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HomeMy WebLinkAbout209 W 25 St Screened carportPERMIT ADDRESS c CONTRACTOR COS pa,m ICJ ADDRESS PHONE NUMBER PROPERTY OWNER _ (--,L c ADDRESS a PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # Z L Ao a O DATE D & - o? J . / / PERMIT DESCRIPTION / ,5- 3 PERMIT VALUATION 7 0 1 SQUARE FOOTAGE Y"SD n O d M S" U V lzice? — r RECEIVE D 0#006 D ce r CITY OF SANFORDJUNO O BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / ` Documented Construction Value: $ f 6 yS- as Job Address: 2 0 9 P_ 2 S2 4 Sf. Historic District: Yes No Parcel ID: 0/- 20 - 30 - SOaf - O/DO - O0 9G Zoning: Description of Work: /S' X 3 o ' C,9PP00- Plan Review Contact Person: T/r 9 tnc m4Ay,1 Title: Phone: g07-3Z3- 6o/0 Fax: 407-32-3- 60/ E-mail: CegfA 1410plinIa'1(4)4ol•co"4 Property Owner Information Name 0 9 0C O A-1-G Phone: qO 7- 3 Street: 20 Y' t 2-,5t3 1S f. Resident of property? City, State Zip: 51;n L0 F/, 3ZZ23 Contractor Information Name Cenfa,4/ 4/vtnmvn laOeo lf&yce LLC, Phone: 407- 3z3- 6d/0 Street: 701 CoMW q 1/ 0 d, Fax: Lk 7 3 z3 City, State Zip: .29,iQa F! 327%3 State License No.: _5 CG056955 54 Architect/Engineer Information Name: 4 tlAen c c. 8e171 e f L Street: 100.13c,)e 2go036 , City, St, Zip: Pnp_.f 4 ryc-- /_/- .3.z! zq Bonding Company: Address: Building Permit Square Footage: No. of Dwelling Units: Electrical New Service - No. of AMPS: Phone: 3Fr6- 76i- ', 77Y Fax: 38' - 762 - 6 3-S6 E-mail: Mortgage Lender: Address: PERMIT INFORMATION Construction Type: Flood Zone: Mechanical (Duct layout required for new systems) a3 OJ r - W No. of Stories: Plumbing New Construction - No. of Fixtures: Fire Sprinkler/Alarm No. of heads: J 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 reserveAhe right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the execute contract is submitted, credit will be applied to your permit fees when the permit is released. c Signs of er/Agent Date gnatureofCon for/Agent Date 4ym (3 e et4 e T/? #7CA7411c,; l Print er/Agent's Name Pr__intt %Contractor/Agent's Name 13- ;Loll A,t,oa l 1Gt'Vtib cbl — 1 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date LISA CHAMBERLAIN NOTARY PUBLIC STATE OF FLORIDA Comm# DD955054 Expires 1/25/2014 Owner/Agent is Personally Known to Me or Produced ID Type of ID DL APPROVALS: ZONING: COMMENTS: LISA CHAMBERLAIN NOTARY PUBLIC STATE OF FLORIDA Coma[# DD955M I 14 Contractor/Agent is Personally Known to Me or Produced ID Type of ID UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: 4 !! Rev 11.08 RECE IVED D JUN A G N11 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ Y,6 97 • `'° Job Address: 209 P, 2 St-- SA Historic District: Yes No Parcel ID: 0/- 2-0 ' _3O S Oc/- 0/00 - 0096 Zoning: Description of Work: /S' X 3o' Cq po41- Plan Review Contact Person: T1r 7 Title: Phone: go7-3Z3- G10 Fax: 407-3Z3-- E0/' E-mail: Cegf 1)-141y14m,11l(,2_)4o1,Can't Property Owner Information Name Q 9 UC 0 4.1-G Phone: q67 - 3 22 - g,9/5' Street: 26, `f w zS tJ Sf. Resident of property? City, State Zip: S't'gn 61'd P-/• 3Z723 ` Contractor Information Name (fen-/Z.4/ 41A)miiieA SaPe4 Se2dre,? LLC- Phone: 407 3Z3- 6'dl0 Street: %0 / ConnWP 1/ R d . Fax: 4, T 3 z3 6a/ fr City, State Zip:. JQA.(o z J Ff .3-2-273 State License No.: SCG O.S6 r% J ArchitectlEngineer Information Name: L4 &1ken c. c. 8e174 P / f Phone: 3 -C- 76i - '1714 Street: p 0.13&)e 2110036 , 0% Fax: 3J-- 762- 65s6 City, St, Zip: pcp+ Oa nye r F/- 32.1 zq E-mail: Bonding Company: Address: Building Permit Square Footage: No. of Dwelling Units: Electrical New Service — No. of AMPS: Mortgage Lender: Address: PERMIT INFORMATION Construction Type: Flood Zone: Plumbing No. of Stories: New Construction - No. of Fixtures: Mechanical 11 (Duct layout required for new systems) Fire Sprinkler/Alarm 0 No. of heads: 4iv\ '9f 1 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 execute contract is submitted, credit will be applied to your permit fees when the permit is released. f, c 1S 7 y- / 3 - -Zo// Signahu of er/Agent AignatureofCon for/Agent Date Print wner/Agent's Name Print Contractor/Agent's Name J5- 13` a-o11 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date LISA CHAMBERLAIN NOTARY PUBLIC STATE OF FLORIDA Comm# DD955054 Expires 1/25/2014 Owner/Agent is Personally Known to Me or Produced ID Type of ID 11_ APPROVALS: ZONING: COMMENTS: Rev 11.08 LISA CHAMBERLAIN NOTARY PUBLIC STATE OF FLORIDA Comm# DD955064 EXP!r%4&512014 Contractor/Agent is Personally Known to Me or Produced ID Type of ID UTILITIES: '/4 6 •% • (1 WASTE WATER: ENGINEE 6 s FIRE: BUILDING: Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 Personal Property Please Select Account Pik. Dnv,D JOHNSoN. CFA, ASA PROPERTY APPRAISER3. SEMINOLE COUNTY FL.Z. 1101 E. FIRST SAN FORD, FL32771-1468 4o7-fibs-7so6 D000 w 2 3_= y`' 2.A ' "ozoo- ozaa- VALUE SUMMARY VALUES 2011 2010 Working Certified GENERAL Value Method Cost/Market Cost/Market Parcel Id: 01-20-30-504-0100-0090 Number of Buildings 1 1 Owner: BEVCO LLC Depreciated Bldg Value 52,896 52,896 Mailing Address: 209 W 25TH ST Depreciated EXFT Value 2,013 2,013 City,State,ZipCode: SANFORD FL 32771 Land Value (Market) 83,700 104,625 Property Address: 209 25TH ST W SANFORD 32773 Land Value Ag 0 0 Facility Name: Just/Market Value 138,609 159,534 Tax District: S1-SANFORD Portablity Adj 0 0Exemptions: Save Our Homes Adj 0 0Dor: 48-WAREHOUSE-DISTR & ST Amendment 1 Adj 0 0 Assessed Value (SOH) 138,609 159,534 Tax Estimator 2011 TAXABLE VALUE WORKING ESTIMATE Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 138,609 0 138,609 Amendment f adjustment is not applicable to school assessment) Schools 138,609 0 138,609 City Sanford 138,609 0 138,609 SJWM(Saint Johns Water Management) 138,609 0 138,609 County Bonds 1$138,609 0 138,609 The taxable values and taxes are calculated using the current years working values and the prior years approved millage rates. SALES 2010 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp Qualified WARRANTY DEED 10/2005 05936 0593 $100 Improved No 2010 Tax Bill Amount: 3,205 WARRANTY DEED 10/2005 06936 0592 $100 Improved No 2010 Certified Taxable Value and Taxes DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS Find Sales within this DOR Code LEGAL DESCRIPTION LAND Land Assess Method Frontage Depth Land Units Unit Price Land Value PLATS: Pick... SQUARE FEET 0 0 20,925 4.00 $83,700 LEG LOT 9 (LESS RD) +ALL LOTS 10+ 11 BLK 1 DREAMWOLD PB 4 PG 30 BUILDING INFORMATION Bid Num Bid Class Year BR Fixtures Gross SF Stories Ext Wall Bid Value Est. Cost New Building 1 STEEUPRE ENG 1960 2 4,410 1Sketch METAL PREFINISHED $52,896 $132,241 Subsection I Sqft CANOPY / 76 Subsection I Sgft CANOPY / 84 Subsection / Sgft OPEN PORCH FINISHED / 350 Permits EXTRA FEATURE Description Year BR Units EXFT Value Est. Cost New COMMERCIAL ASPHALT DR 2 IN 1979 2,538 $924 $2,310 COMMERCIAL CONCRETE DR 4 IN 1979 1,044 $890 $2,224 WALKS CONC COMM 1979 150 $199 $497 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. Ifyou recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http:// www. scpafl.org/web/re_web.seminole_County_titte?parcel=01203 050401000090&c... 5/ 13/2011 PROPOSAL Central Aluminum SCREEN SERVICE LLC 701 Cornwall *Sanford, Florida 32773 407) 323-6010 a (386) 775-4751 Serving Central Florida for over 25 yearsAF POOL ENCLOSURES •PATIO ROOMS •CARPORTS -AWNINGS •VINYL WINDOWS 0 141 LIC# SCC056754 Date 5 J_Z_&d R'Estimate Customer _119 P- A k L %e o lv PP j ilS1141531o,I S Lot El Order Mailing Address 20'- 41 5 '2-5 t-- 5r Blk. Job Address 519 0,101 Sub. Phone 14617-3z2-g-411ty Work Job Description Amount SCREEN Install Pool Enclosure Aluminum Mesh .......... Roof Style Roof Box Beams Color .......... Fiberglass Screen 2 x 2 Purlins ROOF Enamal Walls Posts, 2 x 2 Chairail, Doors Color .......... 3o iy ' 3" Cc;m P6_5 Rcv DOORS 3e) x't 100.5 t /0 CtSncr e I.S. Swing ...... O.S.Swing ...... 3o' SPLASH Size........... Color .......... POST Size........... BEAM Size ........... 30' x rS' Clom Srt 5?3oo. Color .......... ca Rao GUTTER pbyt _ o Color .......... ,, Total Y 617 J - Size........... Downspout ..... Less Down Payment Color .I........ BALANCE PAYABLE UPON COMPLETION UNLESS OTHERWISE SPECIFIED Pe propos2 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 workmarift manner according Authorized to standard practices. Any alteration or deviation from above specifications Involving extra costs will be Signature t executed only upon written orders, and will become an extra charge over and above the estimate. All agreements conligent upon strikes, accidents, or delays beyond our control. owner to carry fire, tornado, Note: This proposal may be and other necessary insurance. Our workers are fully covered by Workman's Compensation Insurance. withdrawn by us d not accepted within days tte t?znte II1 iII IISttI —The above aces, s ecifications, 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 / mew Signature nor 0,eI: 3-7i3 Permit No. Tax Folio No. oo {C NOTICE OF COMMENCEMENT State of Florida County of Seminole 0toll AIII an11111111101111111fIMRI1111AKim 11111 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 07580 Pq 0915; Qpgi CLERKIS #1 2011058737 RECORDED 06/03/2- 011 09:23:54AN RECORDING FEES 10.00 RECORDED BY T Saith 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. 1. Description of property: ( legal description of the property, and street address if available) f Q .2 5 J S 4 1=1n/: , d/)- /-0 - q a- A/l A is /0t /r & - / O!,-xRAwo/d PA i Air 36 2. General description of improvement: O ' A r OA- t 3. Owner information: Name: 6e,r .r--) LAC Address: ZO q 1,; 2. 5' /' ,5'f 57,4A {•-car,{ F'_ _3 Z 7 73 b. Interest in property: c. Name and address of fee simple titleholder (if other than owner): Name: V/A Address: 4. Contractor Name: CC, 7 fA,4,1 41LIMMV,01 I-ZC Phone number: j/0 7 --3 23 ,. /C / c. Address: 20f Cc C A S',q,7 f,2 d Fi 32 7N3 S. Surety Name Address: b. Amount of bond: $ 4'/-1 6. Lender: Name: Address: b. Lender's phone number: /1'%1 Ta. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713. 13(1)(a)7., Florida Statutes: Name: Address: 8.a. In addition to himself or herself, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. b. Phone number of person or entity designated by owner: Its X- 9. Expiration date of notice of commencement (the expiration date is 1 year from the 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 1, SECTION 713.13, FLORIDA STATUTES, AND CAN 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, CO SULT WITH YOUR LENDER OR N ATT i IE BE E OMMENCING WORK OR RECORDIN YOU N ICE OF 4-- Signature ENT. 1 Signature o Owner or Owner's Authorized O cer/Director/Partner/Manager Signatory's itle/Office The foregoing instrument was acknowledged before me this 13 day of M r (year) , by (name of person) as (type of authority, ... e.g. officer, trustee, attorney in fact) for (name of party on behalf 9.1SAh Ai,1sB ERIAINwas executed) . NOTARY PUBLIC a 11kUn" 0 tC1. V1 (SEAL) STATE OF FLORIDA Signature of Notary Public Comm# DD955064 Personally Known OR Produced Identification pe o41WK,?AA(?C9W1%uced Verification purs it7jtrnuo on 25, Florida Statutes: Under penalties of perjury, I declare that I have reaAg t8r itig l*d that MARYAN the facts s t n be of my knowledge and belief. MORSE ft MOLEMPY. CUIT COURT Signature ofNatural Person Sig ' g Above FLORIDA Rev. date 3/2008 iTY JUNU52011 46 Central Aluminum SCREEN SERVICE 701 Cornwall • Sanford, Florida 32773 9M 407) 323.6010 • (386) 775-4E751 AA ASso License Numbers RK400221M and SC-CO56754 0'1 _ Oe5i5aeJ 7/ 7 rrL r''.ahp„ FOR t veoL j ADDRESS 2e 2 Sf JOB# PORCH POOL 0DOORS COLOR SCREEN CUSTOMER GUTTER & ACC. ROOF ANGLE K/P COLOR X BRACING CABLE BENNETT ENGINEERING rl 4 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 2W7 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Pan IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Pan 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 10 withstand wind velocity Wads, 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. 034927 and a copy of his letter of review and statement no financial interest is available upon request. A copy of Brian Stirtings' leper is posted on my web site, www lebpe.tom. 