANEL W/ 8 x 1/2" S.M.S. EACH SIDE EXISTING FASCIA @ 12" O.C. AND FASTEN TO SEALANT GUTTER W/LAG BOLT AS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2" = 1'-0" SUPER OR EXTRUDED GUTTER SOFFIT 1 2)#10 x 1/2" S.M.S. @ 16" O/C 2" 0 HOLE EACH END FOR FROM GUTTER TO BEAM WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2" = l'-0" ALTERNATE 314"0 HOLE GUTTER PAN ROOF t/gR FS 1® 12 3/8" x 3-112" LOUVER VENTS FASCIA COVERS PAN &SEAM ® / OR 3/4"0 WATER RELIEF OF PAN & ROOF HOLES REQUIRED FOR 2-1/2" 3" RISER PANS GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 314"0 HOLE OR A 3/8" x 4" LOUVER @ 12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-1/2" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2" = 1'-0" FLASHING 0.024" OR 26 GA. GALV. 2" x 2" x 0.06" x BEAM DEPTH + 4" ATTACH ANGLE "A" TO FASCIA W/ 2-3/8" LAG SCREWS @ EACH ANGLE MIN. 2" x 3" x 0.050" S.M.B. (4) 10 S.M.S. @ EACH ANGLE EACH SIDE I-A B A = WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: 2" = T-0" 1 I I RECEIVING CHANNEL OVER 2" x 6" S.M.B. W/ (4) #10 BEAM ANGLE PROVIDE 0.060" S.M.S. @ EACH ANGLE SPACER @ RECEIVING EACH SIDE CHANNEL ANCHOR POINTS (2) NOTCH ANGLE OPTIONAL 10 x 2-1/2" S.M.S. @ RAFTER TAILS OR @ 2" O.C. MAX. W/ MUST REMAIN FOR ANGLE 2" x 6" SUB FASCIA STRENGTH CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) SCALE: 2" = T-0" PAN ROOF ANCHORING DETAILS RIDGE CAP SEALANT PAN HEADER (BREAK - FORMED OR EXT.) 8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR CAULK ALL EXPOSED SCREW GABLED APPLICATION HEADS & WASHERS 8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER - ALTERNATE CONNECTION: 8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER ROOF PANEL TO BEAM DETAIL WHEN FASTENING TO SCALE: 2" = l'-0" ALUMINUM USE TRUFAST HD x r + 314") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR — ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE"D", CAULK ALL EXPOSED SCREW HEADS & WASHERS FOR COMPOSITE ROOFS: 10 x ([ + 1/2") S.M.S. W/ 1-1/4"0 FENDER WASHERS @ 12" O.C. (LENGTH = PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT SHOWN) AND 24" O.C. @ NON -BEARING ELEMENT (SIDE WALLS) PANEL TO BEAM FASTENING DETAIL SCALE: 2" = 1'-0" 3 cL Z LLo S am tiQ3 w C r Qz h 0 no° m OOLL z Z< 7z wma PAN OR COMPOSITE ROOFof PANEL 0LL 0 8 x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM m O z_ FOR PAN ROOFS: w 3) EACH 98 x 1/2" LONG S.M.S. z PER 12" PANEL W/3/4" 9 ALUMINUM PAN WASHER w O1 ROOF PANEL PER TABLES SECTION 7) SUPPORTING BEAM PER TABLES) SEAL 4_ SHEET 101 9 08-12-2010 OF J a U, W 2 p Q Z C) W U)z0 Z W 0 W O Z_F- N Q } U wc~/)1-z WJ.Z F- W 0 LLLL-1 oS Z Z co 0Q< LL Z C) 0 QJ Q zO H o ui w a o 0 N z y .z F W Z m w u. 2LLI w a z a w w o G N CC 0 zC Ov vEr. OZ 7 n u o k E 3 o u LL f o F N i• 0z w z 0zw W z wm 12 0 0.024" x 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 1/8" x X x 3" POST OR SIMILAR 10 x 4" S.M.S. W/ 114 x 1-1/2" S.S. NEOPRENE WASHER @ 8" O.C. SEALANT 8 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 3) 1/4"0 THRU-BOLTS (fYP.) 8 x 9/16" TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM (a) POST DETAIL SCALE: 2" = 1'-0" 0.024" X 12" ALUMINUM BRK MTL RIDGE CAP FASTENING OF COMPOSITE PANEL' VARIABLE HEIGHT RIDGE SEALANT BEAM EXTRUSION 8 x 9/16" TEK SCREW @ 8" O.C. ROOF PANEL CAULK ALL EXPOSED SCREW HEADS AND WASHERS 2" x _ SELF MATING BEAM 1/8" WELDED PLATE SADDLE W/ (2) 1/4" THRU-BOLTS 5 RE BAR IMBEDDED IN TOP OF CONCRETE COLUMN (BY OTHERS) WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("t" 314") AT 8" O.C. FOR UP TO 130 MPH WIND SPEEDEXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" PANEL ROOF TO RIDGE BEAM-06 CONCRETE POST DETAIL SCALE: 2" = T-0" TYPICAL INSULATED PANEL SCALE: 2' = 1'-0" NOTES: _ 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024"PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER HEADED SCREWS. 5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH PANEL. 6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS. NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL 81.20 FOR H-14 OR H-25 METAL. dN m COVERED AREA .......j"i... iA W TAB AREA ni'tl,di 3/8" TO 1/2" ADHESIVE BEAD a 1"' o d z a a FOR A 1" WIDE ADHESIVE I.-Lu STRIP UNDER SHINGLE nllni' MIN ROOF SLOPE 2-1/2 : 12 SUBSEQUENT ROWS C STARTER ROW S COMPOSITE PANEL W/ z C EXTRUDED OR BREAK m FORMED CAP SEALED IN h o a PLACE W/ ADHESIVE OR m d R SCREWS 0 SEALANT BEADS z ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'. 