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 within six months of becoming a client and bi-annually 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 shag 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 6 Free- Standing Coven and Utility Sheds. SHEET 2: Design Checklist for Attached 6 Free-Slanding Coven d UIGty Sheds, General Notes and Specifications, Design Statement, and Site Exposure Evaluation Form. SHEET 3: Elevation, plan views , & sections of carports and utility sheds and wan uplift example. SHEET 4: Termite shield Detail, side and end views of single bay & double bay carpool forth wall frames, end'and side views of gable tarpons. SHEETS: OSB Sheafing Specifications SHEET 6: Knee brace to post details, double beam to post connection detail, and alternate 41h wall beam connection detail. SHEET 7: Beam and post connection details, ribbon looting detail, dowel detail, and tube column base schematic. SHEET 8: Slab -fooling details, utility shed elevations views, pan wall connection detail, allowable beam splice locations d 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. SHEET 9C: Tables showing allowable spans 6 heights for panels and stud spacing. SHEET tOA: Solid roof panel products - General Notes d Specifications, Design StatemenL design load tables, and gutter to roof details. SHEET 10B: Roof connection details. SHEET 10C: Roof connection details, valley connection elevation, plan 3 section views, pan 3 compostile panels to wood frame details, super 0 extnided gutter to pan roof details. SHEET tOD: Roof to panel details, gutter to beam detail, pan fascia 3 gutter end cap water relief detail, beam connection to fascia details, pan roof aehorfng 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 Wads for riser panels. SHEET 10G: Manufacturer specific design panel. SHEET tOH: Manufacturer spec design panel. SHEET 11: Die shapes 8 propemes. SHEET 12: Fasteners - General notes 8 specifications, Design statement, and allowable loads tables. LEGEND This engineering is a portion of the Aluminum Structures Design Manual ('ASDM') developed and awned by Benner 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 stale of Florida 10 build the structures entornpassed 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 3'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; I.S. Will only use the ASDM in accord wilh 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. Understands that the ASDM is protected by the federal Copyright Act and that fuller distribution of the ASDM to any third party (other than a local building department as part of any Contractors awn work) would constitute infringement of Bennen Engineering Group's copyright; and 1.7. Contractor is splay 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 Contractors requirements; or (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennetrs entire liability, it any, for any daim(s) for damages relating to Contractors use of the ASDM, which are made against Bennet, whether based in contract, negligence. or otherwise, shag be limited to the amount paid by Contractor for the ASDM. In no event will Bennet be liable for any consequential, exemplary, i ncidental, Indirect, or special damages, arising from or In any way related to, Contractoes use of the ASDM, even it Bennet has been advised of the possibility of such damages. 4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action Draught against Bennet, 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 anomeys' fees, the the extent that such action is based upon, or in any way related to, Contractors use of the ASDM. CONTRACTOR NAME: CONTRACTOR LICENSE NUMBE -SCE/ OS 6 % 5 COURSE NUMBER 0002299 ATTENDANCE DATE IF -/r4 20/ri CONTRACTOR 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 a. Permit card 8 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 a. Slruclure's length, projection, plan 8 height as shown on the plans. b. Beam sizes, span, spacing 8 stitching screws (if required). c. Purlin sizes, span d spacing. . . .... ... . d. Upright sizes, height, spacing d stitching screws (it required) e. Chair rail sizes, length 8 spacing. .. . . . . . . . . . . . . f. Knee braces are property installed (if required) g. Roof panel sizes, length 8 thickness . 3. Check load bearing uprights / walls to deck for: Yes a. Angle bracket size d thickness b. Correct number, size d 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 a. Receiver bracket, angle or receiving channel size d thickness . b. Number, size S 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 8 thickness of fasteners. . . . .. . . . . . . . . . . . . .. C Post to beam attachments to slab . S. Check roof panel system for. Yes a. Receiver bracket, angle or receiving channel sae & thickness . . . . . . b. Sae, number d 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 d Country 6005 Indicator Mark Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, No No No No No These alloy Indentification marks have Deer presided to contractors and yourself for permitting purposes. The details below illustrate the alloy indenfificalion marks and the location of such marks. These alloy marks are used solely for our 60M 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 indenbficallon of our 60D5 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 60D5 SELF -MATING THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON THE LOAD REOUIREMENTS FOR THE FLORIDA BUILDING CODE 2007 EDITION W/2009 SUPPLEMENTS. JOB NAME: fb01LCCL- Q-Q4?V1&(A, ADDRESS: ;too Cyr Z6- DRAWING FOR ONE PERMIT ONLY J aU) Z W Q J W Z L) Z _0 520to:: U) Z 0 f— C) Z U)QU) W 0 W I—} H L) IXU)F_-< WW WJU)U) LU -J Z a'W0Z e Z < Z U)OQ2 LU C) J Z Q W t7 J Q Q m0 N. WCOt> t9z 0 in C O LL 0 N SEAL SHEET 1 08-12-2010 OF 12 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 Pan 1-A b II -A and ASCE 7-05: Exposure 'B'>r or 'C'_ or 'D' Freestanding carports with mono -sloped roofs: Negative I P.C. 0 00 for open structures, I = 0.87 for 100 mph and 0.77 for 110 mph and higher. Attached covers fonh wall structures and freestanding gabled roof tarpons; Negative I P C 0.18 for enclosed structures; I = 10 for all wind zones. Roof live load 10 or 30 PSF or Lab MPH for 3 second wind gust velocity load; Basic Wind Pressure Base design pressures are PSF for Roofs and D PSF for walls. Notes: Wind velocity zone and exposure category are determined by local code. 'Enclosed' refers to attached covers 8 'open' refers to free standing mono -sloped covers Pressures & Conversions multipliers are on this page. If. Host Structure Adequacy Statement: I have inspected and verity that the host structure is in good repair and attachments made to the structure Will be solid. T1017044.1 0. Yl CM091W11 Phone: rF09 3Z3 rdy/G orized Rep' Name (please print) Cont qpL,- Dale tv13 -20(/ Ira honed Rep' Signature I(lr42RP2 rI 8eeje2L a :;09 IV xis k S>L Job Name A Address Must have attended Engineers 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 3 address on plans . . . . . . . . . . . . . . B. Site plan or survey With enclosure location . . . . . . . . . . . . . . . . . . . 'L C. Contractors / Designers name, address, phone number, flu signature on plans . . . . r-0, - 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 6 heights . . . . ... . 3. Beam location (show in plan 3 elevation view) 6 size . . . . . . . . . . . . . JL Select beams from appropriate 2.1 series tables) 4. Upright location (show in plan 6 elevation view) 3 size . . . . . . . we Select uprights from appropriate 2.2 series tables) Check Table 2.3 for minimum post size) 5. Knee braces length, location. d size . . .. . . . . . . . . . . . . . Check Table 2.3 for knee brace size) IV. Highlight details from Aluminum Structures Design Manual: Yes No A. Beam 8 purtin tables w/ sizes, thickness, spacing, 3 spans / lengths, Tables 2A.1. 2.1.2 and/or 2.1.3) Beam allowable span conversions from 120 MPH wind zone. W Exposure to MPH wind zone andlor'C' Exposure for load width_ Look up span on 120 MPH table and apply the following formula:. SPAN REQUIRED - 1 F_ REQUIRED SPAN NEEDED IN TABLE bord)= L_ Exposure Multiplier " Yes No B. Upright sizes, thickness, spacing, 6 heights I lengths (Tables 2.2.1 6 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 _fl.' x 0 71 = _ C. Table 2.3 w/ beam, upright, & knee braces combination, type, 3 size of anchors D. Connection details to be used such as: 1. Carport / cover plan view d section (Example page •1 3 2) . • . . ' 2. Fouts wall or mobile home connection didii6 . • • • • . • . • - 3. Header to wall I fascia (Section 7) 4. Beam to uprghl,'wiall, tic'anoRtuir beam (ptidiihs) ' • . . ' ' ' - S. Knee braless . . . . . . . . . . . . . . . . . E. Connection to slab / tooting. ' • ' • • • ' ' • F. Foundation detail type 3 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 verity host structure capacity 3. The structures designed using this section shall be limited to a maximum projection of 20' 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 pans. 4. The proposed strurclure must be at leas[ 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 wag construction' This applies to all utility sheds, tarpons, 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 consluction is considered and Allached Structure. The most common 'fourth wall construction' is a post d beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the Iron) wall beam. AN fourth wall frames shall have knee braces on both fourth wall frame and outer wall frame @ each end when attaching to a slab. If post is set in concrete isolated fooling, 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 lounh wall' is NOT required.Manufaclurers 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 tarpons 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. t. Palio covers or tarpons 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 most 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 coals 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 FWsher. 14. AD fasteners or aluminum parts shall be corrosion resistant, such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coaled or powder coated steel fasteners. Only fasteners that are warantied as corrosion resistant shall be used; Unprotected sleet fasteners shag not be used. 16. 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 Assocfatoh 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.Wbpe.corn 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 0.18. 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 3V; 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 tarpon and patio coven I = 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. Attached coven, fourth wall structures, or freestanding gabled roofs I = 1.0 for all wind zones. All pressures shown in the table below are in PSF (q/SF). All framing components are considered to be 6005-T6 alloy except where noted otherwise. Section 2 Design Loads and Convention Factor Tables for Attached It Freestanding Covers and Utility Sheds i1.t:J iK1J• i!•1 i11.7f, Ci11 L:1J• i Ya'1 ra<>. Cif Li')1 C# Li'! 1:7 f tl, iLliJ i13 ilRr1• Ciil3• t)i fiL C#I Kura C::>• CY> EJ I161ri1LTAilk!EW"1 ULMffl-ki•fyJ,W10CJK:A EJl:>) a rkl i11>• ifs! 4•a1 Ci: 1 E:lLM WAM W.IM Lit iM tit EII" fL lriSJ•itL i3 th&M RUM f43,r7C: LONI NKLMKJKLM iL131 ii m b m MA>L 3MfLLM[:l&in"FinRLJ•" iC1iYJ Will• 1iY31• li: MAN fGb1111111[J t im"EJ RL1lJ i4:i1 umN LUMKam IfLIA 131"" us" fi7J_ Notes. 1 otRoand framrts training membersofcarpo6Palocoven are considered to be the main hams resistance components. To convert the above load: to 'C* exposure use conversion table 2E. 2. Rao[ bads tab not be *as 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 for Table 28 Convention Factors for Section 2 Roof Beam Spans Section 2 Roof Beam Spans for Freestanding Carports' wl Monosloped Roofs for Attached Carports or Gabled Freestanding Carports s....., sin teow wn.A 7..,.. r" ............... .e. From 120 MPH Wind Zone to others: axanaura'ft' Wind Zone NPN Applied Loa FL Deflection to Banding b 160 15. 3 1.01 1.01 Its 1S.6 1Ot 102 120 16.2 1.00 too 123 16.3 100 0.99 130 16.E 0.99 0.9E 140.1 16. 4 0.96 0.94 2 32.4 0.79 0.71 1So 33.1 079 0.70 tart I-MW UWUV t:arprnb with Gelled RObla use Conversion Table 28 Wind Zone MPH) Applied Load WSq• FL) Deflection it) Bending b) 100 16. 6 1.0E 1.13 110 17.7 1.06 1.09 120 21.1 1.o0 100 123 22.2 0.9E 097 130 24.B 095 092 140.1 1 26.7 Mo 0.8E 140.2 30. a91 0.83 tso 1 33. 0 1 0as I 090 Table 2D Conversion Factors for Table 2C Conversion Factors for Section 2 Section 2 Roof Beam Spans for Enclosed Shed Walls for Overhang / Cantilever (All Building Types) From 120 MPH Wlnd tons to others, exposure'B' Fre,n 1zo uvw un..A 7,,,.. r,...ri....• .."....... -a- Wind Zone MPH) Applied Lead MIS . Ft.) Deflection d) Bending b) 100 26. 6 1 01 1.01 Ito 26.E 101 101 120 27.4 too 100 123 26.9 098 0.97 130 32.2 0.95 0.92 140.1 37. 3 0.90 0 66 L10.2 37 3 0.90 0 66 150 1 42. E 1 o e6 I 0.60 Wind Zone MPH) Applied Load e/ Sq. Ft. Denscliom d) Bending lb) too 46. E 1 01 102 110 47.1 101 101 120 43.3 1.00 1.00 123 Soo 0. 9E 097 130 SsA 0695 0.92 140.1 65. 7 090 o as 140.2 65. 7 2. to 0.8E tact 7s.4 OB6 080 tonversion raoezt Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C' d "D" Rml eight' Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Banding Deflection Bending Deflection FMIgin 15, 1.21091 0.94 1.47 083 gas 20' 1.29 0.8E 01 1.54 0.81 097 2S' 134 o. 66 091 1.60 D.79 oes 3. 1.40 • 0 8S 0 89 1 66 0 7B o es use roger mean corn height or nost structure or ertoesure Velues are from ASCE 745 SITE EXPOSURE EVALUATION FORM I I I I QUADRANTI 60o EXPOSURE I . I I QUADRANT IV 1017 I EXPOSURE V. 7 I 41Y I I tar 1W LI i QUADRANT IIII411 1017 EXPOSURE 'J I I l sw I I QUADRANT III I EXPOSURE -b coo I I I I I I L-•--•--•--•-----•-- J K NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD w SITE o C USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS W. 'C', OR'D' I EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. EXPOSURE C: Open terrain wilt scattered obstructions, including surface undulaltions or other uu 00 Irregularities, havingheights generally less than 30 feet extending more than 1,500 feet from the building site in any quadrant O z 1. Anybuilding located Within Exposure B-type terrain where the budding is within403 feet w horizontally in any direction of open areas of Exposure C-type terrain that extziids more Z than 600 feet and Width greater than 150 It t9 2. No short ter, changes in V, 2 years before site evaluation and build out within 3 years.. w site will be W. 11' 3. FIaL open country, grasslands, ponds and ocean or shorelines in any quadrant for greater. OLL than 1,500 feel. 4. Open terrain for more than 1,500 feet in any quadrant K 0 SITE IS EXPOSURE: EVALUATED BY: To W) i71.4=Jd&i _,,7 DATE:. _. W, l SIGNATURE: LICENSE A: f/f J O U) L) c Z w a 0 S Vr W U) 2 U)Z000I W O W Z X o C Z WILLUFa10 - LU FF- H W o LJJW WF W L) Ix LL LLZj C I 0 U) WatwQL) Q o U) m U Z o g Q Z r$ 7 N O J Q U) 0 W N i I L W n W L2'b Cob Q. LuLL O C ~ a 4 is jnr c onW vc Lcoo J m C V O o m i 2 S SHEET 2 08- 12- 2010 I OF 12 FOURTH WALL FRAME jIFREQUIRED) 2' x _' BEAM OR PURLINS BEAM SELECT'L' FROM I SELECT'L' FROM BEAM SPAN BEAM SPAN TABLES FOR I TABLES FOR ATTACHED ATTACHED COVERS USE COVERS USEAZ = W2 + O.H. AT' = W2 + O.H. ALTERNATE BEAM LOCATIONS EXISTING HOST STRUCTURE I W I JQ 2' x 3- MIN. (SEE TABLE 2.2.1 AND I OR TABLE 2.2.2) W VARIES O.H. CROSS BEAM SINGLE CARPORT - PLAN VIEW SCALE: 1/8' = l -T 3' RECEIVING CHANNEL ANCHORS W/ (3) EACH #8 ROOF PANELS S. @tY O. C. (SEE SEE TABLES) DETAILS IN ROOF PANEL CONNECTION SECTION)T// 1- FOURTH WALL FRAME POST TO BEAM (SELECT FROM IF REQUIRED) TABLE 2.3) EXISTING HOST STRUCTUREA2 POST SIZE AND SPACING WALLORFASCIA2W2+O.H (SEE TABLE 2.2.1 AND / OR 2. 2.2) PROJECTION SEE FOOTING DETAILS VARIESSINGLE CARPORT - ELEVATION VIEW e SCALE: IIW = 1'-0' WOOD FRAME SHED WI 2 x 4 EXISTING HOST STRUCTURE PRESSURE TREATED PINE I a PLATE ANCHORED TO I CONCRETE W/ 1/4' CONCRETE FASTENERS @ 4'-W O.C. ANCHOR WITH HEADER CHANNEL i FRONT WALL BEAM SELECT ' U FROM BEAM TABLES FOR ATTACHED FOURTH WALL FRAME I w COVERS) IF REQUIRED) I MID -SPAN BEAM (SELECT 'U I > FROM BEAM SPAN TABLES T FOR ATTACHED COVERS) i--/ j SHADING TYPE II I SHADING TYPE I DENOTES INTERIOR POST t DENOTES EXTERIOR POST MAX. ROOF AREA (SEE BEAM j/'ROOF AREA (SEE TABLE 2.2.1 SPAN TABLES FOR ATTACHED I / / / / / ANDIOR TABLE 2.2.2) COVERS) CROSSBEAM MIN. 3'x3'x0.060' 0 H THRU-BOLTED TO HEADER A2 = At = A3 = POST ANCHOR TO CONCRETE W/ 4 W2 W14 (SEE DETAIL REQUIRED POST) W = PROJECTION FROM (TYP•) HOST STRUCTURE ROOF PANELS AND CONNECTION DETAILS SEE DETAILS IN ROOF PANEL CONNECTION SECTION) EXISTING HOST STRUCTURE WALL OR FASCIA FOURTH WALL FRAME IF REQUIRED) POST TO BEAM SEE TABLE 2.3) MID - SPAN BEAM SIMPLE SPAN SEE BEAM SPAN TABLES FOR ATTACHED COVERS) POST SIZE AND SPACING SEE TABLE 2.2.1 AND / OR TABLE 2.2.2) L SEE FOOTING DETAILS DOUBLE CARPORT WITH CENTER POST SCALE: 118' = 1*-W FOR FASTENING TO ALUMINUM USE TRUFAST HD x rt' - 14') AT S' O.C. FOR UP TO A 130 MPH WIND SPEED.'D' EXPOSURE. 6' O.0 ABOVE 130 MPH AND UP TO A ISO MPH WIND SPEED•'D' EXPOSURE. EXISTING HOST STRUCTURE FOURTH WALL FRAME IF REQUIRED) CROSSBEAM r l l V010/ a/0011014it I, h gr t ANCHOR WITH HEADER PAN OR COMPOSITE PANEL 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 ROOF PANEL FROM BEAM SPAN TABLES CONNECTION SECTION) FOR ATTACHED COVERS) FOURTH WALL FRAMING MID SPAN BEAM (SELECT 1.' WHERE REQUIRED FROM BEAM SPAN TABLES FOR ATTACHED COVERS) EXISTING HOST STRUCTURE SELECT BEAM (SEE BEAM SPAN TABLES FOR ATTACHED 2 x 4 LUMBER #2 S.P.F. (MIN.) COVERS) OR 2' x Y ALUMINUM MAY BE POST SUBSTITUTED WITHOUT HURRICANE CLIPS SHADING TYPE II SEE NEXT PAGE FOR TERMITE SEE TABLE 2.2.1 AND / OR SHIELD DETAIL IF TOP OF TABLE 2.2.2) SLAB IS LESS THAN S' FROM GRADE SHADING TYPE I SEE TABLE 2.2.1 AND / OR TABLE 2.2.2) DOUBLE CARPORT WITHOUT CENTER POST - PLAN VIEW 3' RECEIVING CHANNEL SCALE: 1/8' a VV MID -SPAN BEAM ANCHORS WI (3) EACH #8 SEE BEAM SPAN TABLES FOR S. M.S. (gZ 12' O.C. ATTACHED COVERS) SEE DETAILS IN ROOF ROOF PANELS (SEE DETAILS IN PANEL CONNECTION ROOF PANEL CONNECTION SECTION) SECTION) HOST STRUCTURE WALL POST TO BEAM SELECT FROM TABLE 2.3) OR FASCIA POST SIZE AND SPACING FOURTH WALL FRAME SEE TABLE 2.2.1 AND / OR IF REQUIRED) 2.2.2) PROJECTION VARIES SEE FOOTING DETAILS DOUBLE CARPORT WITHOUT CENTER POST - ELEVATION VIEW SCALE: 1/8' = l'-V EXISTING HOST STRUCTURE SEE CONNECTION DETAILS SECTION 7) 12' x PAN POST AND BEAM SEE TABLES SECTION 7) DETAILS AND TABLES USE W TO SELECT PAN SECTION 2) FOR REQUIRED SPAN FOR FRONT BEAM USE: W VARIES A = W 12+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.1t, if floor area is greater than 20D sq. ft. use Section 4 Type II tooling, allaeh shed or room wag to host structure with 1/4' x 3-1/4' Tapcons @ 16' o.c. for masonry or # 16d common @ 16' o.c. or 910 x 3.12' for wood or #10 x 2.12' s.m.s. for 1' It 2' aluminum or 010 x 4' s.m.s. for 2 x 2 aluminum. 2. Sheds and utility rooms built under Section 2 specifications shag be limited to 16 ft. In root span. 3. All wood framing and sheathing connections shall be in compliance with the Florida Balding Code 2007 Chapter 23. Table 2306.1 or as noted. Nailing Schedule: Connection Fanner Number /Spacing wan 1R' a Lou OB Carron S' O.C. Edpos and IF O.C. Fluid Top or Sou Pun to Stud A End Nag I d16 Common 2 B. TOO Nag e8 Common 2 CARPORT WALL SECTION SCALE: 1/8' = 1*-W HURRICANE CLIPS FOR WOOD SEE ANCHOR SCHEDULE) 2 x 4 TOP PLATE Q ROOF DOUBLE TOP PLATE IF LENGTH OVER I? OR IF PLATE IS SPLICED) TOP PLATE P.T. OR W/ VAPOR BARRIER @ ALUMINUM ROOF SHEATHING: 7116' O.S.B. OR 12' PLYWOOD W/ STUDS 24' O. C. OR STRUCTURAL GRADE THERMAL PLY WI STUDS Q 16' O. C. 2 x 4 PRESSURE TREATED PLATE WI 3/8' x 4-12' CONCRETE ANCHORS 4'- W O.C. (SEE SLAB DETAILS) UTILITY SHED WALL SECTION SCALE: tl8' = V0 ALUMINUM WALL FRAMING MAY BE USED IN LIEU OF WOOD FRAMING. SEE TABLES FOR MAXIMUM STUD HEIGHTS. SHEATHING, 7-16' O.S.B., 12' PLYWOOD, OR STRUCTURAL GRADE THERMAL PLY SHALL BE FASTENED TO WOOD STUDS USING THE SHEATHING SPECIFICATIONS FOUND ON THIS PAGE. 7116' O.S.B. OR 12' PLYWOOD SHEATHING SHALL BE ATTACHED TO WOOD STUDS WITH #Bd COMMON AT 6' O.C. EDGES 8 12' O.C. FIELD FOR UP TO A 130 MPH WIND SPEED'D' EXPOSURE; 4' O. C. EDGES 8 B' O.C. FIELD FOR ABOVE 13D MPH UP TO A 150 MPH WIND SPEED'D' EXPOSURE. 06 x 1. 1/4' DRYWALL OR DECK SCREWS MAY BE SUBSTITUTED FOR NU COMMON NAILS AT THE SAME SPACING. USING THE SAME PATTERNS O.S.B. AND PLYWOOD SHEATHING MAY BE FASTENED TO ALUMINUM STUDS W/ #6 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 ('r + 3/47 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 'Er EXPOSURE. FOR FASTENING TO WOOD USE TRUFAST SD x ('I- + 1-IM 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 -W EXPOSURE. t t + WALL UPLIFT EXAMPLE SCALE: 1/8' = V-W APPLIED LOAD FROM TABLE 4.3 = 'AP OVERHANG =' O.H: = Z-r LOAD WIDTH =1.W = P/ 2+'OH'=W-W OPTIONAL SHEATHING: 7116' O. S.B. OR 12' COX NAILED 6' O. C. EDGES AND 1Y 0. C. FIELD CALCULATE UPLIFT'U' IN # / L.F. FOR 120 M.P.H. ZONE ='AP x T.W AP = 21.1 #ISO. FT. LW = 12/2' + O.H.= 8' U'= 21.101SO. Fr. xVxC1=168.801LF. WIND ZONE CONVERSION FACTOR IF NECESSARY REQUIRED ANCHOR SPACING CAN BE FOUND BY DMDING ANCHOR CAPACITY BY THE UPLIFT VALUE PREVIOUSLY DETERMINED. EXAMPLE: FOR AN HS ANCHOR CAPACITY = 466 # 1168.8 # I LF. = SPACING OF 2.70 FT. THUS, STUDS AT TYPICAL SPACINGS RECEIVE ANCHORS AS FOLLOWS Anchor Schedule Wind Load Conversion Table: Stud Spadnp Anchor Speelnp Top end BottomFor Wind Zones/Reg'wts o0w ftn 120 MPH ( Tables Shown multiply t6' O. C. Each allowable loads and roof areas by the tnrwamian fader. r o. c. Ailemelbp sbxls Allowable Uplift Per Anchor Fatanam Uplift Retlne E 4 • BO 4bx1. 4 • Sd4S5d tad snit• 4 -toe 56Sd 12 • fed stud x I. ur I 1490M Wind Region Applied Load con ambn Factor 100 1SA 1.13 110 17. 7 1.09 120 21. 1 1.00 123 22. 2 0.97 130 24. 6 0.92 t4a1 26. 7 0.66 t4a2 309 0.63 150 33. 3 O.OD Anm. DM Ili De In6ta11e0 par n)"2CU"M 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 bad. 2. For headers use 112 the header span x the # I LF value calculated from the example above. 3. Studs shall be anchored at both top and bottom plates. J Q U) Z W 0 z0 0 CD CO 10zaU) C O i Q W HLU LU NM U1 -- j Z I'WHO_ IYWa~ U Ca LO) a < W U) LU U Z_ Q d D Q J QFz t i IX aO LL 0 m O O. I SHEET 1n l 3 O wu108.12- 2010 1 OF d O rc L9zz W W W zaz W Wz z W12p 2 x -WOOD STUD 12' x 6' EXPANSION BOLT OR 8' L-BOLT @ 48- O.C. 2 x _ PRESSURE TREATED PLATE EXISTING CONCRETE _\ I EXTERIOR SIDING APPROVED SUB -SIDING OR STRAPPING MIN. 0.024' ALUMINUM COIL OR 26 GA GALVANIZED STEEL UNDER SOLE PLATE, AND OVER SIDING d VAPOR BARRIER d m0 Z f- w 0. toz GRADE MASTIC TERMITE SHIELD FOR WOOD STRUCTURES ON EXISTING CONCRETE SCALE: 2' = V-W KNEE BRACE (REQUIRED) PER TABLE 2.3 SEE BEAM SPAN TABLES FOR ATTACHED COVERS AFTER COMPUTING W 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: 1I8' = V-W Allowable Cross Beam Spans for Attached Carports or Patio Covers at Various Wind Loads Snap Saalooa wind Zone and Design Load 100 MPN 110 MPH 120 PH 123 MPH 130 MPH 140,1 MP 140-2 MP 150 MPH 16.8 PSF 17.7 PSF 21.1 PSF 20 PSF 21.e PSF 28.7 PSF 3D.9 PSF 33.0 PSF Alloweblo S 'L' 1 Ing 'b' or datleotlon'd' 2" x 2-x 0.050' Ir-7 b 8'-11' b B'-2' b T-11' D T-T b T-W b B-V b F-T D 2" x Y x 0.045' 17.1' b I lAr b 10'-0' b 10'4' b 9'-11' b W-r b 8'-11' b Ir-7' b 2' x 4' x DAW W-1' D 13'-W b 12'4' b 17-T D W-W D 11r4r D 104' D 9'-11- D 2'x 6'x 0.067' 25'-&' b 24'-10' b 22'-V D 27-T b 21*-W D 17f D WOW D 1B-Y D Y x T' x 0.06T 2EY b 2T-4- b 25'4' b 24'41- b 23--Y b 21'-W b 20'-9' D 2V-1' D Sall Maltingng Bea 00 MPH 1/0 MPH 120 MPH 123 MPH 130 MPH 14D-1 MP 14D-2 M 150 MPN 1L6 PSF 17.7 PSF 21.1 PSF 22.2 PSF 24.8 PSF 28.7 PSF 30.9 PSF 33.0 PSF 510.6W6.100' 174' D 1T-9' b 18'J' D 15.11' b 154' b 13'-11' D 17.8' D 174r b Note: 1. Spans nW be Nwpolale0. 2. Pen mats mpuue 4mss beans. KNEE BRACE (REQUIRED) PER TABLE 2.3 ALTERNATE KNEE BRACE LOCATED AT FRONT WALL SEE BEAM SPAN TABLES FOR ATTACHED COVERS 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' = 1'-0' KNEE BRACE (REQUIRED) SEE TABLE 2.3 SEE KNEE BRACE REQUIREMENTS IN GENERAL NOTES AND SPECIFICATIONS ON PAGE 2 CONVENTIONALLY BUILT HOST STRUCTURE OF MASONRY BLOCK OR WOOD FRAME OR MANUFACTURED / MOBILE HOME W/ MANUFACTURER'S APPROVAL DSS BEAM REQUIRED FOR 4 ROOFS (SEE TABLE) POST SIZE (SEE TABLE 2.2.1 2.2.2 AND / OR TABLE 2.3) SINGLE BAY OR DOUBLE BAY CARPORT WITHOUT FOURTH WALL FRAME SCALE: 1/8' = 1'4' BEAM SPAN LENGTH *A* FOR TABLE 2 EQUALS THE LARGER OF: Al = W, A2 = W2 • O.H. W ::1W OVERHANG A2 VARIES 1'7 Al j DOUBLE CARPORT SCALE: 1/8' = 1'0 SHADING DENOTES MAXIMUM ROOF AREA FOR COLUMNS AND FOOTING W MONO -SLOPED ROOF N OVERHANG W m VARIES A2 A2 J z F/// IN IW SINGLE CARPORT SCALE: 1/8' = 1'4' SLOPE BEAM IF REQUIRED FOR ' SLOPE 12 - KNEE BRACING 1/2- 12 12 KNEE BRACE W FOR BEAM SIZE'• AFTER COMPUTING'A' W FOR BEAM SIZE W FOR BEAM SIZE" LARGEST VALUE POST SIZE AND SPACING PER TABLE MINIMUM SLOPE SHALL BE 12' PER I 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 17-T 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-T SCALE: 1I8' = V-W PAN OR COMPOSITE PANEL ROOF RIDGE BEAM SEE BEAM SPAN TABLES FOR GABLED COVERS USE W2 FOR LOAD WIDTH) POST (SEE TABLE 22.1 AND / OR TABLE 2.22) I W - I GABLE CARPORT FRONT ELEVATION SCALE: 1/8' = V-0' LOAD WIDTH FOR CENTER BEAM SEE TABLE 2.1.1 AND / OR TABLE 2.12) RIDGE CAP 3' x 3' CENTER CROSS BEAM SEE BEAM SPAN TABLES FOR ATTACHED COVERS USE U4 * O.H.) FOR END FRAMES AND L2 FOR CENTER CROSS BEAMS) NOTCH POST TO RECEIVE BEAM WITH THRU-BOLTS PER TABLE 2.3) WITH LOCK NUT TOP AND BOTTOM U4 U2Ile U4 I L _ O KNEE BRACES REQUIRED IF POSTS ARE NOT SET INTO CONCRETE FOUNDATION t3 FOR SIDE BEAM SPANS SEE BEAM SPAN TABLES FOR ATTACHED OR GABLED COVERS USE U4 * O.H. FOR SIDE BEAMS)Lu rn O DESIGN IS BASED ON SOLID GABLE END PANELS. IF ANY SIDE PANELS ARE USED IN DESIGN, SITE Loi SPECIFIC ENGINEERING IS REQUIRED. 