02w APPLY ADHESIVE IN A CONTINUOUS BEADS/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE 8 g, STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. J Z g FOR AREAS UP TO 120 M.P.H. WIND ZONE: Q F 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE w u AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER SHINGLE LU ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. Q Lu J N k 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD O z DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID Z U 1¢- H u COVERED AREA. 7 Ur cl)LU w cc FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 6i Z p Z LL LL 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE W — W 0 c AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH 0 _ a u THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. W w 3 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO W STRIPS OF ADHESIVE AT MID COVERED AREA w c Z Z o g TM uj ADHESIVE: BASF DEGASEAL2000 V Z)0 0 0 COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL ILL ow i5 Z z SCALE: N.T.S. Z U) 0Qa o a COVERED AREA M U o Q TAB AREA W/ 1" ROOFING 2 NAILS w INSTALLED PER o J Q LL N MANUFACTURERS Q o SPECIFICATION FOR NUMBER o p AND LOCATION o to H 3: MIN. ROOF SLOPE 2-1/2 : 12 u) D IX o rn n a Z_ O SUBSEQUENT ROWS CD c2 J "' 1' Oo .. - Z LL W LL w 3/ 8" TO 1/2" ADHESIVE BEAD LLI Z x O 0FOR A 1" WIDE ADHESIVE o zmLLaSTRIPUNDERSHINGLEwaOaz STARTER ROW Q ' c v m LL w COMPOSITE PANEL W/ LL N j m r- o EXTRUDED OR BREAK 03 $ & O FORMED CAP SEALED IN y N m L PLACE W/ ADHESIVE OR #8 M W ro o w WAFER HEADED SCREWS U > O w 7/ 18" O.S.B. PANELS z C U LL c O z SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2:12 AND GREATER w cu F 1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. z 0 J z 2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER Z 3. SEAL ALL SEAMS WITH BASF DEGASEAL T" 2000 AND CLEAN THE ROOF TO REMOVE ANY'DIRT, GREASE, w _. N WATER OR OIL. p 4. APPLY 3/8"0 BEAD OF BASF DEGASEAL- 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL LL 7/ 16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA CODE o IJ2z BUILDINGW/ 2009 0 SUPPLEMENTS, 1507.38. a6. INSTALLSHINGLESINACCORDANCEWITHTHE2007FLORIDABUILDINGCODEW/ 2009 SUPPLEMENTS, z 1507. 3. EL SEAL w 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK 0SHEET Lu ZSCREWS @ 8" O.C. EDGES AND 16" O.C. FIELDUPTO AND INCLUDING 130 MPH WIND ZONE AND AT 6" O.C. 0 C9 EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES. w COMPOSITE ROOF PANEL WITH O.S.B. W o AND STANDARD SHINGLE FINISH DETAIL Ln 1 O E z SCALE: N. T.S. w m 1208- 12-2010 OF 0 Table 7.1.1 Allowable Spans and Design I Applied Loads* (#ISF) for Industry Standard Riser Panels for Various Loads 1-1/4" x 1Y x 0.024- 2 or 5 Rlb Riser Panels Aluminum Alloy 3105 H-14 or H-25 Wind Open Structures Mdno-Slo ed Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed OverhangCantilever ZoneMPH 1&2 s anfloscr 3Moad• spa 4 spa 18.2 s an/load' 3 s .Moad• d So. 1&2 s ardload• 3s .Moad• 4 s anAoad' AllRoofs 100 4'-10' 25 6-11' 25 6'-i' 25 4'-9' 26 5--11' 26 6--0- 26 4'-6" 30 5'.7- 30 5'-9- 30 1'-10' 45 110 5'-3' 20 6$' 20 6'-7" 20 4-8' 28 F-9' 28 F-10' 28 4'.3• 36 5'-3' 36 5'-5' 36 1--9' 55 120 5'-2' 23 6'-2' 23 6'4' 23 4'-5' 33 5'-5' 33 5'-7' 33 4'-0" 43 4'-11' 43M511 l'-8-_ 15 123 4'-11' 24 6'-i 24 6'-7 26 4'4' 35 5.4' 35 5'-5' 35 3'-11' 45 4-1 t' 45 T-T 69 130 4'$' 27 F-10' 27 5-19' 27 4'-2' 39 S_2' 39 5'-3' 39 3'-10' 51 4--8- 51 1 -7- 71 140-1' 4'$+ 31 5'-7' 37 5'$' 31 3'-t 1' 46 4'-10' 46 4'-11. 46 3-A0- 31 4'$' 51 1'-6' 89140-2 4'-6' 31 S-7' 31 5'$' 3t 3'-71' 46 4'-10. 46 a'_l 1.46 3'.7- 59 4-6' S9 P-6' 891504-3' 36 F-3' 36 5'-5' 36 3'-9' 52 4'$' S2 4'-9'' 52 3'-5' 68 4'-3' 681'-5' t 12 Wind Open Structures Mon-slo d Roof Screen Rooms - 8 Attached Covers Glass &.Modular Rooms Enclosed Overhang Cantilever Zone MPH 192 s .Moad• 3 s .Moad' 4san/load' 18.2 s a /l d 3 aM d' 4 - s aM d' 182 - s aNl sd' 3 s aMo d' 4 s Moad AII Roof. 100 6-0' 25 6-5' 25 9-6 25 F-1 26 6'-0 26' F-5' 26 4'-10' 30 S-0' 30 6--2' 30 1-11- 45 110 5' 11' 20 6'-t 1' 20 T-7 20 4'-tt 28 6'-2 28 Sa' 26 4'.7" 36 V-8- 36 5--9' 36 t'-10" 55 120 5-T 23 6'-T 23 b'-9 23 4'-9 33 5'-10 33 5'-11' 33 4'4' 43 5'4" 43 5'-5' 43 1'-9' 65 123 5'S' 24 6'$'24 6'-T 24 4'-8' 35 5'-9' 35 5'-10' 35 4'-3" 45 5'-3' 45 5'-4' 45 1'-9" - 69 130 5'4' 27 6' 3' 27 V-4' 27 4'-5' 39 5'S' 39. 5'-T 39 4'.1" 51 6-0' 51 5'-2' 51 T$' 77 140-1 5'-0" 3t 5'-11' 31 6'-1' 31 4'-3' 46 5'-3' 46 5'4' 4fi 4'-1" 51 5'-0' S1 5'-2' 51 l'-T. 89 140-2 5'-0" 31 5'-11. 37 6'-1' 31 4'-3" 46 5'-3' 46 5'4' 4fi 3'-11' S9 4'-10" 59 4--it' S9 1'-7' 89 150 4'A" 36 5'$' 36 5'-9' 36 4'-1' S2 5'-0' 52 5'-1' S2 3'-1 68 4'-T 68 4'-8 68 1'-6' 102 Wind Open SWctu is Mono -Sloped Roof Screen Rooms Attached Covers Glass & Modular Rooms Erldtos.d Overhang Cantilever Zone MPH 182 s aNload' 3 s an/load' 4 span/load' 1&2 s aMoad• 1 span/load' 4 s aNload• 18 spa load* 34 s an/load• s aNload' AllRoofs 10D 7'-.i' 2 7'-6 25 T$' 16 5'-11- 26 T-5^ 26 T$' 26. 5'-8- 30 7 '-1- 30 T-' 2 30 2 '4' 45 110 6'-11". 20 8'-2' 5'-10' 28 T-2' 28 T4' 28 5'4' .3fi 6'-8' 36 6'-9' 3fi 2'-2' 55 120' 6'_6 23 7-9' 0 S_6' 33 6'-70' 33- 6'-t1' 33 5'-1' 43 6'-3' 43 6'4' 43 2'-1- 65 123 6'-5'247'-T 1 5. 35 6'$'. 35 6'-10' 35 4'-11'- 45 6'-2' 45 6'-3' AS 2'-0' 691306'-Y 27 4' 04 7 3 5'_3' 39 6'-5" 39 6'-T 39 4'-9' S1 5'-11' S1 6'-0' S1140.1 5'-11"31V-11' 31 4'-11. 6'-1 6 6'-Y 4fi 4'-9" 5t 5'-17' S1 6'-0' S1 1--10" 89 140-2 5'-11'316'-11' 31 4'-11' 46 6T15057366,.6 4'-9' S2 5'-10' S2 5'-11' 52 4'4" 68 5'4' 68 5'S' 68 i'-9' 102 Note: Total roof panel width = mom width + wall width + overhang. *Design or applied load based on the affective area of the panel Tab,16 7 1.2 -Allowable Spans and Design / Applied Loads' (#ISF) for Industry Standard Riser Panels for Various Loads IA12" 4112'.x 0.024' 2 or 5 Rib Riser Panels Aluminum Alloy 3105 H-14 or H-25 t L Wind Open Structures Mono -Sloped of Screen Rooms 8 Attached Covers Glass & Modular Rooms Enclosed OverhangCantilever Zone MPH 1&23 paNtoad• span/load' 4 s aMoad• 182 s aNload' 3s .Moad• d s aMoad' 182 s annoad' 3saMoad' 4 s annoad' AllRoofs A00 S-9' 25 7'-1' 25 7'-2' 16 S-7- 26 6'-11' 26 T-1' 26 5--4' 30 6'-7- - 30 6--9' 30 2--2- 45 110 7'-8' 20 7'-10 17 S-6' 28 6-9 2828. 6'-11' 28 6.1' 36 6'-3' 36 S4' 36 Z-1' S 120 '. 6;11" 23 7'-3' 23 1 T-5' 23 6-2' 33 6'-5"-T 33 4'.9 43 5'-11' 43 V-11' 43 1'-11" 65 123 5{9' T-2' 24 T4' 24 5-1' 35 6'-0' 35 6'-1. 35 4'-8' 45 5--9' 45 S-11". 45 t'-11- 69 130 S T 6' 10' 27•11'2793S1 i'-10" 77 140-4 5' 4' H 6-1"61,1 31 4-8 46 5-9' 46 5'-10' 46 4'-F 51- 5'-T 51 5'$' 51 1'-9' 89 440.2' i:5';4' S-T 31 6'$' 31 4'$" 46 5'-9' 46 5--10 46 4-3' S9 5'-3' S9 5'-5' S9 1'-9' 891505-'] 6'-3' 36 6'4' 36 4'S' S2. 5'-6' 52 5'$• 52 4'-7" 68 5'-t" 66 5'-T 68 1'$' 102 Wind Open Structures Mono -Sloped of Screen Rooms - Attached Coven: Glass & Modular Rooms Enclosed OverhangCantilever Zone MPH 1&2 s aNl.ad• 1 3 s .Moad' 4 s an/I ad• 1&2 s an/load• 3 s aMoad• 4 s annoad' 1&2 s aNlo.d' 3 s an/load• 4 s annoad' AII Roofs 100 6'-2' 25 T-7" 25 T-Er 16 6'-i' 26 T$' 26 T$' 26 5'-9' 30 7'-Y 30 T-3' 30- 2'-5' 45 110 8-3 17 17 8'S' 17 5'-11' 28 T-4• 28 T-5' 28 S-5' 36 6'-T 36 V-10' 36 7-3' 55 120 T-10' 20 8'-0' 20 5'-T 33 6'-11' 33 1' 33 5-2'' 65 123 T-9' 21 T-10' 21 5'$" 35 5-70' 35 6'-11' 35 5'-0' 45 6'-3' 45. 6'4' 130 46--324 T5'23 TT 23 5'4 39 6'-T 39 6'$' 39 4'-10' 140-1T t' 37 T 3' 3 5'-0' 46 fi'-2' 46 S4' 46 4'-10' 40 2.- 1- 7.a -. 31- 5'=0' -46 6'=2 46- 6'=4' 46- 47^59 5'$'- 59- 510' 150 36 6-10 3 4-10' S2 6_11 52 S-1 52 4-5- 68 5'-S 68 1--1- Wind Open Structures on Slo ofMo AttachedscreenRoomsCoven Enclosed Glans 8 Motlular Roomsj:7" hang tllev.r Zone MPH 1&2 s .Moad• 3 s pan/load' 4saMoad• 1&2 s aMoad' 3s .Moad• 4sannoad' 182 s Nload' 3saNload• 4ll s annoofs too 2' 25 104'- 1 10'-T 16 T-1' 26 8-9' 26 8-11 2fi 6-9' 30 8'A" 30 B'S'' 45 110 7-10' 20 9'$" 17 105 17 6-11 28 8 28 8-9' 2B 6d 36 T-10' 38 8-0 5120529-2 2 4 6-7- 33 8-1 3 B-3 33 5- 1' 43 T-5 43- T_-7 65123T-3' 24 9'-0' 21 9-2' 21 6'-5' 35 T-11' 35 8'-1' 35 5-11' 45 7'-3' 45 T-5' 691306-11' 27 8'-B" 23 8-10' 23 6'-2' 39 T$' 39 T-10' 39 5'-8' 51 6'-1T 51T-2' 77140-1 6'$' 31 8'-3' 27 8'-5' 27 5'-10" 4fi T-3' 46 T-5' 46 5'43' S1 6'-11' 51 T-2' 89140-2 6'$' 31 8'-3' 27 8'-5' 27 5'-10' 46 T-3" 46 T3' 46 5'-5' S9 6-8' S9 6'-10' 891506-4 36 T-10' 32 8'-0' 3 5W, 5 6'•1P 52 T-1' S2 5'-2' 68 6'4' 6B 6'$° 102 Note: Total roof panel width x room width + wa0 width + overhang.-Ueslgn or applied load basaa on the 80eCbv8 area of the panel. Table 7.1.3 Allowable Spans and Design / Applied Loads* (#ISF) Open Structures Screen Rooms Glass Modular Rooms Overhang Wind Mono Sloped Roof Attached Covers Enclosed- Cantilever Zone 182 3 4 i&2 3 4 1&2 3 4 All MPH s .Moad• s annoad• s .Moad• s aNload' span/load' - s anAoad• s aNload' - s aMoad' span/load' Roofs too 16'$" 13 20-4 13 20'-9' 13 13'$' 23 1T$' 20 1T-10' 20 17-10' 27 16'-9' 23 17'-1" 23 4'-0' 45 110 16'-2' 14 19'-11' 13'-Y 25 1T-3' 21 1T•7" 21 12' 1' 32 15'-10- 27 16--2' 27 4'-0'- 55 120 75'-T 77 18'$' 12'-S 30 16'-3' 25 16'-T 25 11'4' 39 14'-0' 3 15'-3" 32 4'-0' 65 723. 