9 GABLECARPORTSIDEELEVATIONJ a U) Z W a> 20 ZL) 20U) U) z0U) In2X to) a W W W h_ o 0: CO N f' WHO LL O H U LU S W 2Z_ L) J Q a SEAL SHEET Ifl 12 SCALE: 1/B = 1-0' 0&12-2010 1 OF INTERNAL ANGLE OR U-CLIP 10 x 1/2' W/ 3/4' WASHER FOR 0.123 MPH WIND ZONES C' EXP.OR N12 x 12' W/ 3/4' WASHER FOR 130.140 MPH WIND ZONES'C' EXP. @ 8- O.C. CROSS BEAM 2' x FASTENERS 7( PER TABLE 2.3) PAN ROOF PANEL SEE TABLES FOR BEAM SIZE 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' V CHANNEL, Tf CHANNEL, OR GUSSET PLATE, FASTEN WITH S.M.S. AT EACH CONNECTION POINT PER TABLE 2.3) KNEE BRACE TO POST DETAIL - BEAM PERPENDICULAR -TO ROOF PAN OR COMPOSITE PANEL ROOF BEAM sees IS FASTEN PER TABLE 2.3 e ® e CONNECTION = START OR END KNEE BRAC ENGTH OF BEAM SPAN PER TABLE CENTER OF BRACE MINIMUM KNEE BRACE SEE TABLE 2.3) a CONNECT KNEE BRACE TO COLUMN AND BEAM WITH 0.050''U'CHANNEL, 'H' CHANNEL, OR GUSSET PLATE, KNEE BRACE REQUIREMENTS ® FASTEN WITH S.M.S. AT PER GENERAL NOTE SS EACH CONNECTION POINT PAGE PER TABLE 2.3 e COLUMN Notes: Beams next to the host structure shall have a minimum of (4) fl_ (Size varies vnth wind zone) x 314' screws as shown. KNEE BRACE TO POST DETAIL - BEAM PARALLEL TO ROOF SCALE: r =1'-0' 4' p10 S.M.S. THRU 2' x 2' INTO BEAM EDGE BEAM POST PER TABLE 2.3 3' RISER PAN KNEE BRACE PER TABLE 2.3 ALTERNATE KNEE BRACE TO POST DETAIL FOR 3" RISER PAN ROOF SCALE: 1-12' = 1'-W USE TRUFAST HD x ('t' + 314 ) AT r O.C. FOR UP TO A 130 MPH WIND SPEED OD' EXPOSURE; W O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED'D' EXPOSURE. • ED( POST PER T CE PER TABLE 2.3 ALTERNATE KNEE BRACE TO POST DETAIL FOR COMPOSITE ROF SCALE: 1-12' = 1'-W N — — — — — — — — — — W ROOF PANEL SEE TABLES) DOUBLE 2' x r S.M.B. 4) 3/r x 5' THRU BOLTS BEAM AND @ EACH POST 114' x 4' x 2d' GUSSET PLATE EACH SIDE OF BEAM 1------------- rn W ROOF PANEL _ a (SEE ROOF PANELS SECTION) a wm0 O0 ANCHOR (SEE DETAIL FOR PAN OR COMPOSITE PANEL) N 4'x4'x0.12S'POST DOUBLE BEAM TO POST CONNECTION SCALE: 2' = V0 ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL BEAMS MAY BE ANGLED FOR FOR NUMBER OF BOLTS AND HEADER GABLED FRAME f-3D SIZE OF POST (SEE TABLE 2.3) PANS OR COLUMN NOTCHED TO SUIT COMPOSITE PANELS BEAM AND POST SIZES PER SECTION 7 SEE TABLES) SIDE NOTCH POST TO BEAM CONN POST TO BEAM SIZE AND SCALE: r = 1'-0' 9 OF BOLTS SEE TABLE 2.3) BEAMS MAY BE ANGLED FOR GABLED FRAME tow ROOF PANEL 5 (SEE TABLES) r x _' S.M.B. 1-314'x1-3/4'x0.063' I — — — ----- RECEIVING CHANNEL THRU t ANCHOR PER DETAIL FOR PAN BOLTED TO POST W/ THRU I ® OR COMPOSITE PANEL BOLTS FOR SIDE BEAM SEE TABLE 2.3 FOR NUMBER I FOR NUMBER OF BOLTS AND OF BOLTS) I ® SIZE OF POST (SEE TABLE 2.3) I ® BEAM AND POST SIZES SEE TABLES) COLUMN NOTCHED TO SUIT t CENTER NOTCH POST TO BEAM CONNECTION SCALE: r = 1'0 NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION IOLT HEADER GH POST AND ANCHOR 10 x 3/4' S.M.S. W ACHEND AND 24- X. RACE UIRED Xiu ALTERNATE 4TH WALL BEAM CONNECTION DETAIL SCALE: N.T.S. J Q U) Z it Z W Q ZU UA _ Z p to LU 00Z2Q U W- p x co N W J Z F' WF=O DOit H U ix a) U. LU to < U) 2W ZV a JQ a e- 3t 2 ^ LL W U. 2 m ai LLI (5 p m aWmX O 0 Q ro m a'g o ti LLI y a io L W O rcO V1 wSEAL W W SHEET u J to Z WN 6 Z a m 011- 12-20/0 OF 12 O CONNECTOR MAY BE (2) ANGLES. INTERNAL U EXTRUSIONS W/ INTERNAL CHANNEL OR EXTERNAL'U SCREW BOSSES MAY BE CHANNEL EACH SIDE OF CONNECTED W/ (4) N10 x 1-IZ CONNECTING BEAM W/ INTERNALLY SCREWS (PER FASTENERS SECTION) 6 9 w PRIMARY I FRAMING BEAM 9 a SEE SPAN TABLES) o a MINIMUM NUMBER S.M.S. N4' LONG REQUIRED EQUAL TO BEAM DEPTH SEE FASTENERS SECTION) SECONDARY BEAM / PURLINS(SEE SPAN TABLES) BEAM TO BEAM CONNECTION DETAIL SCALE: 2' = 1'-0' BEAM TO WALL CONNECTION: 2)2'x2'x0.060' 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 MASONRY WALL ADD (1) ANCHOR PER HOST STRUCTURE MASONRY w ® SIDE FOR EACH INCH OF BEAM OR FRAMED WALL mt DEPTH LARGER THAN 3' SELECT FASTENERS FROM w ~ M ® FASTENERS SECTION) C a ALTERNATE CONNECTION: 1) 1-3/4' x 1-3/4' x 13/4' x 1/8• INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME PRIMARY BEAM WALL W/ MIN. (3) 31W x 2' LAG SCREWS OR r' (SEE SPAN TABLES) TO OR MASONRY WAW/(CONCRETE/ 4- ANGLE OR RECEIVING x 2-1/4- ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3' BEAM TO WALL CONNECTION DETAIL SCALE: 2• = 1'-0' L9 WJZ N I ALUMINUMISTEEL COLUMN U' CHANNEL ANCHORS ( SEE 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 ( 1318- EMBEDMENT) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL RECEIVING CHANNEL SCALE: 2' = V4r Z 20 J a i ALUMINUM / STEEL COLUMN ANCHORS ( SEE FASTENER 2" x 2' WITH WALL THICKNESS SECTION) EQUAL TO OR GREATER THAN COLUMN WALL CONCRETE SLAB OR FOOTING ; e MAX. CONCRETE ANCHORS SEE TABLE)' FOR POST CONNECTIONS TO WOOD DECKS (2- NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS ( 13/B' EMBEDMENT) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL ANGLE CLIPS SCALE: 2• = 10 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. W52 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 M FORMED U-CLIP 4) MAX. 1/4- X 2.1/Y 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-CUP 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-W 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 0.12S 6063 T-6 EXTRUDED ALLOY OR 0.125' 5052 H32 BREAK FORMED ALLOY Number of Wedge Solis (POWERS or Equal) for Super Base Connection Wind Wine Past Spacing Number of Faillignets zone ( MPH) Uplift (Psn e'.a' 10•-0' 12-0' 14'-0' 16'-0' 1 Ir-w 1 2w-0' 100 U.S • 2 2 3 3 4 4 S. 110 17.7 2 2 3 3 4 5- 12e 21.1 2 3 3 4 5' S' 6• 123 22.2 2 3 4 5' S' S. 130 24.8 3 3 4 5' 5 6' 7' 140 162 26.7 3 5' 6' 7 • 6' 150 33.0 4 5' 5' 6' 7' 6' 4 For kxxvrerx M that require more than (4) lastenars use typ• 11 base. " For connection that requlro roam than eight Dohs use the -Super Bass'. Note: Allowable load on 1/4' x 2-1/l Wedge Bon at Equly. ® Sd 1s III EUrnplm for Be" Connection: 0 of antlers =eras over post' mppeed bad / allowable bad on anchor For a 30' x 1B carport wllh 7 wer ang in a 120 MPH rend rons.'B' expmWe the bad wx11h on 0a hors wan Is: 16' / 2.7. 1 V, essurta pow are a• 10' O.C. flan was =100 SF end 01e app0ed Iota is 21. 1 PSF x 100 SF - 211Of Im a 3'x3'x0.060' post. Agent" bad for wasp. baits 8768 each. 2110N / 8780 = 2.4 to Liss (3) wedge boas 2- 1/2d 3( _ POST TO CONCRETE CONNECTION SUPER BASE (PLAN VIEW) SCALE: 4' = I'-0' U 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' = V-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 yylrid Zone FL x IPost Anchor a 46' O.L. Slud' IAnehars100. 123 2•15 1'-0' ABU M t 4B' O.C. SPSPt130. 140.1 10 - 19 1'-0' ABU M 32' O C. 140- 2-150 30 -20 1--W I ABU 44 1 SP7 a IS- O.C. Mmumum 20' projection horn halt structure. For Stall walls use 1/P x B• L-Bolls ® 4s• O.C. and 7 squars w ilro fs to.tuM sag plate b botlnp SW enders slap be of Ins sob pIW only and con strap WW by over da top plats on to tha sores arrAors and straps shell be per manufactwers specilcaWns. RIBBON FOOTING SCALE: Ilr = 1'0 NEW SLAB isr, 1Y Sf<4 4'EXISTING SLAB 930 RE -BAR DRILLED AND EPDXY SET A MIN. 4' INTO MIN. ( 1) #30 BAR EXISTING SLAB AND A MIN. 4' CONTINUOUS INTO NEW SLAB 6' FROM EACH END AND 4W O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SCALE: 314' = 1'-0' ALUMINUM POST SEE TABLE EXTRUDED ALUMINUM BASE 3/ 4' PLYWOOD DECK +.Tj/-- CORROSION RESISTANT THRU- BOLT PER SCHEDULE 1- 1/4' LAP 2 x 6 OR 2 x B LAG SCREW (SEE TABLE 4.2) 16- O.C. PARAMETER DOUBLE STRINGER ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/ 4' P.T.P. Plywood 2-1/Y 5/ 4' P.T.P. orTeks Deck 3.3/4' 1 TP.T.P. 4- TUBE COLUMN BASE SCHEMATIC (INTERNAL BASE) SCALE: T = VI J Q U) Z LU Q > OZU 0 Lr) U) U5 Z 0 to Uj C r- j LU2 Q W 1-- UO N F— W11O L) it - H U 06 Z LU fAOQU LUZ U Q J Qz w a 0 LL m 0 t9 Ix w WzBz w Ir0 LLaLL g Cc I w yr v SEAL W w zSHEETaJaL9 W W yQ7 LOU K 08-12. 2010 OF 12 0 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 coal of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coals 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 C016 Galvanizing Primer and Finisher. TOP OF BASE WALL MIN. '1* IS COATED ALUMINUM POST IN CONCRETE 940 BAR 12' LONG POURED CONCRETE REFER TO TABLE 2.4) ISOLATED FOOTING SCALE: r = 1'0 GRADE TI T THICKNESS OF REQUIRED Dr%eT LIAV DC TWIPVCD COMPACTED ' BACK FILL I ALUMINUM COATED POST (SEE TABLE) 2) r x 2' x'r ANGLE OR 1) U CHANNEL x'1' mow 3/8' x 3-1/2' BOLT 80 I.B. 2500 PSI CONCRETE PRE -MIX 3' EXTRUDED ALUMINUM BASE ALTERNATE: 3' BREAK t FORMED 5052 H-32 ALUMINUM BASE ALUMINUM POST AND BURIED FOOTING CONNECTION SCALE: 1' = I -(r 3' x r POSTItIRM•B9tT20 TO ANCHOR RISER 2-3/4' x 2-3/4• x 2-1/2' LONG Q x 1/8• TUBING WELDED CONNECTION FASTEN (SEE FASTENER SECTION) 12• x 12' x 1/4' PLATE 3-1/r CONC. SLAB POST MAY BE FILLET WELDED DIRECTLY TO BASE PLATE BASE ANCHOR CONNECTOR FOR POST TO SLAB CONNECTION SCALE: r = 1'-0• CONT. e t SLABS e eLL SLOPE0s; FLAT . FOOTING MODERATE• -FOOTING i i CONT. ANGLE 3r TO 45* lk TYPE Ill STEEP SLOPE FOOTING NOTES: > V-10' 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 pet. Bearing capably of soil shall be verified, prior to placing the slab, by field soil test (soil penetrometer) or a sob testing lab. 2. The stab / foundation shag be Geared of debris, roots, and compacted prior to placement of concrete, 3. No footing other than 3- Mr (4• nominal) stab is required except when addressing erosion until the projection from the host swcture of the carport or patio cover exceeds W-O . Then a mulimum of a Type 11 fooling is required. Ali slabs shall be 3-1/2' (4' nominal) thick. See table 2.4.1 for allowable bads. 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. S. Monolithic stabs and footings shall be minimum 2,5W psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForcee' e3- (Formerly Fbermesh MD) per maufacturefs specification may be used in lieu of wire mesh. A0 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 beat code. Loral code govems. SLAB -FOOTING DETAILS SCALE: //2' = V-0' 12- ALUMINUM PANEL ROOF SEE TABLE 2.5) RECEIVING CHANNEL 12' ALUMINUM PANEL SEE TABLE 2.5) RECEIVING CHANNEL ALUMINUM UTILITY SHED WALL WITH DOOR ELEVATION VIEW SCALE: 1/8' = V0 RECEIVING CHANNEL MAX SHED FLOOR MAY. AREA200 SO. FT. PAN TO WALL CHANNEL 3) 98 x 1/r PER PAN RECEIVING CHANNEL PAN TO WALL r x 2' x 0.044' BRACE FOR GREATER PAN HEIGHT SEE TABLE 2.5) 3-1/2' CONCRETE SLAB 12' ALUMINUM PANEL ROOF SEE TABLE 2.5) ALUMINUM UTILITY SHED WALL ELEVATION VIEW SCALE: 1/8' = V0 SECTION THROUGH UTILITY SHED SCALE: 11W = V-M RECEIVING CHANNEL 12' ALUMINUM PANEL SEE TABLE 2.5) PAN ROOF SEE TABLE 2.5) PAN WALL 1/40 x 1-1/4' EMBEDMENT EXPANSION BOLTS OREOUALDRIVE PINS ® 24- O.C. A8 x 1/r S. M. S. INTO EACH RISER PANEL ENDS ATTACH PANELS TO CHANNEL TOP AND W/ (2) p8 x 11r S.M.S. EACH BOTTOM PAN PANEL @ EACH END 1 r RISER PANEL SEE TABLE 2.5) • BOTTOM CHANNEL ANCHORED TO SLAB W/ 1/4.0 x 1' EMBEDMENT EXPANSION BOLTS Q 24.O.C. OR CONCRETE SCREWS PAN WALL CONNECTION DETAIL SCALE: 1/8' =1' 3.00 L) D(233L) C (1.67 L) B(1.33L) A (0.67 L) ALLOWABLE BEAM SPLICE LOCATIONS SCALE: N.T.S. SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM @ 114 POINT OF BEAM SPAN BEAM SPLICE SHALL BE MINIMUM d ..SirALLSPLICESSHALLBE STAGGERED ON EACH d-.50' d-.5(r SIDE OF SELF MATING BEAM PLATE TO BE SAME THICKNESS AS BEAM WEB n SII v PLATE CAN BE INSIDE OR T.AL v OUTSIDE BEAM OR LAP CUT DENOTES SCREW PATTERN NOT NUMBER OF SCREWS FASTENER SIZE, NUMBER HEIGHT 2 x (d -.5(r) LENGTH AND SPACING (SEE TABLE) TYPICAL BEAM SPLICE DETAIL SCALE: 1' = V-Cr Minimum Distance and saw Sim de pit.) Edge to Canal 2de n. Canter lD center 2.112ds filml Beam sae Thickness in.) ss 035 318 751x r x 0 ow x 0.120"' 1 1 = 063 e10 019 318 1 xYx Yx0.224' t/s= =1 1 N 1 x x x 4 1= =1 e14or14 2s 1 Y%B'x x 1 = .12s WI V 6.31 ye x 10' x 0 097 o 369' 74 - .2s ref" to each side at spate welorrx4'arorxs'alw me"' 1. All gusset plates shallbe ntinknxn s0521F32 AOgr or have a mttimum yield d 30 ksk UNIFORM LOAD SINGLE SPAN CANTILEVER UNIFORM LOAD Pmommummoommommon OWUNIFORM LOAD 1 OR SINGLE SPAN UNIFORM LOAD UNIFORM LOAD low NOTES: 1) ! = 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. A O J 40) n it Z W a ZU 0( av) U) z 0 U) W 0 LU =!O Z = < LU H a U) N W J Z I" u1F-0 LL = ~ U oD Z LU U) 0 < 2 LU 3 _ 2V D a Ja W O v f SEAL. z zIf i SI•tEET J 0 w 8 ILIA k QN K n Wm 06- 12.2010 0F 1 O Table 2.1.1 A•110 Town 6 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 see. wind gust for 110 MPH velocity; Mrx>slops0 rods Include gables wltre the ships d the radii less 01an 1- In Ir. 1. Above &parts do not IttWOe hingth Of knee bran. Add horizontal distance loom upright t0 center of lattice to beam tconnection to ate above span far total beam opens. Table 2.1.1E-110 Town & Country Industries, Inc: 6006 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with MonoSloped• Roofs Aluminum Alloy 600S T-S t.