13'•t t7 21 18'4'rr 20 t22 12'-2' 32 75'-11 28 16'4' 26 71-2'° 41 13'-1' 41. 14'-T - 41 4'-0' 6913013'S' 23 1T$' 11'-9' 35 15'S' 29 t5'-9' 29 '0>413'-8' 45 4'-0' 77 11'-3' 40 13'-11" 40 14'-2' 40 70'-t0" 4 13'4' 45 13'-B" 45 4'-0' 89 140-2 12'-10' 27 16'-10" 23 1T-2" 23 11'-3' 40 13'-11" 40 14'-2- 40. 9'-11' 59 1 $' 53 17-11- 53 4'-0- 89 750 12'-2' 32 i6'-2' 26 16'$' 26 10'-9' 46 13'-3', 46 13'S' 46 9'-5' 68 17-2' 60 12'-5' 60 4'-0' 102 rum, i uurauoi panel mom = mwn wldm +wan vndm +ovemang. --uesign or applied ]tied based on in. effective area of the panel Table 7.1.4 Allowable Spans and Design I Applied Loads* (#ISF) for Industry Standard Riser Panels for Various Loads Open Structures Screen Rooms Glass &Modular Room Overhang Wind Mono -Slopeded Roof B Attached Covens Enclosed Cantllever Zone 1&2 3 4 18@- 3 4 18B 3 4 AII PHMPH) s aMoad• s aMoad• s aNioad• s aMoad• s aniload• s annoad• s aMoad•. s aMoad' s annoad• Roofs 100 16'-7 13 20$ i 20-11' 13 13'$ 2 1T$' 20 18'-0 20 12'-1T 23 16-10 2 17-Y 23 4-0 45 110 16'4' 14 2 - t 2 -T 14 13 1 1T-5' 21 1T-1 21 12'a' 27 15-11" 274'-0 55. 120 t5a 7 18-i 17 19-3 17 12 5 i6-5 25 i6-9 25 11-5 3 15-1 3 15-5 3 4'-0 6 123 14'-0' 17 18'$' 17 18'-11' 17 12'-3- 26 16'-2- 26 16'$t 26 11--3' 41 13'-11' 34 15' 2" 130 13'- 20 1T-10 20. 18'-2' 20 lV-10' 29 1 15'-T' 129 1 15'-11' 129 10'-11' 145 1 JT-6- 138 1 13'-9' 138 4'-w 77 140-1 IT-1T 23 1S-1P 23 1T4' 23 11'4' 40 14'-0' 34 15'-1' 34 10'-11' 45 13'$' 38 13'-9' 38 4'-0' 89 140-2 17-11' 23 i6'-11' 23 1T4' 23 1T4' 40 14'-0 34 15'-P 34 10'4' S3 17-9' 44 13'-0' 44 4'-0' 89 150 17-3" 26 nose: l titer mor panel vnom =room wham *was wldm +ovemang. 'Design or applied load based on the off -We area of the panel OR Table 7.1.5 Allowable Spans and Design /,Applied Loads* (#ISF) for Industry Standard Cleated Panels for Various Loads 1-3/4' x 12- x 0.024" Cleated Panels Aluminum Alloy 3105 H-14 or H-25 Wind Open Stmctures Mono-SlopedRoof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed OverhangCantllever ZoneMPH 1&2 s an/load• 3san/load• 4 s ardload' 1&2 s an/ioad- 3 an/IoaCspa 4 Moad' spa t82 s anfload• 3 s aNload' 4 spa All Roofs toff T-T 16 10'-i 1' 16 11'-1' 16 T-6' 23 9'-3' 23 9'-5' 23 T-1` 30 8'-10' 27 8'-11' 27 2'-11' 45 it. 8'-3' 77 10'-9' 17 10'-11' 17 T-3. 28 9'-0' 25 9'-Y 25 6'-8' 36 B'-3' 32 8'-5' 32 2'-9" 55 120 T-10' 20 9'$' 20 T-11' 20 6'-1 T 33 8'$'. 30 8'$' 30 6'4' 43 11' 39 2'-T 65 123 7'-8' 21- 9'-6 21 9'$'- 21 6'-9' 35 8'4' 32 B'$' 32 6'-2' 4510' 41 2-T 69 30 T4' 23 9 9'4' 23 6'$" 39 B'-1' 35 8'-3' 35 5'-11' S1' 45 7-5' 77 140-1 TAN 31 8'-9' 27 8'-.. 27 6'-2' 46 T-8' 40 T-9' 40 5'-11' S1' W77-12 45 74" 89 t40-2 T-1' 31 8'-9' 27 8'-11' 27 6'-2' 46 T$' 40 T-9' 40 5'$' S-2' S1506'$' 36 8'-3' 32 8'-5' 32 5'-11' S2 T<' S2 TE' 46 5'-5" 6810' 68 2'-3' 102 O z Oxo, rn U 0 vZ w C EN 1 alb' x 12':0.030'-Cleated Panef. Aluminum Allo 3105 H-14 or H•25 - 7 J Wind Open Stmctures Mori Slo d Roof Screen Rooms Attached Covers GI.- & Modular Rooms End osetl' Overhang Cantilever Zone MPN 1 s anfload• s aNload• Spa 1&2 Spann oatl• 3 s aNload• s 1&2 s aMoad• span/load' 4sanfload' AllRoofs 100 8'-2' 16 11'-1. 13 11 •11' 13 8'-0' 23 10--4- 23 1DT-8- 27 9'S' 27 9'$' 27 T-2' 4 itit0 B'-10' 17 11'-T 14 11'-9' 14 9$' 25 10T-2'• 3fi I. 37 9'-1" 32 7.11' 55 120 8'-5. 20 10'-9' 20 10'-11' 20S-2' 30 9'6'-9' 43 e'-5' 39 8-T 39 7- 123 B'-3' 21 10'$'. 21 1D-10' 21 9'-0' 32 9,6'-8' 6'-a'4545 B'-3' 41 8'-5" 41 2'-9' 69 130 T-71' 23 104' 23 10$' 238-8' U 35 8'•-6'-5' S1 T-i 1' 45 8'-V 45 7-B' 77 1401 T-7" 27 9'-5' 27 9'-T 27FT 40 8'6'-5' 1 T-11' 45 8'-1" 4 2'$' 89- 740-2 T-T 27 9'-5" 27 9'-T 278-2' 40 B'6'-1' S9 T-7. 3 T-8' S3 2'$" 150 7'-Y 3fi 8'-11' 32 9'-1' 32' T-10- 46 8-- 5'-10" 68 T-2' 68 T-4' 68 7-5- 102 2 Q Nm O O O O LL o¢pfd: W 13/4' x 12".x D.03Y Cleated Panels Aluminum Allo 3105 H-14 or H-25 - 8 g Wind Open structures Mono -Slopedd Roof - Screen Rooms Attached Covers Glass &Motlular Rooms Enclosed OverhangCantllever Zone MPH 18@ s anlloatl• 3 s aMoad- dsaniload• 182 s anA.ad• 3s .n/1 ad- 4 s anAoad• 182 s an/load' 3 s aNload• 4 - s anlioad• AII-.. Roofs 100 11'-1. 16 13'-9' 113 15'-0' 13 1 9'S° 123 1 IZ-T 20 1 17-4' 120 8--1 t' 27 11'$' 27 11'-8' 123 3'-8' 45 110 70'-11' 17 IT-6- 14 1T-9- 14 9'-Y 25 1t'-9` 21 12'-0' 21 8'-5' 32 10--10" 32 11'-1' 32 3'-5' 55 120 9'-10' 20 17-7' 17 17-11' 77 8'-8" 30 11,1" 30 11'4' 30 T-1P 39 9'-10' 39. 16 39 3'-3' 65 123 9'-8" 21 12'S' 17 17$' 17 8'S^ 32 10'-11` 32 it. 32 T-10' 41 9'$' 41- 9'-70' 41 T-2' 69 130 9'-3" 23 12'-1' 20 174' 20 8'-3- 35 10'$' 35 10'-9- 35 1'$' 45 9'-3- 45 9'$' 45 3'-1' 77 140-1 8'-11' 27 11-6 27. 11'$' 23 7-9" 40 9'-T 40 10'3' 40 T-fi' 45 9'-3' 45 9$ 45 2'-11' 89 140-2 8'-11' 27 11$" 27 11'$ 2 T-9 40 9-T 40 10-3 40 T-2 59 8'-10 53 9'-0' S3 11' 89 150 8'-5' 32 10_11, 32 11'-1' 32 T-6 46 9'-3 46 9-5' 46 6-10 68 8'-5' 60 e'-T 60 7-10' 102 J O a U) o 111 Z IX W a WQ Q N 20z0 ZZUFW Ur Z Co Note: Total mof panel width = room width + wall width + overhang. *Design or applied load based on the affective area of the panel U 0 W U) fnZO J W2 DjW 0 2 0- m IL a W z fn < U) W H } Z J W U) F- Q W rn c g DW iZ Q WO f WI-Q o zCLa LLL U) W W U 0 Table 7.1.6- Industry Standard Composite Roof Panels Allowable Spans and Design / Applied Loads" (#ISF)' 06 Z D i 3" x 48" x 0,024' Panels Aluminum Allo 3105 H-14 or H-251.0 EPS Core DensityFoam - - J Z " Wind Pen Sbuctures Mono -Slopedd Roof Screen Rooms 8 Attached Covers Glass & Modular Rome Enclosed OverhangCantllever Zone MPH 1&2 spa oa 3Moad' 4sonAoaC 1&2 sp. a 3 spa oa 4 anAoad' 1&2 s .Moad• 3 s aMoad' 4 s aMoad* AtI Roofs 100 15'4' 13 1T-2- 13 1&-7" 13 11'-5" 23 IZ-9' 23 17-0' 23 10'$" 27 11'-9' 30 1i'-5" 27 4'-0" 45 110 IT-6- 17 16'$' 14 IS-1- 14 10'-11- 25 12--3" 25 11'-10' 25 9'-2' 36 10'-lD" 36 10'S" 32 3' 8" 55 120 17-2" 20 15--1' 17 13'-2- 20 9'$- 33 11--2- 30 10'-10- 30. g443 9'4' 39 9'-0-- 43 3'-5'6512311DAV2113.4- 21 1 -10" 21 9'-3' 35 10'-11" 32 10'-T 32 9'-T 41 8-9' 45 3'4`. 6913011-4" 23 12'-8 23 1 -3' 23 8-9" 39 10'4' 35 9'_; 398-7' 45 8-3" 51 3'-1. 77 140-1 10'S' 27 11'-9- 27 11'-5 27 B'-1 46 9--0 46 B'-9' 46e'7 45 V-3 51 2-11' 89, 27 11-9' 27 115 278-1 46 9-0' 46 B'-9' 46 11 53 T$- 59 2-11' 3 1 -11' 32 10-1' 32 7-7" 52 8-6 52 8'-2' 52-9 102 to 0 Q Q .IY C3J Wa Z Q O 0 W r Q ZO J Q LL W N 0O 3" x 48 x 0.030' Panels Aluminum Allo 3105 Open Structures 14 or H-251.0 EPS Core Density Screen Roo Foam Glass Modular Rooms Overhang 21= Wind Mono -Slopeded Roof S.Attached Coven Enclosed Cantilever Zone 1&2. 3 4 1&2 3 4 1U 3 4 All rr1 F MPH s .Moad' s .Moad' s .Moad• s an/load' s .Moad' s anAoad• spa s aMoscr s anAoad• Roofs inf0 Q 10010 18'-2' 1T$' 13 14 20'4- 19'-9' 13 14 19'-7' 19'-1' 13 14 13'$' 12'-11' 23 25 16'-2' 15'-10" 20 21 15'-8' 15'-3' 20 21 12'S' 71'-5' 27 32 15-1' 17.70' 2332 13'$' 12'-5' 2732 4'-0' 4'-0' a5. 55 r` a 120 15'-11' 17 17'-10' 17 1T-3' 17 11'-10' 30 13'-3' 30 12'-9' 30 Z w NIXZ 123 13015'6 13'-5 17 23iT4' i6'-5' 17 2016'-9' 15-10' 17 2011'-T 10'-11' 32 3512'-11' 12'-3 32 3ll-lD' 12'$'. 32 35 9'- T g'- 1' 45 51 11' 4' 1 - 7D" 41 45 10'- 11' 10'- 5" 41 45 4'- 0' 3'$' E9 77 O J W M O 140- b 72'S" 27 15'•3' 23 IT-6' 27 9'-7- 46 11'-5' 40 ill 1" 40 9'-i' 51 10--10" 45 10'-5' 45 3'-5' 89 Z W tL W 140. 2 175' 27. 15'-3' 23 13'S' 27. 9'-T 46 11'-5' 40 it'-7' 40 F-5' 59 9-5' 59 9-1' S9 3'-5' 89 W Z rn i E 45014'-T--32-._12'-1-1'-32 12'-6'_.32._ g-11'._.52-_"10'$'_.qg...90'•4'_.46-_7'-70'.-.58-:..g.9-.:_.gg.. g•S' ..69. 3•a'"-102 Z. O c O O 4" x 48" x 0.024' Panels Aluminum A112 I- H-14 or H-251.0 EPS Core Density Foam Z. Mtd a- W @ u- OpenSWctureaScreenRoomsGlassModularRoomaOverhangJWai O n Wind MonoSlo d Roof Attached Coven Enclosed Cantilever a 1 QC m Zone 1&2 3 4 182. 3 4 1&2 3 4 AII W 0 MPH s aniload• s ardload• spa Moad• s .Moad• s anAoad• s .Moad• s arJloed' s an/load• Roofs C v W 110 1T-3' 14 IV-3' 14 18'- " 14 13'-10' 25 1 16-5' 121 14--71' 25 11'-2" 132 13'-7' 32 13'-2" 32 4-0 55 O N J o (D 0 120 15'-T 17 1T-5' 17 16'-10' 17 12'$' 30 14'-Y 30 13'$' 12'$' 39 10-11 39 4'-0' 65 Q m rn 16'- 11" i 16'-5' 17 124' 32 13'-10' 32 13'-4' 11'-1' 41 10$ 41 4'-0' 69 hN L 16'- 0' 20 271S-B' 14'-5' 20 2710'$• 10'4Y' 35 4613'-2' 11'-2' 35 4012'_. VO2" 1 10'$' 4 10'-Y 51 3'-11' 71 W m14' IrW offx0 .0W14'-11' 27 14'-5' 27 10'-0' 46 11'-2' 10'- 10' 1. 19-61 45 10'-Y 51 34" 89 O 11" 40 10'-10' 9'-9' S9 9'$' S9 3'4". 