`For 3 sea wind guar lor 110 MPH valocity; Uslno design bad of 13.6 IIISF 147.1 NSF for Max. Cantilevers 2• a 4' x 0.046• x O.OSO• SMB 2• x S' x 0.050• x 0.048' SAID s n'10 bandin W or deflection Load Width (IL) Mae. S n 17(bondin b' or dofleellon' l L2Span 3Span 4 Span Ces a 132 Spsn 3 Span 4 Span Cans,. aS d 17.10' d 13'•1' d r.r a 1r-10' d 15.11' 6 16•-r d 7S d7-0' PLOadMax. d 11••11' d Ir-r d 1%11' d s it'•11• d 14'4r d W-W d 2'S d 7.1' d W-r d W-W d rag• d 6 rr d Ir-1F a 14'•r d r-4• d rb• d Ice$ d a•1a b 1-0' d 7 IaS d 1r•r d IrS• d Fr d lrr d to-r d 1a•r b rS d a IO'•r d Ir-r d Ir-10' d 7a' d T•11' d 7-10' d 7-T It 1'b' d a 7•tF d 170r If 17.4• d 74r d to r.W d 75' It 7-I• b 1••T a 10 r4• d I1-W d 11'-10' b rat• d 11 TS 0 r-11• b W-W It1'b• d II 7-r IS 114' d 11'-r b 1'•11- d 12 rr d r-r D ra• It I'b• d 12 tar a 11'0 d Ice-tF D 1--IV d rx6'x0A50'xD.DWSMB 2'x7-xO.0So'xO.06rSMB 4 15•4' 0 Irr d 111'•11• d 3••1• d ire• d 21'a• d 21'b' d rb• d S W-11• d 1r.X If Ir-W d 7-I0` d S Ira+• 0 175 d 201•r 7 ra• d 6 17•r d 10'a• d Is-r d rb' d 6 15•1- d tr r d 1r•17 d Fr-d 7 Ir-W d ISS' d IS-F d Fr d 7 14%4• d Ir-W If I1r4r d 7.11' d a trot• d W-B' d W-11• b 7S Is a 13$ a Ir-11' If tr.r d rat d 0 11'4• d 14'-r is 14'•1• D 7.4' d 9 13'•r d tsar d lr-4' D rS If to 11'•1' d 174r d 17-4' D Zr d to tr-W d WIF d M-6 D 2'•T d 11 10`-9• d 17-r b 17-F D 7•r d 11 17.4' d IV-r d 14'-0' b 7S d 12 1 1aS- a I 1r4r D 17-r b 7-r d 12 1I'•11• d 14'-r It 14'•r It 7S a rxa,a5.o7rxodlrship, raa•xoorrxa.IirsMB 4 21'a• d 2ra- d 2r-F d 4'-0' d 4 r34- d 21r-to• d 27S d 0' d S 17-r d 2a4' d 24'•1F o 4%0` d 5 21•b• d W-9' If 2r.4' d 4'-0• d 6 it.r d 27a1• d 27S d r-10• d 6 W-W d 25-r Is 25•-W d 4'-0• d 7 1T•r d 21'-F d 27-r d 3'-7• d 7 ird' d 27-11' d 24'•S' d r-11- d a tr-IF d 2a•i0• is 21•a Is r5 e a Irb• a 27.11' d 2r4d r•IF d 9 W-r d 21Y-0' d 21Y.W d 34• d 0 it -its' a 2r-0' d 2rr d rb• d 10 1S-0• d 194' d 17.F d r-r d 10 7a' 0 21'a• d 21'•r b 3•S e It SIT d Ir•F d 11r•11' b r-l' d 11 194r d 21rr d 201•r b 7-5• d f2 14••r d I IFF It W-1- b 70 d 12 Ir•r d 29-W it orb• b 34• d r x It's Moor x 0.15r ISMS r x to' x 0.092• x 0./87' SMB 4 2S4r d 31Y-11' d 317 d 4'1T d 4 27-0• d 3S-tF If 36••r d 4'-W It 3 2Y r d 21r4- d 27a- d 4'-W d S 2r-11- 0 33•a• d 33•01- d 4'-0' d 6 21'•10* d 7r-0' d 2T•r d 4'-0• d 6 W-S' d 314' d 31'-11• IS 0' d 7 21r-F a 294r d 2r•r d 4'-W d 7 24'•1' d 27-r d 31Y-4' d 4'-W d a IV -IF d 24'-r d 25-0• 0 4'-W d a 23'•1' 0 29b• d 27-0' d 4'-0' a 9 17.1• d 237 d 24'•1• d rat' IS 9 2r-r d 2r4• d 2r-11• d 4'4' d to IrS• d 27-F d 2ra• d 7-0' d to 21'.W d 2ra d 29ra1' d 4'-0• d it tr•IF d 2ra6 d 27S d r-W d 11 2a4- d 24•r d 2r.1• d Fir d 12 1 Ir-4' d 21•S d 21••10' D I Y-7• 0 1 12 1 20--2• 0 24'-10' d 25!4- d 4'•0• d Mono - sloped mots Uchida gables wlwe the slope of the rad Is less owl 1• In Ir. Notes: 1. Above sports do not Inrhds length of knee brace. Add hMmntsl durance bom updghl to center d brace to beam connection, to Una some span for wW beam spans Table 2A.2 A•110 Town & Country Industries, Inc. 600S 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 its MPH; Using design load of 17.7 NSF (47.1 NSF lot Max. Cantileved 2• x 2'. 0.040- Mallow 2- x r x 0.045 Hollow Load Width ( h.) Max. So n Vi bandin b• or deflection d) Load Width Ift.) Max. Sp an'L•I(bonding •D' or danoctlon'd) 162 Span 3 Span 4 Spon Canto' 162 Span 3 Span 4 Span Cantilever 4'• 1t- d I- a 1 6'•3• d 1.1- d a 6••11• li ub• d a••C• .d-1 r•S'..0, 5 4'•7' d 51-W a I 5••F it a.11' Is 5 r•5' d T•11' d 6'•t- 0 1 1'4* d 6 4'-4- d 54- d 5•.5' d a-11' d 6 w4r d r3- d Fr d 1'.W d 7 4'•1' d 5•-1' 0 51•21 d 0'-11• d 7 5••9• d T.1' d r•Y b 1••r d a 3••11' d 4%IW 0 4••11' d a-1F d It 5•-6• d r-9• d 6'•B' b 1'•Y IS 9 3'•r d 4'.6• d 47 b a.IF d 9 V-W. d rb• d 4- b 17•1' d 10 3'-a' d d-6' d 4'-W' D a-F d 10 T-I* d 6••r b 5'41' It 1'.1• d 11 rb• d 4--4-as4'-T b 0-•9• d 11 4••11- a 5'•11- b S'-W b I'-1• d 12 rS d 4•-3' D 4'•1' D a•F d 12 r 4--W 0 1 5--5- b S-5- b 1'O' d r x 3' a 0.060' Hollow 20 x 4• x 0.osr Hollow Load width ( fl.) Moo. Span L'I bandin b' or deflaction' Load YNmh ( 1 Max. S an 17 bond no b' or deflection' Ia2 span 3 spu 4 span Cantilever 2 Span 3 Span 4 Span Complaver 4 r-r d 7.S• as 7-r d 1'4' d a'-11' d Ira• d 114• d 1'•11' d s T•1' d a•-F Is 6•-Ir d 1'.6• d 5 111-4' d llr4' d Ice-Y D 1'4r d 0 6'-W d ace• d rS• d 1'•S• d 6 T•10' d 7-r d 7S It 1'b' d 7 64• d Fur d T-11' d 14- d 7 TV d 74• IS 6'•7' b 1'-7• If a 6.1' d TS d rS d 1'•4• d a 72' d W-W Is r•r D 1'b- d B I V-IV d T-2' d T-0• d 1'-3' 0 1 9 r•tF d 8'-0' IS T•r b 1'b' d 10 S'b• a r-11• d 6'-11- D 1'•r d 10 Fr d r r b Tom' D 1'S d it 5'S• a r-B' a rr D 1'•r d 11 r5' a Ta' D T-W It 14' a 12 54• a rb' a rS b 1•-r d 12 ra- D 6'-11- b r-W D 1'-•' d a r x 0.045' Hollow Load Width ( IL) films nVI(boinding T• or deflection' 162 Span 3 Span 4 Span Max. tantilwer 5'- 71 d 6•-It- as r4r d r-r a s 5'•r It r•5• d rS d 1'•1' d a 4'-I(• d 6-W d IFT d 1'•1' d 7 4'b- d S'-F d Sal' Is a-11' d a 4'-S- d S' 6' d S•r 0 a-1 r d 9 I 4•a' d 5'a- a 54' d a-11' a 10 4'•1' d S•Y d S•r d a-11• d 11 tar d 4'•11• d 5'-W a 1 r•10' d 12 1 r•10• a 1 4'-9• d 4'40- a I a•tF d Moro - sloped roos Include gables wlws the slope of Ore mot is Sass then 1• in tr. .. Notes: 1. Above spans do not Include "In of lines bnsce. Ado horizontal dlctance from upright to centre of brace to beam rornnedldn ta the aDovs span fa raid beam span. Table 2.1.2E-110 Town 3 Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-S For 3 tm wind gust for 110 MPH volody, sindesign load of 17.7 NSF 47.1 NSF for Max. Cantllevor r x 4' x O.o46' x 0.0s0• SMB r x S• a 0.050- x 0.04a' SMB Load Width fit) Max. Span 0bandin b' or do c1lon 'arl Load Width (tL) Mae. Spain't. 7flianding W or de0acdw' a2 Span 3 Span Span taMao. er 162 Span 3 Span Span Cantilever 4 7-11' d 12'a• d 17•T d 2' -r d 4 1?-e d IV-W d W-W d 2'4• d s 7a' d 11••S d W-W d 1'•11• d S 11'4- d 14'-r d 14'S d 7S a a rA• d Ia•9• d 1a-11' 6 1'•tF d 6 ta-0' d Sr-4' d ir•r d 7.4- d 7 ra• d IO`-r d Ia•r b 1'4F d 7 1sa' d 1rb- d r-tY d 7•r o a T•11' d 7-F d 7b' D 1•-W d a 7-r d 12.1- a 17-0• d 7.1 d d 7a• D r•11• b 1'S d 9 r5' a IFIF d 11'S b r-0' d Tom• d r- 10' D r-W It 1'•r d so 7-1' 0 11'J• d 11'•1- D 11 IS- d T-1•d rS' D r-l' b T-W d 11 r•iF d 1a-10' a ia•r b 1'-11' d 6•-11- 0 r-W D r-r D 1'b• a 12 r•r 0 1aS D to-r D 1'•IF a0sr a o.06o• SMB r a s a Roar x Kwo' SMB 14'S• d Ir•10' d tr•r d r-1• d 4 ISS d WS• d 20•.10' a r•6' d Ir-r trd• d IW- r d 1r-11' d 7-10' d s SSW d tr-11' d IB-P d 73' d12'-r d J37d1S-1r d rb• d a 7 d ir-sw d trr d r-r d 11'-11' d 14'•IO• d 14'•11' D 7-r d 7 Irb• d W-11' a IT-r d 7-11' d W-W d 14••r d W-O' D 75• d a Ira• d lr•r d 1r-r b rail• diFir d tr-rdIra• b 7a• d 9 I7•r d 15•-r d ISM• b rb• e lab• d 17. 11• b 17-r D rr d 10 1r rd 1S•-0' d 14'•7- D 7•r d Ira• d 17S b iI.Ir b r-r d II Irr d 1r•4' b Irag• b 74• d 12 ta-0' d It'-10' b 11'S• b 7-r d 12 11'S a 1 1r-0' b 1ra• D 7S• a Y x a' x 0.07r x 0.112' SMB r x r x o.o7Y x o.tir Shia 20-4• d 2S-r d 2S-r d 4'4r d 4 27S d 2r-W 6 2" d 4'0 d S 11ra1• d 27a• as 2r-IV d 4'4r d s 201•10' d 25'S d 2r•r d 4'-0- d a IT-F O 1V 21r11' d 27S d Fur d 6 17-r d W-r d 24'b- d 4'-0• d 7 1 F d WIV d 21'a• IS Fr d 7 SIFT d 22-41.0 23.5• d tar d a Ir-r d I7.11' d 201-4' a r5' IS o 1T-0- d 2I'•11' d 2r5• d r-tF d 9 15'-W d 17•r d 17•r d r• d 0 1r•1• d 21'•1' d 214' D rb' d to IV4r d Ir-W d 1r4• D r-r d to Ir-W d 2a5• 0 W-r b rS d 11 14'S d Ir-11' d 1T-F b r•l' d 11 Is -III d t7.9• a 17.4• ISr5' d 12 14•-1- a 1T5- d IT-0' b YoWd 12 15'S d 17•r b IF S b ram- d r x 9• x O.00r x 0.153' SO 2' x it x 0.o9r a o.1a7• SMB 1 24'-0' d I 274• d W-W d C-O' d 4 2r•IF it 34.5• dp3Z-r W-W d s 22'a• d 2T5' d 2a'•1' d 4'-0' d s 25'•10' d 31'•11' dd 4-0' d 6 2a•11• d 25•-11• d 2r5• a 4'-0' d 6 244• d 3a-0' dd 4'4r d 7 17.11* d 24••r d 25-l' d W-W d 7 2r-1- d 2r5• dd 4.4r17-1' d 2rb• d 24'-0- d 4'-0' d If 2ra• 0 2r-W dd 4'O' d9 ir-4• d27-r d 2ra• d r•11' d 9 2ra• d 2Wr dd 0' d 10 1T-0• d 21•40- d 2ra' d r r d 10 2aS d 25.4. 0d 4'-0' d if Ir•r d 2t••r d 21'S• D Y-W d 11 lr•'F d 24••b• dd 44r d 12 16'b' 0 20'.r d 2 WbD r•r d 12 1F4• a 23- dD 4'-0• d Mono•6bpa0 roofs include gables where Ste slope of the rod s loss than 1• in 1r. Notes: 1. Above open do not hicinr0e length of krtes brace. Add horizontal dlslance from uplgM to caner of brace to bum connection to One above toms Idr 1011111 beam etaru. Table 2.1. 1 C-110 6005 T-6 Town & Country Industries, Inc. Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with MonoSloped Roofs Aluminum Alloy 6005 T-5 For 3 soc. wind gust for IOD 6 110 MPH velocity: using design load of 15.6 06F Single Sell -Mating Beams Tribula Load: 1 dIh Fo, F-F Fr Fo- SOFTit'-0' 17-0' t3'-0' I f••7 is--F ir-F F-r Allowable Spon'L' I bandin W or dellection'd' 2' x 4' x 0.046' x 0.050• 7-1• d ir-r a Fr d T•11- all Tb• d r-S• 0 Fj' d r- 10• d F7 0 6'•r d 6--S• 0 r x 5• x 0.050' x o.046' W-T d tab' d to-r d 7•tF d 7b; d 7-r d I7-1S• d W-6' d r-r d r•1' d T-11' a r x 6• x 0.050' x 0.060• 13'•r d 17b• it 11•-11• d 11'S 6 11.4. 0 ta-r d is-r d 7-11• d Ir-W d 4fi• 0 7J• d W-V d 44'-r d 13'b' 0 1r•r 0 12b• d 17•r d 11'-• d 11'/' 0 is:-+' a ionD' a 10'41 a Y: a• a 0.072• x o.ttr 16'•T -a IT•r d 1r•10• a 1r-r d IY41' d 15'•r d 14'•' d 1r•11• d 1rb' 0 IT- d 13•-1• d Y x 9• x o.072' x o.11Y 2a•s' d t9'r' d 1C-W d Ir-tF d 1T•r d Mr d iFr d 15'-5' d IT-W d 14'•9• d Ir-5• d Y x 9' x O.Da2' x 0.153• 21'•f0' d 2a-r d 17-10' d 19'•r 0 IV-S' d 1T-10• d tr11' d 16•$• d 1r•1• d IS-9. 0 ITS-ra''25a' 0 2P•1' 0 2r-0• a 22-r d 21•-S• 0 20r-T d 27r a 17•r a 7-0• a 7.3• a rat• d Double Sell-Maling Beams Trlbule Lwd Width 8'-0' 7' 4' 1 r-0• Wr 1W-r 11'-0' Ir-0- I 1r-v I 14•.r I ir-r ir-r I lr-0• Allowable Spsn'L' I bending W or deflecton'd' 2) 2' x 0• a o.072• x 0.112• 2Y-4' 0 22-2• d 21'a' d 2a•5- d 17-0. 0 17-1' d e••r a 1r•1' d 1T•T a 1T-3. O 16'a0• d Irb- 2 r x g' x o.07r x O.+tr 2Sa• 0 24.5' 0 2r•4' d 27S d 21'1 0 2a•11 d 9 0 17.1F 0 17.4. 0 tr-11' 0 ta•-6- d 1r-r 2 2' x 9' x o.00Y x 0.1S3' 2T4' 0 2FF di 25'-0' di 24'•1' dl 2r•r di 2rb- di 2v-tF dl 21'•r di 201-r all 204• of 17-tF d 174- 2 r x IV x 0.092• a 0.107• 31•11. all 301.4' di 27-0. Of 2T-11• di 2r-11' all 25-1' III 2Y-4' 01 2t r di 24'•1' of 27-W Of 274' t1 27•r MOno•sbped table Whole gable. whre the slope o1 the root fs less than 1• In Ir. ° Notes: 1. It Is meornmended tat the engineer be consulted on any carrier beam that spans core than 34 2. Spans are based on ISO M.P.M. wind load plus dead bad for tremig. 3. Span Is measured from carrier of contact bn to fettle or was connection, 4. Above span aD net khtds lwVt h cf knee brace. Add hitita"l distance from, upright 10 center d brats Is, beam connection to the above spans for later beam opens. S. Spans may be Interpolated Table 2.1. 2 C-110 Town A Country Industries, Inc. 6005 TCI Allowable Spans For Miscellaneous Framing Beams Used In Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 600S T•S For 3 sea wind Oust for 100 6 110 MPH veleclnr: usins de len laed et 47.7 Mr Single S0114111stng Beans TrIbW Lwd N110th r-0- F- Fr4' 7-0' ior-r it'-0' 17-0' ir-0' I 141-0' ir-r I ir-r I ir-r Allowable span t' I handling b• or donectiw'C 2' x 4' x 0.04r x o.050• r•9• d ra• d T•11' d Fr d T-4' d T-1• d r•it' d r-F d r•r d r-S' d r-r b r-0• 0 rx s• x 0.050' x O.ow Ia-T d tar d 7.9' d 75 d r-1' d r•IO' d ir-r d r-4• o r•r d rat d r•9• o r-r d 2• x 6' a 0.050' x 0.060' 1r•T d t t'-it• d orb• d 11•0 is 10'd• d tra' d 10`-0• d 7.9• d 7S d 74' d 7-1- d rat• D r x r x O.oar x o.osr WS' d 13rb' d 13'-1• d 17-r d tr-r d W-W 0 orb' d tr-r d IaaO' d I7b• is laS d I7-r d 2• x r x o.o7r x o.11r 1T-9' at IF-11* d IF-r d Irb• it 14'.11' d IV-r d W.1' d Ir•9• d ors d tr-I' d 17-10* d iLr d 2'x a' x t Fx o.ttr 1r r d ir-r d 1r-B' d Ir•i' d 1r-G d IS•11' d 1Bb• d 19•1• d W-9' d 14'S• d 14a 0''•1' t0' 2• xrx o Nr x o.1sr 2a•11• d I7.11' 0 1r-0' d try- dIrr d Ira• d Irb- 0 Ir-r d W-10- d 1SS d Ir•r d t4•ao• I Y x Ir x6.092• x Riar 244• d 23'-1' d 27.1' d 21'a' d 2ab• d to-10' 6 ta•4• d tr-9' 0 1r•4' 0 Ir-11- d 1Tb• d ir-r Double Se114Aating Beams Tribute Lwd Width ' r- r r-0' wr Fir Wrii- 17-0' iY-0' 14'-0' 1S'-0' • tr-0' 1T-0' AllowableSpan V I Standing 1s' or dollscttoo'C 2 r x r x o.o7r x 0.11r 2r-W 0 21•a' 0 2lrb• d 17•T a tsar 0 ir.' d 1T•F II Ir-0- d 1ra1' d IV-W d 16r d 15-10' d 2 r x F x 0.o7r x 0.11Y 24'$' d 23'S d 275' d 21'b- 0 2a r 0 2a-r d t7•T d 17-0' 0 tr-r 0tr•r 0 tT-9' 6 tr d 2 r x r x 0.00r x OASr 2r5' dl 25•-I• Of 23'41- of 2r-I• di 27-r all 27r ill 21Y-1+• at 20'-S' III I7-11• d I7S di a-0' d IrS d 2 rx 10' x 0. 