89 14'- 0' 32 13'S' 32 9'4' S2 10'•5' 46 10'-7' 8 9'-2' 68 B'-10' 68 3'-Y 102 L U c am 4" x 48" x 0.030" Panels Aluminum Allo 3105 H-14 or H-251.0 EPS Core Densi Foam Z N - OQ O m F wZ 6 m F- O ZO ZO W oyy Od 7 IL O Note: Total mof panel width = room width +well width overhang. •Design or applied load based on the effective area of the panel a SEAL SHEET z0 z W 1® F W z LU W m12 08-12-2010 0F Open SWctures Screen Rooms Glass 8 Modular Rooms Overhang Wind MonoSlo d Roof 8 Attached Covers Enclosed Cantilever Zone 182 3 4 182 3 4 182 3 4 - All MPH s Moatl' s .Moad• s .Moad• s aNioad' s anlloatl' s aMoatl• s .Moad• s aNload• s .Moad• Roofs 100 10" 13 27-1 13 164 20 18$ 2 1T$' 20 15-3' 23 1T-0 23 16'-5' 23 4-0 45 1 0 2-3'141415-7117-0'211T-32112-11'3215'-9'2715'-279'-055 2020117195' 1743016429391T$'394-0'651219-7`17-111133215-112615'-526ii17-04112'4414-0693185202243515-'213'43510-11451-2451-4-01-23$311-401-114012'-fi4010-41-Y4511-45409140-216$2311'-T17'4017$'11'-3'S310'-10'S34'-0150 V7-67 60 9'-T 68 3'-T 102 MANUFACTURERS PROPRIETARY PRODUCTS 00 SET WITH DEGASEL 2000 OR EQUAL OO r-- CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE v M W •I k 48" 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL 7561 Note: ELITE ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL Florida approved test lab & analyzed by SCALE: 2" = V-0" Lawrence E. Bennett & L/180 Table7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design/ Applied Loads' (#/SF) Table7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 3"x 48" x 0.024" Panels Aluminum Allo 3105 H-14 or H-25 1.0 EPS Core Densi Foam 3" x 48"x 0.024" Panels Aluminum Allo 3105H-14or H-25 2.0 EPS Core Densi FoaWindOenStruuresMono-Sloed Roof Screen Rooms 8 Attached CovrsGlass &Modular Roomosed Overhang Zone MPH 1& 2 s anlload' 3 s anlload' 4 s an/load' 1& 2 s anlload' 3 s anlload' 4 s anlload' 1& 2 s anlload• 3 s an/load•load•00 Cantilever 18'- 10' 13 21'-1" 13 20'-5' 13 15'-1' 20 16'-10" 20 16'-3' 20 12'-11" 27 15'-8" 23 23 4'-0" 110 18'4' 14 20'-6" 14 19'-10' 14 13'-fi' 25 16'-5' 21 15'-11' 21 11'-11' 32 13'-4' 32 32 4'-0" 120 16'-7' 17 18'-7` 17 17'-11" 17 12'4" 30 IVA* 25 13'-3- 30 10'-9- 39 12--1' 39 4Cantilever 39 4'-0- 65 123 16'-2" 17 18'-1" 17 1T-5` 17 12'-0' 32 13'-5' 32 17-11" 32 W'-7' 41 ii'-10" 41 41 4'-0" 6913015'-3" 20 17'-1" 20 16'-6" 20 11'-5" 35 12'-9' 35 12'-4" 35 9'-5' 51 11'-3" 45 45 T-10` 77 140- 1 12'-11" 27 15'-11' 23 15'4' 23 10'-8" 40 11-11' 40 11'-6' 40 9'-5' S1 11'-3" 45 45 3'-7' 89 140- 2 17-11` 27 15'-11" 23 15'-4" 23 10'-8' 40 11'-11" 40 11'-6" 40 8'-9" 59 10%4" 5359 TJ 150 12'-0" 32 13'-5" 32 12-11" 32 9'-4' 68 3'-4" Wind Open Structures Mono-Slo lopedRoof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1& 2 s anlload' 3 span/ load4 span/ load' 1& 2 s aMoad• 3 s an/I 4 spa 1& 2 s antioad- 3 spa 4 s anlload• Cantilever 100 22'-2" 13 246-9" 13 23'-11" 13 17--8" 20 19'-9" 20 19-1" 20 16'-6" 23 18'-5' 23 17'-10" 23 4'-0' 45 110 21'-6' 14 24'-l" 14 23'-3' 14 17'-3' 21 19'-3' 21 18'-8" 21 15'-3' 27 17'-0" 27 4'-0" 55 120 19'-6" 17 21'-9" 17 21'-0- 17 15'-10- 25 IT-8- 25 1T-1" 25 12'-8" 39 15'-7" 32 4'-0- 65 123 18'-11' 17 21'-2' 17 20'-6" 17 15'-5' 26 17'-3" 26 16'-8" 26 12'-5" 41 15'-2" 41 4'-0' 69 130 1T-11' 20 20'-0" 20 19'-4" 20 13'-4" 35 16'-5" 29 15'-10" 29 11'-9" 45 13'-2" 012'-9-45 45 4'-0' 77 140- 1 16--8" 23 18'-8" 23 1&-0" 23 12'-6" 40 15'-2" 34 13'-6' 40 11'-9" 45 13'-2". 45 4'-0- 140- 2 16'-8" 23 18%8" 23 18'-0" 23 12'-6" 40 IS-2" 34 13'-6" 40 10'-10" 53 12'-2" 53 4--0" 89150 15'-8' 26 1T-6" 26 16'-11" 26 11'-8" 46 13'-0' 46 12'-7" 46 9'-7" 68 11'-5" 60 T-11" 102 Wind Open Structures Mono -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1& 2 s anload• 3 s anlload• 4 s nlload'oad' 3 s anload' 4 s anlload' 1& 2 s anlload' 3 s anlload' 4 s an/load• Cantilever 100 20'-8' 13 23'-2" 13 22'-4` 1320 18'-6" 20 1T-10" 20 15'-5' 23 1T-3" 23 16'-8' 23 4'-0" 45. 110 20'1" 14 22'-6` 14 21'-9' 1421 18'-0' 21 17'-5- 21 IT-1" 32 15'-11" 27 15'-4' 27 4'-0' 55 120 18'-2" 17 20'4" 17 19'-8" 1730 P12--6- 16'- 6" 25 15'-11" M 1T O" 39 IS-3" 39 12'-9' 39 4'-0' 65 123 17'-9" 17 19'-10" 17 19'-2" 1732 16'-2" 26 15'-7" 26 11'-7" 41 12'-11" 41 12'-6" 41 4'-0' 69 130 16'-9" 20 18'-9" 20 16'-1" 2035 15'-4" 29 13'-6" 35 11'-0" 45 12'-4" 45 11'-it' 45 4'-0' 77 1401 15'-7' 23 1T-5" 23 16'-10' 2340 13'-1' 40 12'-8" 40 11'-0' 45 12'-4" 45 11'-11' 45 3'11" 89 15'- 7" 23 17%5" 23 16'-10" 2340 13'-1" 40 12'-8" 40 9'-7" 59 11'4' 53 10'-11' 53 IS-1 1- 89 IT- 2— 32- 32- 16'4'-- 26- 15'=10" 26--10'-11' 46- AT-2"-- 46--'11'-9" 40- 8'A 1' _ 68- 10'-B' _ Fi0- 1u'4' 60 3'=8'- 102 WindP20-- 11- an Structures Mono-Slo ed Roof Screen Rooms 8 Attached Covers Glass & Modular Rooms Enclosed Overhang Zone2 MPHload• 3 s anlload' 4 s an/load• 1& 2 s anload• 3 span/ load' 4 span/ load' 1& 2 s anlload' 3 s an/load• 4 s an/load' Cantilever 100 13 26'-8" 13 25'-9" 13 19'-l' 20 21'4" 20 20'-7" 20 1T-9" 23 19'-10" 110 14...25--11- 14. 25'-1" 14 18'-7" 21 20'-9 21 20'-1" 21 16'-5" 27 18'-4" 27 17'-9" 27 4'-0' 55 120 17 23'-5" 17 22'-8" 17 17'-0' 25 19'-1" 25 18'-5" 25 15'-1" 32 16'-10" 32 16'-3' 32 4'-0' 65 123 17 22'-10" 17 22'-1" 17 16'-B 26 18'-7" 26 1T-11" 26 134- 41 16'-5' 34 15'-10" 34 4'-0' 69 130 20 21'-7- 20 20'-10" 20 15'-10- 29 1T-8" 29 17'-1' 12'8' 45 15'5' 38 13'-9' 45 4'-0" 77 140- 1" 23 20'-1' 23 19'-5' 23 13'-6" 40 16'4" 34 15'-9" 34 12'-8" 45 15'-5' 38 13'-9" 45 4'-0" 89 140- 2 23 20'-l" 23 19'-5" 23 13'-6" 40 16'4" 34 15'-9' 34 11'-8' 53 13'-1" 53 12'-8" 53 4'-0" 89 150 16'-10' 26 18'-10' 26 18'-3r 26 12'-7" 46 15'-3" 39 13'-7' 46 10'-11" 60 12'4" 60 it'-11" 60 4'-0' 102 Note: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel Wind Open Structures Mono-Slo ed Roof Screen Rooms 8 Attached Covers Glass 8 Modular RoomsEnclosed Overhang Zone MPH 1& 2 s an/load• 3 s anload' 4 s anlload• 182 s an/load• 3 s anlload' 4 s anlload' s anlload'load' 1& 2N61 4 span/ load• Cantilever 100 20'-8" 13 23'-1" 13 22'-4" 13 16'-6" - 20 18'-5' 20 iT-10" 20 15'-5" 2323 16'-7' 23 4'-0" 45 110 27-1' 14 22'-5' 14 21'-B' 14 16'-1'.. 21 18'-0' 21 1T-5" 21 13'-1' 32" 27 15'4' 27 4'-0' S5 120 18' 17 19'-8' 17 13'-6' 30 16'-6" 25 15'-11" 25 11'-10" 39 39 12'-9' 39 4'-0" 65 123 17'-8" 17 19'-9' 17 19'-1' 17 13'-2' 32 i6'-1' 26 15'-T. 26 11'-T 41" 4'-0" 69 16'- 9' 20 18'-8' 20 18'-1' 20 17-6" 35 15'4' 29 13'-6" 35 11'-0` 45 45 11'-11' 45 4'-0' 77 140- 1 15'-T 23 1T-5' 23 16'-10' 23 11'-8' 40 13'-i" 40 12'-7' 40 11'-0' 45 45 11'-11' 45 T-11` 89 140- 2 15'-7' 23 1T-5' 23 16'-10' 23 11'-8' 40 IT-1` 40 12'-7" 40 9'-7" 59 53 10'-11' S3 T-11' 89 146 12%2" 46 11'-9' 46 8'-11' 68 60 10'4' 60 T-8' 102 Wind Open Structures Mono -Sloped oofl Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1& 2 s an/load' 3 s anlload' 4 s aMoad' 1& 2 s aMoad• 34 d' s an/load" 1& 2 s an/load' 3 s an/load' 4 s anload• Cantilever 20 20'-11' 20' 2" 110 23'-7' 14 26'-4" 14 25-6'14 18'-11" 21 21 29-5' 21 16'-8" 27 18'-B" 27 18'-0" 27- 4'-0" 55 12021'- 4" 17 23-10" 17 23-0` 17 17'4- 2525 18'-9" 25 15'4' 32 17'-l' 32 16'-6' 32 4'-0" 65 123 20'-9' 17 23'-3" 17 22'-5" 17 16'-11" 26 Ispan.t 2618'-3' 26 13'-7' 41 16'-8" 34 16'-l' 34 4'-0" 69 130 19'-7" 20 21'-11" 20 21'-2' 20 16'-7' 29 29 17'-4" 29 12'-11' 45 15'-.8" 38 15'-2" 38 4'-0" 77 140- 1 18'-3" 23 20'-5' 2323 13'B' 4034 16'-1" 34 12'-11' 45 15'-8" 38 15'-2" 38 4'-0" 89 140- 2. 18'-3' 23 20'-5" 23 19'-9" 23 13'-8" 4034 16--1" 34 11--11' 53 13'4" 53 1Z-10" 53 4'-0' 89150 17'-2" 26 19'-2" 26 18'-6" 26 12'-9" 46 11-639 13'-10" 46 11'-2" 60 12'-6' 60 12'-1' S1 4'-0" 102 Wind Open Structures Mono -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms EncloM rhang Zone rMPH 1& 2 s anlload' 3 sp. nload' 4 s anlload' 1& 2 span/ load' 3 s anlload• 4 s anlload" 1& 2 s anlload" 3 span/ load' 4ntilever s anllo Y00 - 22'-8' 13 25'4' 13 24'-6" 13 16'-1' 20 20'-3" 20 19'-T 20 16'-11' .23 78'-11' 23 18'-3' 0' 4511u 22'-0" 14 24'-8" 14 23'-10" 14 1T-8' 21 19'-9- 21 19'-1" 21 15'-7" 27 17'-5' 27 16'-10'0- 55120 19'-11" 17 22'-3" 17 2_6"17 16'-2" 251B'-l" 25 17'-6' 25 12'-11` 39 16'-0' 32 15% 0" 6523 19' S' 17 21'-8" 17 20'_11" 17 15'-10"- 2617_8' 26 1T-1' 26 12'-8" 41 15'-T 34 t 15'-1' 0" ''69130 18'-4" 20 20'-6" 20 19%10"' 20 15'-0" 29 16'-10" 29 16-3"2912'-1" 45 13'-6` 45 13'-0" 0' 77140-1- 1T-1" 23 19'-1" 23 18'-5" 23 12'-10" 4015'-6" 34 15'-0" 34 12--1" 45 13'-6" 45 13'-0' 0" 8917'-l" 23 19'-1" 23 18'-5" 23 12'-10' 4015'-6" 34 15"3411'-i" 53 12'"312'-0"0' 8995dt' 16'-0"' 26- 17'-71"_ 26__17'4'- 26-11'-11"- 46-13'-4'- 46- i7-11' 46 70'-5' 60- 11'-8' - 60 11'4'-0'- 102 Wind O en Structures Mono-Slo ed Roo Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1& 2 s anload• 3 s anlload' 4 s anlload' 1& 2 s an/load• 3 span/ load' 4 s an/load• 182 span/ load' 3 s anfload" 4 s anlload' Cantilever 100 26'-2" 13 29'-3" 13 28'-3" 13 20'-10' 20 23'-4' 20 22'-T 20 19'-6" 23 21'-9' 23 21'-0' 23 4'-0" 45 110 25'-5" 14 28'-5` 14 2T-5" 14 20'4' 21 22'-9" 21 22'-0- 21 17'-11' 27 20'-l" 27 19'-5" 27 120 22'-11" 17 25'-8"1724'-10'17 18'-8' 25 20'-10" 25 20'-2" 25 16'-6" 32 18'-5' 32 1T-10" 32 123 22'-4" 17 25'-0" 17 18'-3' 26 20'-5' 26 19'-8' 26 16'-1" 34 1T-11' 34 17'-4' 34 4'-0" 69 130 21'-2' 20 23'-8" 20 1T4" 29 19'-5" 29 18'-9' 29 15'-2" 38 16'-11" 38 164" 38 4'-0' 77 