092' x 0.197' 31Y-r di 27-1* Of trap• 0 W-W all 25-10• d 25'-0' di 24'.4• di 23'S Of ZV I' d 27.r d 22,-1, d 21'S d Mwnosbped toots Include gables whee One slope of the tool is less Owl 1• In 1r. Notes: 1. It Is recommended Uw W engineer be oonwlled an try ntrrNr been that spans ,ruts Otan 39 2 Spent, ere basso On 110 M.P.H. wind load plus dead load far framing. 3. Span Is measured loom enter of correction to fascia at wan connection. 4. Above span do not k" lft Wn M of bras brain Add hotlaorud crew" from updytl to center at brace to beam connotation to the above open for wall beam 5. Span may De buetpoleled. Town d Country 6005 Indicator Mark i Spans (Instructions For Pomtit 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 Indentifieation marks and Oho location of such marks. These alloy marks are used solely for our SODS exbuslons. 11 is ultimately the contractors responsibility Ohal they, reeelve and use only 600S alloy shapes when using this engineering. We are providing this document to simplify the Indentificabon of our 60D5 alloy materials to be used in conjection with our BOOS engineering. A separate signed and sealed document from Torn 3 Country •. Will be provided to our pre - approved contractors once She materials ale purchased. h TO SODS SELF -MATING _ ALLOY INDICATOR TC16005 HOLLOW CATOR 0 z W a 0 LL Wm O F- L9 2 KW wz 0w K 0U. K O w o: tuw 0 U pw to9 J Q U) zLU Q z U U z pa C Z = fnQU)w U CO HLL LU= 10 M LL !Y Z0- 0 0 < 2 U z Q Q J Q co r- at LLW r LU O c X a w to LL 0 C rz US tiUS4 D ' to m as roLLI u c J m LL3 > p m aa) a c m A y W 0 0 L3C9 z 0mcK Ou. z h EAL U Dc W SHEET z W I UA--I - IU I= W in W12-2010 I OF Ir- 10 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; Uslno deslon load of 16 2 eISF 148.3 WSF for Max. Cantilever) 2' x 2' a 0.040' Hollow 2' x 3• x 0.114S' Hollow Mix. Span 17(Danding'b'or danaction'0') Load WIOth (h.) Max. S an•L•/ bending Wor donaction d' 132 Spsn 3 Span SpenCentllwer t82 Span 3 Spsn Spsn CsnNwer S•1' d 3' d 6••S d 1'•,' 0 4 r-r a r-g• d r•11• d 1S• a4'•9' pLood 0 5•-10' 0 S•11' d D•-11• 0 5 S' 0 r-r d ram' d 1'J• d 4'•S• 0 5•S a S'-7' d D'-11- d 6 r•2' 0 r-r d r-10' 0 1'-3' aFr0V•r a 54' a r-If' a 7 SAI' d r•3• d T-5' 0 Fr d4'•1' 0 C-11' 0 S-I• a 7.10• 0 B 5•S' d r•11 0 W-11' b 1•-r 0 7-11• d 4'.10' 0 4'•11' 0 7-10• If 9 5'•S• 0 6•4• 0 6'-7• D 1'.1' d 10 7•r a 4'S• 0 4'S• b W-r d 10 S•-r 0 6••5' d S-3* b 1•-1• 0 11 7S' a 4'd' d 4'S' b W-W a 11 1 S'-l' If I F-r D I S•11• b t•-1• 0 12 1 Jr-W a 44- If 1 4--3• D D••r 0 12 I 4--1t• 0 I W-ii- D I 5'-a- D v-V 0 r x 3' a 0.060' Hollow r x 4• x O.Osr Hollow Load Width (fl.) Max. Span'L'/(ben0ing'W or deflection's) Load Width (n.) MIUSpan Max. Spon L•/ bandln b• or donaeton'ti 1&2 Span 3 Span 4 Span Co Max. nillantileveror 3 Spsn 4 Span CaM*a` 4 T•/0' d W-W If r•11• If 1S• d 4 ItS• If 11'S' d 1•-11- If 5 T-0' d W-W 6 7-r d 1'.W 0 S JET d IW-Ilr d 1••9• a 6 6•-fo• 6 W-W d rS' Il t'•5• a 6 W-11' If B•11• D t'•8• d 7 rd• a r•1• 0 Fr 0 F-4' d 7 r4r d 9'-r D 1'•r d 8 Fr a T•r 0 r-10' d 1-4• If a r•11' b 8•-T D 1'.W If 9 r-0' a TS• 0 F T If 1•a• d 9 9'-5• b e•-7• D 1'4• If ID S'-10' 0 T-2' 0 r-0' d 1'•r d 10 r-10' d T-11' D rS' b S• d I d r-11• 0 r-11' D 1'•r d f r-r d r-r D I ram• D 1.4• If 12 5•-5• 0 r•7 d F-W D 1'.r 0 12 r5' a T-T D r-W b t4' a x r x Few Ndlow Max. Soan L'1 bandl D• or 4nacllon'a 132Span 3spin 4 span Max• Ca5•-r o r-l' a r-Y a f•r e54• RVAd1h 0 6'•T d r-r 0 I' -I' dr-0' d r-r If ram' 0 1'-I• d 4'9' 0 r-Il• a r-0•• a 0.11• 0 4•-T 0 S•S• d s-r a a-11• a4'S' d 5•S• If SS• d r-11• 0 10 4•-r If S'a' If S-4• 0 W-11' 0 11 4--1• a Y-1- If r r d W-Ir If 12 3'•11• 0 1 4•41• d 5'4r a r-IV If v_ •Maio-abpe0 loots include geNss a4fere tlfe ebps d the rod t& tesa then t' M 17. A. Above opens do net Include length of Ines brace. Add h=MtM distance Iran upright to center of brace to beam w'oonnectbn to the above spans for 10101 boom SWL Table 2.1.1B-120 Town d Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carport& or Patio Covers with MonoSloped• Roofs Aluminum Alloy 600S T-5 Fora sea wind gust for 120 MPH velocity; itUshig design bad of 16.2 WSF 45.3 NSF for Max Cantllew r: •• a 0.046' a o.oso• sMB r a S' a o.OSD• a 11 04e' SMB Lose Width (n.) Ma Spa n L'1 Dandl T' or eellscuon Lad Width (IL) Max.Spa n'L'/ rim 1' or de0ectlon'd 132 Span 3 Span 4 Span CsMISS. 132 Span 3 Span CMAIL an tilever lcrJr d lr-W d 1r•11• a r-1' 0 17-W d 15•S' d 2'-r e 5 WS• 0 11•-r d 1r4r d 1'-I I' d S 1,•-r d 14'•r d d 2'S' d 6 r•11' a 11.1• a 11'I• 0 1'•70' d 6 11'-1' d I.T-W 0 a r•Y d 7 r-W 6 to'd• 0 10'.W b r.r d 7 117d• d 17-0• 0 dIX-3rd d7-r d a r-r d ID••1' d r•11 D PS• e a Ir7.1' d 775' d d r-1' d0 T-1r d 7S• d 9•P D 1'•T o 9 r-0' If 11'-11• d 0 1•-11' dT-T0r-r b r•11' D 1-r o 10 ram' 0 11'•T d D 1••11• 0Tom' dr-9' D rd' D 1'S' 0 11 4.1' 0 i1'•r If D 1••10• e/2 T-I- d r5' b r-1• b 1%F 0 12 r-10' 0 IO•-tr d D T-10• 0 2' a r a DASD' a 0.oS0' SMB r a r x oler a olar Big 1 I••-11• d I Ira• d lr•r 0 7-1• d lr4r 0 21'4r d 216-5' 0 7d' d S 17.1D' 0 1T-1• d 1T-S d IV d S IY.I ' 0 79'S• d tr-11' If T• r 6 8 13'4r 0 Ir•1• d WS' 6 74• 0 6 4'.10' a 1r-0' d try- If T-l' 0 7 17.4• a IV-r a 15•-T d r.T d 7 14'-I' a 1r5• d 1T•r a r•11• d 8 11'•10' 6 to'. r d 14'S• b r-W d 0 13•d' d lr4r d IrO D r-r d 9 114• d I••$ 0 174W b ra' d 0 17-11' d IW-W d I6•-0' b r-W 0 so 10'•I1• a 17.7' d 17.1' b r-r d 10 17-W d 1Y4r a tr r D Fr d it 10'-r a 17.11' D Ir-6• b r-r d it I7•r d 14•-71' 0 14'd• b r-W d 12 1D`•4' 0 17-W b 11%11' b r-t• a 12 11•-1r d 14'4' D 13'•11' b r-5• d Y x a' a 0.07r x olir sMB Y a 9' a 0.07r 10.112' SMB 2r. 1r o 2r5' d W d 4 2r•1' a 2r4• d 2r•1' d 4'-0• d S 24'•1' d 24'S• d 4'4r d S 21'S d 2r5' d 2r-11' d 4'4r d 6 27-W 0 27.1' d T.r d a 2D-r a 24.11.O 2S'S• a 4'.W d 7 21'd• d 21'-it• d r.r o 7 tr-r 0 2T.W 0 2P•1. 0 3'-11• e a 27•r d Mdl" 20••l1• d 7-Y d a lr•4' a 2r.r d 73'•1' d Y-r d 9 Jr., IV-9` d 2D•r d 7.4' d 0 lr-r d 21'-r d 27•r a 7-r . d 10 ill•-i• 6 IWO a 7-r o 10 W-11' d 27•tt• d 21••r D Y-W d it trd• d Ir-r b 74' d 11 16-V d 20••4' d 20•-r b Y-W d 12 tr•11• If I 1r-r IS 7.11• If 12 15•41• If I Ir-9• If IW-4• b 7-4• d 2' x 9' x D.OSr x K.1 S3' SMB r a IF a 6.59r x Fier SMB 4 24'-9' If 3Dd• 0 31••r a 4'-0' If 29-V d 3S3' a 3r-l' 0 4'-W 0 S If. 0 2r•4' d 2r-11' d 4•4r 0 S 2r•r d 3r-IV d 17-Wd 4'-W d 6 21•-T d 2rd• d 2r-r d 4'-W 0 6 2S-I' d 3d•11• d 31••r 0 4•d 0' 7 2W.W d 254' d 25•-Ira• a W-W d 7 2r.%W d 29'S• d 29•-11' d W-V d 8 r-r 0 24•.r d 24•4r a 4•4r d 6 27-W d 26•-1• 6 2W4r d 4•-W d a it-ID'a 27.4' d 23'-W d 7-11' d 9 21•41' If 2r4r d 2T•r d 4%V d l0 r•3• d 27-6d 27•I1- d 7•r d 10 21••r d 28•-I• 0 26'•r d 4•-W d It trd• 0 21'•10. 0 2rS' 0 75' 0 11 zed• d 25'-3• a 25'-9' 0 4'4' d 12 1T•2• d 21•-r a 1 21'S• D I 7d• d 1 /2 19-41- If 1 4•-r If 257d 4•-0' e Mono•sbped mots include goads where the elope of the roof it less than 1' a Ir. Notes: I. Above cpare do net Indudo length Of Imes trees Add haeonlal distance from upright to center of bate to team confection to the above Spero for total beam Sterna Table 2. 1.2 A•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 see. wind gust at 120 MPH; Using tlesign load of 21.1 NSF (48.3 WSF for Max. Cantilever) 2' x 2• x 0 040• Hollow 2' x 3- a 0 045• Hollow Load Width ( h.) Max. Span' L'/(Dendln W or denectlon'B) Load Width (IL) Max. Span' L•I(Dending'D' or deflection'd 1&2 Span 3 Span 4 Span Cantilever 132 Span 3 Span 4 Span cantilever es- 4 4'- W If Y-9• If 5.11- d 1'4' 0 4 F-W If r4r d r-r d I'd• 0 s 41- 4• d 5'-4' If 5•-5• d W-11' d S r-0• d T•5• d T-7• 0 14• e 8 4'- 1' If T.W If 5••2' d W-11• 0 6 5'S' If r-W d r-I• b 1' -r d 7 3•- 10' If 4'•9' 0 4'•11' d W-10• 0 7 Y-5' d 6'-B' d W-7' b 1'.r d 9 7S• If 47, 0 47 b o'•I0• If 8 S•-r If 64• b 6••1' b IT d 9 3'- 71 If 4'•S• If 4••4• b D••10' If 9 4'41' If 5'-11' D 5••r b 1'-t• d 10 7• ' 5 0 4•• ' 3 D 4'•1' D 0'-r 0 D r 0 S'S' D S' -W D 1'•1• 0 11 3'' d 4'-1' D 7-I1• D 0'•9' 0 11 4'S• If 5•-5• D S 5'• b1•0' 0 12 FT If 7-to• D 3' -r b 0••r If 12 4'6 0I 5'•r D 1 4%11• D 1'-W e 2• x 3' x 0.060• Hollow 2' x 4• a 0.0sr Hollow Load Width ( n.) Mae. S an 17(bondin D' or Oenection'0' Load Width (R) Mai S an L•I bending'W or do0actlon'tr 132 Span 3 Span 4 Spon Ca Ubver 132 Span 3 span Spancantilever 1 r- r If r•11• If 7.1' d 1' -r 0 4 r5• d Io'd• If IW-W D I•-11' e S 1 rd' If r-r O r-Y d 1•d• If S T•1o' d W.g• d W-W b 1••r If 6 w- 4' a Mr d r-11• d 1'•S• a It r-W d r•It' D r4r D l'-W d 7 5'- II• If r-5' d r-W d 14' If 7 r-W d r-4' b S'-i' b 1'-7• If 9 5'• r a Rt• If Fr D 1'•r If 8 r-r d T•r D F-W It 1'd• d 9 S' d' 0 6'-9- If 6'-r D 1'-3• 0 9 rd• 0 T4• D FT D 1'S' 0 10 S'• 4• 0 r-T If 6'S' D 1'•r 0 0 rJ• b r•11• b 6•-9' D 1.5• e 11 S'• 2• 0 ram• D 6'-1' D 1'•r 0 ti S•11' D 6'S' D r5' D 14' d 12 4'- 11• 0 r.I' D 1 5••10' D 1'-1' II t2 S'S' D1 W.4' D I r-Y D 1 14' If a 2' a 0.04S' Hollow Load Width ( It.) as. Span * UffbondIng W or deaoetfon'0' tau Span 3 span 4 Spen Max. Gnillwor 4 5'- 3* d r$• d SAr If 1 1••2* If S W- 11• d r-W d r-r If 1••I• If a 4'• r 0 Y4r d 9-1o• If 1•-W If 7 44• d S`-S' d SAr d 0'41' If a 4'• Y d 3T d SJ If a-11' If 9 W- W If 4'•11' d 5'•1• 6 W-11' d 10 3•- 11' If 4'-r If 4'.ii' 0 W.IO• d It 7- r If 4'4' If 4•4• D W-IV d 12 3• 4- If 4'4• If 4•4r D D'•t0• e Monoslope0 roofs Include gables where an sops of Oa roof is teas tun r In Jr. Notes: 1. Above spans do not Include length of knee brace. Add hort alW distance from upright to center of Drece ro beam connection to tle above opens for total beam spans. Table 2. 1.2B.120 Town & Country Industries, Inc. 600S TO Allowable Roof Beam Spans For Attached Covers, Fouts Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5 For 3 sea wind gust for 126 MPH velocity; Usino desion load of 21.1 WSF l411J NSF for Mas. Cantilevad r x 4' x D.D4r a D.OSO• SMB Y x S' a 0.0sr a 0.048' SMB Load Width ( R) Mss. S VilloandInfir V or Oen action 'd Load WIOth (R) Max S It Wilbandln V or cn 132 SpenWbb Span Contnwer 732 Span 3 Span 4 Span Csntl wr WS' d 11••1D• d 7.1• d 11'S• d 144• d 14'S' d 7-7' d S W- W a ll'-0• d 1'•11' d 5 10'•f0' d 13'S' 0 17•r 0 7S d 6 r- 3• O Ur-l' b 1'-10• 0 6 Ice•-r d 12'-r d 1r•1D• d r-r d 7 Tar Oram' D 1'-r 0 7 r5• a 11'41' d 1r•r b 7•r d a rd• dr-W b 1'S' d 9rQr a 11'S 0 114• D r•1' d 9 T• r dit r b 1'•T d 9 r•tr d Ur-11. 6 17A• b 1'•11• d 1D r- t 1' dT•tr b 1'•r d D rr d 10•S• D 10••r D t'•11• d 11 6'- r d TS' D 1•.W d 11 r-0• 010'-0' D W-W D 1'-10' 0 12 1 rS• d I ram' D I T•1• D 1•d• 0 2 r•1' d D 9'a' D I 1'•f0' e r x r x o.oso' x OABY SMB rxrz OA60' a 0.060• sN 17$' 0 lr•10' a lT-7 a 7-1' 0 3' d IB'd' 0 7d' d S i7S' 0 i5'•T d 79•I1' 0 7-10' d S 14'd' d 1T-10' d ir-r d 7J' d 6 II'• it' d 4'S' d 14'•I0' D 7S' d a 17•T If 15-10' 0 7T•r d 7•1• d 7 11'- 4' 0 IT-11* 6 17-r b 7-r 0 7 1 •11' o IS'-' b r• l' 6 If II1r- I ' d 13'• D 17.10' D 7S' 0 37.4• a 1• b r-r d 9 Io' S• 0• 174' D 17-7• D 7.4• 0 11'•11 0 1' D 7-0• 010 ta- 0 d n•+1 b Ira' D ra• o to Ira• d 1 b z-r d 71 W- r 0 11'•4' D 1p•11• D 7-r 0 It 11'•1• 0 1' b 7d' d 12 W- S' 0 10'-10' D f0'd' b 7.1' 0 12 tr-tr d 1 b 7•S 0 rxrao.07Yx0. 11rNo raraFair a51irsMB l IW-r 0 2Y-r d 24'•Y d 4'-0• 0 2rir d 2r-I' a 2r•r d 4'-W o S ir•l0• a 2r4r d 2r4• d 4•-0• o S Wr d 24'-r d 24'S- d 4'•D' 0 a ir-r d 20•-0' d 21•-r d Y-V 0 a IV-W 0 2r-r o 23•.r d 4'4r d 7 IF-11• d 19r4r d 2W.1• d 7-r 0 7 ire• a 21'-W d 27•1- d 7.11• 0 B Ise• d ir-1r d ir•1• b Y-S' d 8 Ir-W 0 W-B• a 2V-9• b 7-r e 9 14'•W d tr-I' a IT-11' D 34' 0 9 tr•7• d 19'•11. 0 Ir r D 7•T e 10 14'-r d ire• d 1T•1' b 3'•Y a to 1S•r a llr-r b 1r r D T-W a It ISS• 0 W-1r b 16•r D 3•-/• 0 it IS-1. 0 Ir.4• b lr-W b 3'-S' 0 12 I3'-4• 0 I&.I- D IT-7- D r-tt• 0 12 14•-W d Ir-W It 6••tr b 3'S• d r x r x Meer x 0.153' SMB r x IF x 0.092- a 0.1e7• SMB 4 27-V If 2T-11• a 2&-W 0 4r 0 2r.1• 0 3r-W d 3Y-l' 6 4r 0 5 21.0 0 25•11- a 2rd• d WW d 5 244- d W-1• d 3W-r 0 4'-0' d a IW-r If 24'S• d 2W.11• d 4'-W e a 2r-11• d 28`4' d 21r•11• If 4%W d 7 tr•r If z7•r If 27S' d W-W If 7 21'-9' If 2r-11' d Zr-S' If 4'-W 0 a 7T•71 a 2r-r d 22'S d 4'-0' d 8 27.10' d 29-r d W-r If 4%W d 9 lr-W d 21•4- d 21'4• b 7.11' 0 9 2(r4r If 24•-r d 25'i• 0 4'.W d 10 16'S• If 20•r d 21Y-r b 7•r If to 1B-4• 0 27.11. 6 244' If 4'41• If 11 1r-7 d 19'.11' d trS• D 7S• 0 It 1r-9' d 27•r d 27a' D 4'-W d 12 1SS' If 19'•S• d tr-10• b 7d' d 12 tr•2' If 22d' a 2,_3 D 4'-0' d Mono -sloped root& Include gablea where the slope of the rod to less than 1• in Jr. Notes: 1. Above spans do not Induds length of knee brace. Add horizontal distance from upright to center of bare to Deem connection to the above spins for total beam spans. Table 2.1. 1 C-120 Town B; Country Industries, Inc. 6005 T•6 Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with Mono -Sloped Roofs' Aluminum Alloy 6005 T-S For 3 see. wino quit for 120 MPH veloelly: uslno deslon bad of 16-2 WSF Single Self -Mating Beams Tributary Load Width 6•-0' 7'- 0• 8•-0• 9•-0' IV., tt'-0• 121-r I Iry 1 14•4' 1 is%w ,6•-0' I ir-r Allowable Span L• I b nding W or donectlon'B 2'. 4' x 0.046' x 0.05r r-11' If B'd' 6 r-2• d r•10• d r-T d 7'•4• ol TV d 6••11' 0 6••r tl r-7• d r-W di 6••4' D 2' x S' x 0.050' a 0.048' 11'A' d 19-6' 6 IW-1' If rS' d 9•-0' d W-I* d r•lr If r•7' 0 r4• d r-r If T-11• d r•IO. 6 r x r a o.Oso• x 0.060' 17.11' If lr-4' If l l••1r d 11'-4' d Ira'-1 /' d IW-7' d 1d-4' If 1r47 0 9'-10' d 9'•r If r4• d W-r d 2' 6 7' 0.060' x 0.060• 14'-t0' If 14'•I' 0 17d• d 17.11. 0 17d' 0 it-r If 11%9• If I1•-W If 11%r d IW-11' d Ir•r If IW-V 6 2• x r a 0.072• a 0.112• 19-4' d 17'•5' If lrS• d 15'-11' d W-S' d IC-1 I' If 14'd' If 14'•r 0 IYAW d 17d' d I7-r d 17.11' d 2' a 9' a o.072' a 0.112• 20'•2' 0 19-Y d 1B'-0' tl 1T-r 0 16'-11' 0 16'•5' 0 15.11' 0 5'•r If 15'•7 d 14'-10' 0 te'd' 0 71'-0' 0 2• a 9' a 0.082' x D.1S3' 27r d 2W-W d IT-7' d 1r-10• d Ir-r d Ir-a' d 1T•r d F-W d 1B r d 15•110 d 7S•T d is,-r d 2' a 10' a 0.09Y x O.18T 25'-0' 0 23'•r d 27.9' 0 21'•10.0 21'.1• d z0'S' 0 19'•1r d Irk' d tr•1r 0 te'S' 0 tr-1' 0 1TS' a Double Self-MsUng seems Tribute Load Width Fo-0 r- 0• .Fo- r-0• Wo- it'-0' 12'-0' 1W-W 1 14•01 1 Ir-0' 16'-0' 1T-0• Allowablo SponL• I bending W or donactlon •B 2 2'aS' x0.072'xO.11Y 2Y.I* d 21•-11'0 20••t1.0 2r-r tl 1r5. 0 tr•10.0 1r' 0 tr•10.0 1r•S' If 16•-I1•II IF-W 0 164' d 2 2• x 9' a 0.072• x 0.112• 25'5' d 24'•1' d 23•-7' d 2r•r 0 2l'•r. 0 20'.g' tl 20•r II 19•-T II 19••r tl 1S•-8. II 1r• 0 Ir-11• d 2' x r x o.oe2' x o.1sr 2r•r d 2S'•ID' 6 24'.r di 27-r 11 2r-11. 111 21•-T III 21•-0' II 2D5. di 20'-0' 111 17•r di 1g•-Y 0 2 r a IF x 0.092' a If for 31'd• di 291•11' di 2r-0' di 2r•r of 2r.r di 25'-9' di 2r-0' III 24'-W III 27•r of 23••r dl 27-r III 27-r If Mono -Sloped roots Include obbin where Ole slope of Me Mot b less than r In Jr. Notes: 1. It Is recommended that the engineer be cons~ on any, ranter beam that spans more then 35• 2. Spans ore based on 120 MP.H. wind WO plus dead load for homing 3. Span t& measured from center Of oomeclion to tescla or wall connection. 4. Above opens do not Include length of knee brace. Add horitantsl durance from upright to center at Dice to beam connection to the above spans for tour beam SSpans may be Mterpolated Table 2.1. 2 C-120 Town & Country Industries, Inc. 600S TCI Allowable Spans For Miscellaneous Framing Beams Used In Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 600S T•5 For 3 sea wind gust la 120 NPH velocity; using design load of 21.1 NSF Single Sellalathtp Beams Tribute Lose Width r-r r- r s•-0• tr4, 10•-0' Ii'-0' tr-0' U'-0' I w-F I ir-0' ir-0• ir-0' Allowable Span I.'/ ndiT' tor dofiscuon'd' Y a 4' a 0.o4r a 0.0sr r-r d r•1r d Td• III r r II r-11. O r-0' d r-W If rI• b r•1• • bi S•11• b SS' b S-W b r x S• a 0.osr a 5.046• 101•2* d rS' d 9'a• di r-10• III B'•r d rr' d r-l' If T-10• d 7-4• III TS' If T-4• 17 r-r b 2' a r a 0.05r a D.D60' 11'•11' If 114' d 10.70' III 1rS' di 10'-0' d r•r If o'S' 0 11-r d r•11' a V-W D r-S' b r r b 2'x)'a0.060`: O.D6o' ir-r d traro lr4• a lr•tre 11-4- d lr-r o tO-to•a lea• o taxi• d ta-0• If Wr b 7$ D r a a' a o.07r a 0.17Y tr-W d75•11•If TJr 0 14'4r If Ir-r d 13•-W d I3•J• d Ir-11'If 17S• 0 lr-4. 0 17-7' d 11'•IVIf 2*xo•xo.o2ra IMF 1 lrS If 1r-r d 1r-r If Ir-1' If 15'•r d 1S•1' d 14•4' If 1r-r d 131.11*d 17•r It 174' 0 17-0• d r x9• x 0.082'x 0.153' 1B-r d lr-r a Ir•1r d 1TJ' 0 1rS• d tr•Y 0 1S5' 0 1SJ' 0 11'•11' a U'•T d II'J' 0 17.1I' d 2' x iD' x O.OBr a Kier 2r-11• d 21'-9' d 2P•f0' d 20.4T tl try d 18'-9• d ir-r d Mr d Ir-r a IV-11' d 1r$• d 16••r 0 Doubts Self•Mating Booms F7 r7r-0' FZ- I We- 111.7 1 ir-r I Mr, 1 14'-0' IS-0' I 16'-0' Afberable s n L' / banding T' or denection'd' r a r a o. o7rx O.tir 21'•r If 217•1• 111 IW-r 0 Ira• 0 1P-10• d 1T-i 0 it r a lrS• d IT-11- II ls•-r 0 S•r d IT11• d ra9'a0.07Ya0.7/Y i7•r tl 27-I' 0 21'•1' If d 19•-r d tr•11.0 try' 0 1T•N'0 1Td• 0 tT•1' d tr-r 0 7r5. 0 r a 9': D.082' a 0.153' 2•'•tt' d 23'S• 0 27S' 11 21'-r 11 21.4T 0 20'•4- d 19'-r 0 17.3- a tr$ d try d IT-11. II 7T•T d 2 r x IF a 0.092• a 0.IBr 21r•11' III 2r r III 26•-r III 25•-r 111 244• 111 237 di 22'•17• 111 27%4• 111 211-r III 21'-r di 217•10• tl W-W 0 MOW-90W rooh Include tabus whets the slope of the tad bless tort Y In Jr. Notes: 1. 11 is recommended ther the engineer be consulted an any tamer beam that spans more than 3S 2. Spero era based on 110 M.P.H. wfre load plus seed lead for homing. 3. Span IS measured from career of connection to foods at wall connection. 4. Above spans do not Include teogth of knee braes. Add horizontal distance from uptigN to center at brats a beam connection to Its above opera fat te1ll boom 4pon•• S. Spans may be Interpolated Town d Country 6005 Indicator Mark Instructions For Pennil Purposes) To: Plans Examiners and Building Inspectors, These alloy Indenbfieation marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy Inden6fication marks and Ute location of such marks. These alloy marks are used solely for our 6005 extrusions. 0 Is ultimately doe contractors responsibility that it" receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the Indentification of our 60US alloy materials to be used In conjuctia, with our 6005 engineering. A separate signed and sealed document from Town d Country Will be provided to our pre -approved contractors once lee materials are purchased. TCI6005 SELF -MATING _ ALLOY INDICATOR TCI 600S HOLLOW CATOR J Q U) Z ( i Z W 20 0 Z U io Z U) Zpa 0Z=W H U) U to U. W J O WH O IX Za to 0 Q O 2 W 2 Z U Q JQ to to j ? IT U_ y riUi 2 o at to dtutoJ O c o 0 C 4 C to m r' cy==- Weo mO at c o C 3 to00I O t0 sit 0 Z SEAL W W z SHE-& Z z 9A-120W E W to 12 OB42- 2010 OF0 Table 2.1.1 A-130 Town & Country Industries, Inc. 600S TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs Aluminum Alloy 600S T-5 For 3 sec. wind gust lot 130 MPH velocity; Uslno deslan load of 16 6 WSF 156.6 NSF for Max. Camlleven Load 1 Max. Span 1'I(bendin 'b• or denetuDAVI I Load Max. Span 'L'I Dending W or denetllon' Width (h.) 162 Span 3 Span 4 Span Maxim-, wldlh (h.) 162 Span 3 Span I 4 Span „ 12• x 3• x 0.060• Hollow 12' x 4' x 0.650' Hollow I Width (n.)j 162 Span ) 3 Span ) 4 Span ) ., _1 Width (R)) 1A2 Span ( 3 Span ) • Span Width (1L)1 1a2 Span ) 3 Span ) 4 Span Of mots Induds gables where the slope of the Tool Is less than I' h Ir. 4:'Above spans do not hcluile length of knee brsre. Add hortut tal distance it= upright to center of brace to beam olimetOon to the above spew to total beam spend. dale 2.1.1B•130 Town 3 Country Industries. Inc. TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs Aluminum Alloy 6005 TS Foi sit wind gust for 130 MPH vabehy; 7lilnn A..Inn 1- M tR R Ott t[R R ellC 0- U... f nNlw•A 2'sx•4.::x 0.04a' x 0.050' SMB r a S' x 0.050' x 0.043• SUB Width (IL) Me& Span 17(bandbill b• or dMetUon Load Vrldlh (IL) Max. SpanVilitendln W er -cn 762 Span 3 Span Spen Mam cantilever 162 Span 3 Span Span Max. Camn ver 10'•r IS 1r4' d T74• 0 2'.W 0 it r d IS4• d I5'-10' a 74• 6 s 91S If I1'4' d II'•ID' 6 1'40' 0 S 11'.W 6 14'•S d 1•'4• d 74' d 6 6.10' d to'-11' a 11•-r a 1'•9' 0 6 16-11' 0 1YS 0 13'•t6 0 7-7 e 7 6S d TOFF d 164' D 1'-W d 7 TIFF-5 IF I1 d 13-7 0 7-I- d 0 6.1• d 7-11' d 0`0 D 1'•7' O 0 D'ar If 174• d t7-r If T•-11' 0 a r-W 6 64• D 9•-r D 1'S 0 9 6•r 0 11'•10• d 174' b I'•11' d D T4' d 6-0' D S'•9' b 1'S 0 0 9'J• 0 11'•5- d 11•S' D L!IW d 11 T-r 0 6-T b 64' D 1'S' 0 11 6-1T d 11'•r d 10'•10' D 1'4' 0 12 T-0' 0 I 6a• b I T•11• b 1•-F 0 12 1 64• 0 I 10.4• d I TO•S• b 1'4' 0 2'xrx0.050'x0.060'SUB rxrxRow aKim* SMB 14.4' a 16-r a 164• d 7.71• 0 I6-10' 0 20.4• d 21••r d T4' If S Ir$ d 16AV d 1T•r d 7.r d 5 is-r 0 19'a• d I7F' d r•t' d 6 17- 17 d W-10. 0 16'•r d 7-W d 6 U•F' 0 1S•-r d lir-W 0 7-it- d 7 it- r d 15'-1' 0 154• d 7S d 7 13r-11.0 Ir-r d ir•r 0 Fr d 0 114• d 14•S d SrW D 74• d 8 17•4' 0 IS`-W d 16.4• D rot• e 0 1I- r 0 IT -IV 0 1Y-r b 2'-r d 9 17•t0' 0 15•10• d 15'4' D 7S d 10 l0'• 10• d 17J' It r-Ir b 7-r d to 175• d 15••4• d 14•41. b TT d It 101- V IS 12'4' b 17F• b 7.1' d 11 I1•4r 0 14•-9' D 14••3• D 74' d 12 TO'- r 0 7-r D 11'-9• b r-W d 1 12 11--W If 14--1• b ir4• D F-7 d2' x r x 0.D7r x 0.I lr SMB Irttrxii.wrtimirsms 4 20- r If 24-r d 2s-r a I 4.4• d 274. 0 28•-r d 21r-9• d 4•-0• d S Ilya' If 2Y4' d 24'•r d 7•10' d S 21'-r 0 26•r d 2S4• d 4'-0' d a iK- r 0 274' a 27•l0• d r•r d 6 17-ir d 24•-r 0 2S•1' d r-tr d 7 Ir- r IS 21'.r 0 21'4• a YS d 7 16.11• d 2Y4- 0 23'•I0' d Y4T If a 16- 5 d 21Y4• d 294' d Y4• d B IV-1- 0 224• d 274r d r-r d 9 1s- Io• 0 174• d 19F•11- 0 Y•r d 9 Ira• IS 21'4. 0 21'.t1• o rS• e IO IV- 7 d 16-10' d17-1• Itr-0• d10 16.16 0 20'-9' 0 2O'-10' ItY4• d 11 4' S If11r r 0 llrr b 7-11' 0 I f6-r IS 20F4r 0 T9•-10• b r-r d 12 1 14.4• d I 1T4' d ITS D 2-40' d 12 IS` -IV d 191-W d ir•11• D Y-1• d 2- x r x o.Dar x o.isr SMB 1 r x to' x o.o9r x oner sus 4 24• S• IS 301•r d 30E-W d 4Ar 0 4 264• d 34'41• d 36-W d 4•-0' d S 274• 0 21r4• d 2rr d 4'4• d S 264' d 37-V d 37.r d 4'.W d 6 21' 4• IS 26`40 d 26.17. 0 4'-W 0 a 24•-a' d 3a r d 31F-r d 4.4 d 7 21Y- r IS 25'-0• d 25.4' d 4'4r d 7 23*4• d 26-0' d 29'•T IS 4'4- d a 16S 0 2Y•11* d 24'S IS Y•IV d 6 27-W d 2r-r d 264• d 4'-W d 9 164• 0 2Y-W 0 2Y4• d 7-Wd 0 21••r 0 264- 0 2TJ' d 77d to 1T•11' IS 27.r d 27-W d Y.r d to 20E-IV 0 25•-9' d 264• d 4'-W IS 11 ITS If 21'4' d 21'•11' d YS' d 11 20'-r 0 24.41. 0 2&-W d 7I1• d 12 16.11• d 26.11' d 21'•I' D 3'7d 12 t6-0' -dj 24••3• a 24'-9' d Y•11- IS Mono -sloped mots IxAds gables whom the slope of the mol Is less than I'lit Ir. Notes: 1. Above spans a not Include beget of knee bap. Add horttontal distance horn upland to Comer cd brace to beam connection to the above spans for total beam spins. Table 2.1.2 A•130 Town R 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 set. wind gust at 110 MPH; Mor1D•Noped mots lickide Babas whys the Slope of the Cool Is loss than l' In 72'. Notes: 1. Above spans 0o not Include length of Mee bees. Add hortronlel distance from upright to center of brace to beam Connection to the above spans for total boom opens. Table 2.1.2E- 130 Town & Country Industries, Inc. BOOS TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T- S For 3 ass wind gust for 130 MP14 velodyr, r x P x Fees- x USE- SMB r x S' x 0.0sr x 0.0411' SMB Load Wldm (R) Max. S VI(bandIng T' or deflectlon'd Load Width (11.) Max. Span * 01bandino T- or dsllection' ta2 Span 3 Span Span Mm CantDaver 2 Span 3Span 4 Span Cantilever lr-11' d 11' 4r d 11'-W d 74• d 11•0 0 tr•T 0 tY•tY d 7-W 0 S 6.7 d to••r 0 16-r b 1•-%W IS S ISr r 0 170 a 17.11. 0 74- 0 6 T4' If 9'• T D 6J' D 74' d 6 9'-T 0 11'•1t' 0 171' D 770 7 r-W 0 6.1+• D C-r D 1'.r O 7 B'-r a 11F-Y a 1r•r b FT 0 a r-t• 0 lr4• b 6- 0' b Tr d 6 64• d 1077iO' d IO'-6• b 1./1• 0 a 6'•10' 0 T-10' D r-r D 1'- If 9 6S• d IW- D g'•11• D 1•-11 d 10 6-T a TS D r- r b Y4' If to 6.%- 0 9'4' D 6F• D 1'•10' d 11 1 64' It T•1' D 6•f0' b 1'S IS 11 1 r-Ir 6 91J• It6-tt• b 1' -r d 72 6.1• It 6'-0' D 6-r b 1•.r d 12 T4' d 6.10' It 6•r b 1'4' d Y x 6' x 0.060' x 0.060' SMB 2' x r x 0.060'x 0.06o' SUB 17-11• If I W-11' O IW.W d 7-11' IS 14'A• d 19-r d I6•-r d 7-4' d S 11'41' If 14••1D' d 14'•17• b 74' d S 13'4' d 16'-11• d 1T-r d 7•1' d 6 1i*.r 0 Ir•11• If 1Y4• b 74• If 6 i7.110 d 15'-11' d 15•-10' b 7.71• d 7 T64• 0 1Y.1' b 174' b 75' d 7 lr r 0 tS-r d 14r-r D 7-rd a IaJ• 0 7-r b II' -ID' D 74 O a 71.-r 0 147 D 17•g• D 74 d o Fur d sTr b W-r D 273 d 9 11'J' d 1YS b 17•,r b 74' d 10 6$• If fo'•tr D t6-r b 7-r O 10 ID'•lt• d 12'4• b 12-r b 2'S d it 6.3• d 10'4• b 6- 1- b 74r If If 10'4' d 17-r D 11'4' D F-4' d 12 Ir-II- 0 t0.4' b 9' 4• D 74' O 12 1 11ra' d 11'.r b 11'-r D 2'4' If r x a• x o.07r x o. tir SMB r x a' x o.o7r x ilmr SMB 1 16'-Y 0 2r-r d 27. 1/' d 4•0 d 1 201-0• dJ2W-W 2s-r d 4%V0 S l6'- 11' 6 2U•-Io' d 21•. r d Y-f0• d S 16-r d 2Y5• d 4,4r O 6 19.11.0 11r4• d 26-0' 0 Y•r d 6 Irr 0 27-T 0 r•1r d 7 IS-l' 0 164• d 16.10' b YS d 7 11r•r If 20'4• b r4• 014'S 0 1r-ur0 1r•r b Y3• d 6 ls•1r d FFD Y•Td a 1Y.1r d 1T•rd t6-Tb 71• d 9 I5'.W d 16rb YS 0t0 rS' d 16-r D 1S4' D Y-0' 0 f0 14'-9' 0 1T•1•b Y4•d• 5' 1-11• d 11 1'J' 0 ts4• b ra' d 72 17-T 0 14'-1D' D 14' 4' D 7.17 0 12 1Y-7r r! 16-Y D ts4' D 7•1• d r: 9- x 0.o9r x D.Isr SMB r x to' x O.ogr x o.1Br SMB 21%W d 264• d 2r4• 0 4' 4' d 24'.11' d 30.4' d 1 31.4' d e-W d S 1 16-I1' d 24•-r d 25'•1' d 4'4• d s 1 2r-r d 264• d 29'•10 If 4•-W d 8 1 16-9' d 23'-r d 23••r 0 4•0 d 6 1 21•-9• d 26.10• d 2TF- d W-W d 7 Ir•l0' 0 21'•Ir d 27. 