140- 1 19'-8" 23 21'-11' M2323 16'-0' 34 1T-11' 34 1T-3' 34 15'-2" 38 16'-11" 38 16'4' 38 4'-0- 89 140- 2 19''12316'-0" 34 1T-11" 3417'3" 34 12'-10' 53 15'-9" 44 15'150 18'-6' 26 20'-8" 26 13'-9' 46 16'-8' 39 16'-2' 39 12'-1" 60 13'-6' 60 13'-0" 60 4'-0' 102 Note: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel d O za 73 OW C as E2 U C) zcv i 73 O W C Q YYZQ O m y o < o° LL mw za 30 o oaJ O l- cl1 Z W o I O j n Zr 0 F i 0 0) W W fnZOa w W — W_j 0Z = W a. fn < Q v(L i W i— a W U) o N ' LLIJ0 Ocro oLL U H° dZ u Z cno< 0 0 Wto Z U ~ o QW p J Q LL Q o- N 0 n it Z N <D D J C Z LL W LL LLl ' m E. W2m4iw a w O W n J EL0 r > 0 d Z) oloa W Uj < L co m . O U ) O m Z O o L L Q. W m W m Z J ~ ZZ w O / w / W xa L OUSHEET Q Wto1 OG W08- 12-2010 OF 12 t O Z0 0 N a O c Z zW W WZ_ 0 ZWr Z z.00" T A = 0.434 in.' 2.00" A = 0.776 in? o 0.040" o Ix = 0:234 in' Ix = 1-.953 in. 4 Sx = 0.240 in' 6005 - T5 0.046" o Sx = 0.977 in? 6005 - T5 2" x 2" x 0.040" HOLLOW SECTION SCALE 2" = T-0" STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.0 TOP AND BOTTOM OF EACH BEAM T2.00"* 2" 4" 0.046" I x x x 0. 115" SELF MATING SECTION 0.045' A = 0.538 in? o SCALE 2" =.1'-0" oq Ix = 0.642 in' Sx= 0.428 in.' 6005 - T5 2.00" I 2" x 3" x 0.045" HOLLOW SECTION SCALE 2" = 1'-0" A = 0.964 in? b Ix = 3.688 in. ° 2.00" * 0.050"-,'Sx = 1.475 in? T6005 T5 0.060" o A = 0.768 in.' o Ix = 0.530 in.° cl) Sx = in.' STITCH W/ (1) #1ox3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM 6005 - T56-T5 OF EACH BEAM 2" x 3" ,x 0.060'`- HOLLOW SECTION 2" x 5" x 0.050" x 0.135" SCALE 2 'r-o4,. SELF MATING SECTION SCALE 2" = T-0" 2.00" 2.00" I I 0.050" o A = 0.697 in? Ix = 1.428 in.° Sx = 0.714 in? A = 1.098 in? 6005 - T5 0.050" Ix = 5.938 in. ' 2" x 4" x 0.050" HOLLOW SECTION Sx = 1.979 in.' SCALE 2" = T-0" 6005 - T5 3.00" STITCH W/ (1) #10x314" S.D.S. HEX HEAD @ 24" O.C. A = 0.552 in? TOP AND BOTTOM OF EACH BEAM 0.045" o Ix = 0.342 in' 2"x 6" x 0.050" x 0.135" Sx = 0.342 in? SELF MATING SECTION6005-T5 SCALE 2" = T-0" 3 x 2" x 0.045" HOLLOW SECTION 2.02" 2.00" - 0.06" o o A = 1.277 in? A = 0.954 in? 0.060" Ix = 6.873 in. ° Ix = 2.987 in' Sx = 2.534 in' Sx= 1.195 in.' 6005 - T5 6005 - T5 2" x 5" x 0.062" HOLLOW SECTION SCALE 2" = 1'-0" STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 7" x 0.057" x 0.135" SELF MATING SECTION SCALE 2" = 1'-0" 2.00" 0.072" o o A = 1.855 in.' Ix = 16.622 in' Sx = 4.156 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD@ 24- O.C. ' TOP AND BOTTOM OF EACH BEAM 2 x 8" x 0.072" x 0.240" SELF MATING SECTION SCALE 2" = 1'-0" 2.00" 0.072" o of A = 1.999 in? Ix = 22.116 in° Sx=4.915in' 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.072" x 0.239" SELF MATING SECTION. SCALE 2" = T-0" 2.00" I 0.082" o ai A=2.398ie Ix =27223 in' Sx = 6.050 in' 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.082" x 0.321" SELF MATING SECTION SCALE 2" = 1'-0" 2.0D" 0 3 C u, z o 0.090" o w a A=3.023in' Ix = 42.466 in' z Q m Sx = 8.493 in? ti 6005 - TS m STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM . 2" x 10" x 0.092".x 0.389" SELF MATING SECTION SCALE 2" = T-0" Q M Z WQ 0 Z U W 7(n fAZ10W W 0 W 0- O.Z 2 0 Wof HAIL co C) M W _ z H W c7 ?_ fn WLL Z ob Z < k = tA' 0 Q u W W W X O U O o J Q W Q 0 z V w ( O 1Lo 9w (O z .-. ( n Town & Country 6005 Indicator Mark z 4$ z N Instructions For Permit Purposes) w J O LL W m To: Plans Examiners and Building Inspectors, w W 6 5 x o These alloy indentification marks have been provided to W - d W O_a n contractors and yourself for permitting purposes. The details below d o illustrate the alloy indentification marks and the location of such marks. of C o q Thesealloymarksareusedsolelyforour6005extrusions. It is C U M ultimately the contractors responsibility that they receive and use only w 0) Z) o a 6005 alloy shapes when using this engineering. We are providing this a- m h N t document to simplify the indent cation of our 6005 alloy materials to 0 W as o be used in conjuction with our 6005 engineering. ¢ + m 0 ID u) U 0 c A separate signed and sealed document from Town 8 Country 0 o will be provided to our pre -approved contractors once the materials are N; m purchased. D J m'. HTCI 6005 SELF -MATING ALLOY INDICATOR TCI 6005 HOLLOW CATOR 08- 12-2010 1 OF 6 o, LLa0 dX 0o z Q it o 8g z Ow w oaN W zzz wz m w ui M w wd. Iu V) 0 5 o LL 0w z a 0 O rn O z a z m w O k Q: 0 O w u. o ~ N 0 CL 1 O COO zPluiccw ET z 0 zw11 z z zwm12 0 t i e .. ...,. m --- i 0 ygla