5' d 4'-W IS 7 20.4• d 2V-W a 26-0' If 4•-W d a Ir4• d 21'4• d 21•,3- D Y•IV d 9 16-r d 24'S d 24'•11' d 4%W 0 a 164• 0 W-r d 264' It Y-W d 9 76-I t' 0 2Y5' a 2Y4' D 4•-0 0 10 7S•10' 0 174• 0 16-ii- D Y•T d to 164- d 274' d 274' b 4'-0' 0 11 15.4• a tr$ b 6•i• D YS' d 11 1T-9• 0 21'.71• d 21'S D Y•11' e I2 14'•1D' a 1T-I1• b 1T4• b Y4• d 12 1T-Y d 21•.3- b 4• 20'D Y-11 d molluempso MOM ncltlomn-DIN where Ulm slope of She root b less Dian r in Ir. Nobs: 1. Above spans do not Includs langI n of Mee bare. Add hommnW distance from upright to tamer of tram to beam Connection to She above spans for total beam spans. Table 2.1.1 C-130 Town A Country Industries, Inc. GODS TS Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with Mono -Sloped Roofs, Aluminum Alloy 6005 T.5 Fnrf.•...InA w.... Iw. lm tau ...Iw.w•.. _- Single Self -Mating Beams T' Log YYdtD 6'- 0' T-0' 6- 0' 9'-0' ir-o- 71'-0' t2'-0' 13'-0' 1 14•-0• 715'-0' it o- I 1T7 Allowabla Span W I bendin b' or deflection' d 2' x 4' a 6.046' x 0. 050' a'-IW d F-5' d 0'•,• di FT di TS' 0 T•3' If T-0' IS 6'•f0' IS 6'4' 111 B'fi• 0 6•5' 0 6'•2- D 2' x 5' x 0.05r x 0. 048' 10•• 11' d 10'-5' If 9'41• d 97 dl 6-3- 0 6.11. 0 64• O 6S d 6•-3- di 6.1- d r.11- If T•9• d 2' x 6' x 0.050' x 0. 060' I7.10• d 12'•r a 11' -r d 11'•3- d 16.10• d 101S' d 46•r d 7-11' IS 9'4' If W-W d B.T' d 7.1' d r x 7• x 0.060' x O. D60' 14'4• IS IY-11* d 1r4• IS 17.10. 0 Ir-S' 0 11••/ 1. 0 I I' -a' If 114' d 11'10 d 10'-10' 0 16•7- d 1014• d rx Fx 0.67r x onir 16.1' d Ir•r IS W-S' 4, IS -IV _d 7S'-30 If 14'-r d 14.4' d 17611'd 1Y6W d tY4' d Ir•l' d 12'.g' 0 I' x 9' x 0.072' x 0. 112- 19F•1rd 16•11-4 16-r d IkS• d li- S' 16-0' d 16- W d IT-11' d16'•3- d IT-5' d 1S•10' IS 16.71' d 15'•S• d 16'S• 0 1S•-0• d IS'•r IS 14'4• d 15••9. 0 14'•4• d IS-S- d 14•-l' d 1S••1' d x 9• x Doer x 0.1Sr 214• d 20'-3. 6 Yx to'x0.092 xOneT I 24••9. III 23•S• d 27S dl 21'-r c1l 201-10'd 20F•r d 19F4' d t6-1' d 16.4• d 16-r d it-wd ITS d Double Self -Mating Beams Tubule Load Width Fo, T-0' Fa- 9'- 0' wr 11'- 0' 12'-0' 1 Ir-0' 1 14•4- 1 15'-0' 16-0' 77 Allowable Span'L' bendin 'b• or denecilon'd' 2 2' x B' x 0.072' x O.tlr 27-10- d 21'.W IS 26.W d 17.11' 0 76•r d 16'•T II 16.1. II 1T•T II 1r•r d 16.10• d W-S' 0 16••I• d 2 2• x 9' x 0.072' x O.ttr 2S'•1• d 2r-10' d 2?-r D 21'•11* 0 21'•r 0 20'.6 d 19-11• 111 194' tl 1&-11' di 1a'S• di 18'-1' 0 iT-9• d 2) 2 x 9' x 0.092' x 0.1S3' 26-Ilr d 2S'-6' d 24'•5' d 2rS di 22.4• 11 21-41- 111 21.4. di 264. di 21Y•Y di 19'•10' di 16.5• 011 ta•-11• 0 2 1 r x 1 r x 0. 092' x 0.19r 31'•2 d 26-T III 264' III 2r4. di 26'-3' III 25'4' III 24'•9. 111 24--1of 23'S di 27.11' tl 27-S' di 27-0- d w,.w .ww ..ww. y.ww wnm. tie ..syo w ws Iwl o less Itlwl n 1C. Notes: I. It is rscmlmsnded that the engineer be COMPIod on any varier been that Were more than W 2. Spans we based 0n 110 M.P.H. wind bad plus dead load For fuming. 3. Span is measured from ranter of Connactlon to fesW or was Cornectfon. 4. Above spans do not Include length of knee bate. Add ho tmotal OlStanco frpn up119M lo Cenlw of bap b beam wxf%110n1 to the abaft spans for total beam spans. S. Spero may be Inn upobted. Table 2. 1. 2 C-130 Town d 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 TS Cnr x e.n uAM w.u.Iu •1R ueY ...Iw.lw... - __ Single self•Mounp Beams TdDub Load Width 6-0' F-F r- r 6-0' 16- 0' it'-0' 17-0' 1Y-0' 11'-0' SSW16-0' 1T-0' Antaxable Span V I bending W er Gnsetbn •d' 2'x 4' x 0.646' x 0.050' r4' di TS• di T-1• O F-10' 0 I 6-r 0 6.4• bi 6-•1' It S•10• bi s•T D SS' bi Sa' bl 5.4- b Y x s' x o.OSD' x 0.049' 97 di 6-r 0 64' 0 6S If 6'•1• IS T-10' 01 r4' d r-r III r r D S'A l' bi 6.9' bi 6•r b 2' x 6' a 0.050' x o.Dsr 11•1r If 70'-r d 16•r d 6.10' If 9'-6- d 9•r III 6.11• a Jr.T It 64• It 6-0• b T-9' bi r-W Itr xr x Kow x 0.060' 12A T' 0 12'S' d 11.4' If l l'-r 0 1ff- o d 164' d 10'S' d 6-11' d 6-r b 6•r b 2'x B' x 0.07r x 0.112' 1S• 11' IS IS••1' d 11'-S 0 1Y•71' d 17S• d 17.11' d 17-r If lr.r If 11'•110 If 11%W 0 2' x r x o.o7r x 6.11r 1T4' d 6'-r d 1S-11' IS 15*.r d W-9• IS 14.3• d 13'-to' O IrS- d r-r d 12-4 1- d i2-V bi 2-2 D Iva r x D.Oerx Kisr 16.9• d 1T4• d 1T-0' d 164• d TS-1o' d IS'-4- d 14--10' d 11'4• d 74'•1. 0 13rto' d 1r-6' 0 IY-3' d IF x IF x 0.Der x o.1er 21% r d 20.4. 0 16.9' d 16.11' d 164. di 1r4. 0 7r.T 0 IS•9• d 16S d 16-0. 0 15-4• 11 1S-0• d Double Satf•Uadng Beams TrlDub Load Width 6-0' T- 0' r-r W- W 16-0' I7'-0' tr-0' tr-0' 11'-0' 1S'-0' 16'-0' 1T-0• MowableSpan I beriding T' or albc0on'd• Y x a' x 0.07r x 51ir 25,4, d IWO III 16-r d IT$ 0 18-11•d 16'-0' d 1S-tYd t6'4r 11 I5•1' 11 iw-g, II 14'S• d 11'-r 0 rx9'x0.D7rx0.1tr 27-0. 0 20.71 0 20-0' 0 16J' 016'•r d 1T•11'd 1T4' d 1T4 O 16-T 0 16J' 0 1S•11.0 IS-r d 2 r a IF x Dear x o.1SY ZT-- r di 27S 111 21'S 111 20'•T 0 t6•t 1• d t6J• 0 t6.9' d t6.T III 1T4. (11 1rS' di 1T-0' di 64• IS 2 r x to, x D.09Y x OF 2r4. of 25'a1- 111 24'•TO' 11 2Y-11. 11 23--1' fit 274• d 21.4' d 21--2- d 294r III 2W.2- di 19'-9' III 194• d Notes 1. II b recommended Nos the engineer be Consuiled on any wrier beam that spans mom than 39 2. Spans ale based an 110 M.P.H. wind bell plus dead bad for karring 3. Span Is measured Run weer of connection to bads or wad Connection. 4. Above spend a not Include lohglh of knee Dray. Add horizontal nbstaoce loom upright to comer of trap 10 beam connection 10 tits above spent for Imal beam P•nt S. spars maybe Intetpebrea Town 3 Country 600S Indicator Marc Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors. These alloy Indenti cation marks have been provided to contractors and yourself for permuting purposes. The dsU as below Illustrate the alloy Indents ication marks and the location of such marks. These alloy marks are used solely for our 6005 exi ustos' II Is ultimately the contractors responsibility that they receive and use only WN alloy shapes when using this engineering. We are providing tide document to simplify the indentificetion of our 6005 alloy materials to be used in conjuction with our SODS engineering. A separate signed and sealed document from Town d Country Will De providad to our pre -approved Contractors once the materials are purchased. TO 6005 SELF -MATING _ ALLOY INDICATOR TCI RMS HfxLOW CATOR J aco ZW Q UZU) nzpd C Z = i U) U) W IIIto IW_jO LL HZD' W Q O U ZQQ J Q 2 O_ t 0 W 0 H iV oO m r, 2 SEAL rc W SHEET 2 W 9A- 130z Wm n 12 W12- 2010 OFuQ Table 2.1.1 A-140.1 Town d Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped* Roofs Aluminum Alloy 6005 T-S For 3 sm wind gust lot 140.1 MPH velocity; Using design load of 18.4 OISF 65.7 erSF for Men. Cantilever) 2- x Y x 0.04r Hollow 2- x 3- x 0.045• Hollow Load Wlelh (h.) Max. Span L'I bsndln W or doneetion'ti Load width (R) Max. So&n L'I bending W of denactlon' 162 Span 3 Spsn Spanntilever 162 Span 3 Span 4 Span Lanulaver 4 4•-11• 0 W-W d11' 0 4 6'-IV 0 S'•S• d 6-T d 1'4• 0 5 W-W 0 S'-T 011' a S 64' a r•9- d r-I1' d 1'•3- d 6 4'•r d V-r d•1VWdW- d 6 S'•11' d r4' d rr d Tr d 7 W-I' d Sr-W d.9• d 7 V4r d W-11' 6 r-V D 7'-+' d B r-to• d 4'-7 d 9' 0 a S•-S' d W-W d 7- b 1- d 9 r-V 0 4-r d-V d 9 5•-r d 6'S' b 6'-r D 1'-W d 10 r-T 0 W-W d W-5' D V-0' d Id. 5•-0' 04'-1 6'•1' b 5'•IV D V-11' d 11 r-0' d 4-4' d W.r D V-0• d 1I V 0 6••9• it D Va I' 0 12 T-W d 4•-Y D 1 4•-V It I 17-0• 0 12 4--7 d 5'-0' D 5'-0- D 1 0.11• d Y x r x Ko60- Honow r a 4• x Few Hollow Load width (fL) Max. Span Vi bandlna b- or deflection d Load width (IL) Max. Spon't.71bandln W or doneetloa' 1112 Span 3 Span 4 Span MAN Cantilever 162 Span 3 Span 4 Span Cantilever r-W d 94' 0 7-0' 0 1'-0' d Ir-IV 0 1V-11' d 11'•Y d 1' -V d 5 6.11' 0 6-0' 0 6-tV 0 14• 0 S 6J' d SET d IV-r D 1'•7• d 6 6•T a IFT a 64• d t'-r 0 6 T•V d 7•T 0 74• b 1'-0• d 7 r-r a r-r 0 T-11' 0 1'-3- d 7 T4' d aml' D 6•r It 1'-S d a 5'-11' a TS- d T4• 0 t'-r 0 a r-W d W4' D 6.1' D 1'4- 0 9 5'-V d T-t' a r r D I'•1' d 9 6-7 d r•10' b Fr It 1'4' d 10 S'-r 0 6.1V d V-10' b t'•t' d tD 6-0' d 11' D T•r D 1'a• d 11 S'S' d 14r d 6-1Itt'•7' d I1 64' d T•1' b 6•tV D t'J' d 12 Fr d 6S• 0 6.1• It 1• -V d t2 6-l' IS 6-1 V D I 6'•r D I 7'-r d r x 0.04r Hollow Load Width ( R) MAN. S Vi adl T' w dneetion 1&2 Span 3 Span 4 span Mu' CA 5' 4' d 6.10' d 6.11' d 1'-1' d S 5• 4' d 64' d 6S• d V-11' 0 6 4'• 1V a S'•11' d 6-t' d V-IY d 7 4'• 7' d 5'-0• d S-V d eat' d a 44' d S'S d 5'-0• d 0`-1V d 9 4'• r d F-2* d 5'4' d V-1 V 0 t0 4•• t' d S'4r d S'-1' d Ir-r d 11 r- 11• d 4'-1V d d VA• 0 1 r. PIZ-..: r•10' d I e'-W d I 4'-W D V-V 0 r. M40;" Io*rooh Include gables whom the slope of lee roof is teas than VIA tr. Notes: 1: Above spa redo not Include length Of loteo Wood. Add haRsnW Oiskr" from upright to center of brace to beam n connection 1011m above spans for bed boom span. 4able'2. 1.i13-140.1 Town A Country Industries, Inc. 600S TCI Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with MonoSloped• Roofs Aluminum Alloy 6005 T-5 ifor ucxAW gust fur 110.1 MPH wlocly; usln 'Aasl n bad of ILA NSF 65.7 NSF for Max. Contilweit r, : •• x o.as• N o.oso• style r x s- x D.oso- x oo4a- sMe j1oAd,4+ Width (IL) Max. S n'L'I bendln W or doneetlon' Led width in.) UAL S n 10(banding T' or delleetlon' 162 Span 3 Span Span CaMax. suer IL2Span 3 Span Span Ca Mm Nieves 7• IV d Ir-r 0 17-V 0 1'•11' d 4 tr•r d IY-W d 7S'4• d r4' 0 S W- r d II-r 0 1t'-0' d 7•A• d S 11'4• 0 nett' d 14'•r d r•r 0 6 IF T d SIFT d V-V b 7'-0• d 6 11741' d 17•Y d 13'-5' 0 2'-1' e 7 6• r 0 1V-16 d W-H• It Fr d 7 1V•t• d 17$- 0 Ir-W d 1'-11- 0 9 T• IV d 7-0• dV4• b I'4• d a 74' d It'•17• d Ir-2* 0 I' -IV e 9 r4r d 6.1- D 6-IV D 1'S• d 9 V-r d 11'4' d I1'-0' D IAV e 10 Tor' d 6-0' D64• D 1'4 d 10 6-11• d 11••1- d IV-11- b 1'•B' d 11 T- 0' 0 6-3- D T-11' D 1'4• d 11 6-C 0 1V-0' 01VS• D 1'-B' d 12 6. 1V d r•11• D T•7• D 1'4• d 2 6S' d 1 /VJ• D 7-IV D I-W d r x r A 0.0sr x 0.06E Sling r A r x Few A Ros0' SMB 4 IWr d iff d119-8r' 7-0' 0 t64' 0 2V-r 0 21r-r d r-r d S Ir- r 0 164• d 7•T 0 S IS-r 0 SV4' d 17-l' d rat• d 9 I74• 0 IS-W d 7.S d 9 14•.7 o 1T•r d Ira1• d 7-0• d 7 11'- 1V 0 11•-T d 74• d 7 17-W d IW-V d 1T•t• d r•T 0114' a Ir-It• d r-r d 11 Iran• d 7s'•t1. 0 Is-11• D r-W 0 9 1V- It' a IY-W bb r-1• 0 9 17-W 0 IS4' 0 IY-W b 2-W d to IVf' d 17-V bb r-0- af0 12'.W d I1•-V b 14'•r D 74• d 11 W- r d 1r•r bD 1'-IT d 11 11-0' d 14•1- b 1r-r b Z3•0 12 6- 11• d 11'•V D D 1'41- d 12 11'4d 13'-0• b IT-W D r-2• d rxa-xo.o7rx0. 11r5Ms 2'x9'x0.07ra0.112'OMS 4 2V•1• d 24'•1V d 254' d r•11• d 4 2ra• d 2r4• d 2T•1V d 4%W d 5 16-0' d 23'-1' d 23'-V d r-r d 5 2g'-W d 2S4• d 25'•to• d r•11' d 6 1T-r d 21'4r d 2r-r 0 FF 0 6 174' d 2r•10' d 24.4' a r•7 d 7 11rV 0 20`•r d 21'0 0 Y r 0 7 164• 0 27-V 0 27•t' a ra• e B Isar d IWr d W-t' d 74' d a tT-r d 21'4r d Zr-l' d r-S` d 6 ts4' 0 I6.11' d IW-r b 7-11' 0 9 76-10' D 2V4V 0 2V-I1' D r-r 6 to it -Sir a IlrW d IlreW b r•1V 0 to IV-r 0 2V•t' d tV-IV b r-r d 11 14.4• d 770 7rS- b r-7 d 11 15•-V d 17-0• d 16-11' b r•1• d 12 Ir-11- d 1TS• d 76-V b r-0' a 12 15.4- d 11W D 16•r b It- d 2• x 9• x o oar x 0.1S3• SMB 2' x 1V x D.09Y x 0.ta7' SMB 4 Zr-W d 27a• 0 29a0- d 4'-W d 4 2rr d U-11• d 317 d 4•4r o S 21'.110 d 2r-r d 2T•V 6 W-W d S 25'.V d 31'.W d 3r-r d 4•.W d 6 201-W d 21F-T d 26.1• d 4'1V d 6 24'.W d 27.W d 3V-r d 4'4' d 7 77-0' d 2477 d 24'A' 6 3r-1V e 7 27.10• d 26•r 0 26-7 a 4'$ d a 6-to' 0 23' 3 d 2r-0• d Tr d a 21'•10' d 26a1. 0 2r.W d 4'4r e 9 ta'•1• 0 277 d 2r-V 0 r-0- d 9 27.11' d 25•-II• d 26S' d C-T d Io Ir-0` d 277 D 27•at• d rib• d 10 2VJ• d 25'.W d 2.Tr d rat' d It W-118 d 2V-1T d 21'-W D d 11 17-7' d 24'J• d 24'-V d r•10' d 12 1 IBS• 0 1 2014' 0 I 29•r D 7•2• d 1 72 1 I9•-t• d 23'-0' a 12X.IV D 1 r-0' d Mono4lopad moleoclude gables where the slope of ma mol is ass than V in Ir. Noe": t. Abaft Spero do not bciude length Of Mee hard. Add holl7erttel Durance from upright W center at brace to boom ran-c3lort to Ofe Dhow span IN WIN beam open. Table 2.1.2 A-140.1 Town 13 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 see. wind gust at 140.1 MPH; Mono-WWW rook Include paDtes whore she slope d Ilns roof is tees than I - In tr. Noes: 1. Above ARM do not fr chift length of knee, Wood. Add horizontal distance Don upright W center of bats W beam connection W me above spon for WIN beam spare Table 2.1.28. 140-1 Town A Country' Industries, Inc. BOOS TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T- 5 For 3 sac wind gust for 140.1 MPH wloclly; Using design load of 26.7 V5F 65.7 AW for Max. Cant 046' x 0.05r SUB r A r a o.osr x 0.0•s' SMB Max. S n Vl Doneln V or do Won • Load Width (R) Max. S n 17 ndl We w DNIeeUon'0 1a2 Span 3 Span Span CaM03L a2 Span 3 Span 4 Span La AN. lavat Fr d SEWd 7V•T D 1•11- d 1V-0• d 17.11'd Ira• d 74• 0 M4* T-it• dW-W d W-F D 1'-9• 0 S W-9• d 1r-0• d IZ-r 0 r-r d TS• 0 6.71• D F- b 1'.W d 6 V•2' d 11'4' d II-r D r•1• d T-1• 0 6J• b r4l' D 1••T d 7 6-0• d 1V-Va VS• D SAS' d W-V 0 T- VD T-0D 1•-0'a a 64•d 1V•7D 7.9'D t•-0-d W-W 0 TJ' D T-7' D 1'S• d 9 6-0• 0 t' -IV 06-r D 6•II'D6-a' D 1'S' d 10 T-r 0 1-V d S•-I V D V. 7' b 64• D t'4• d 11 T-0' 0 M 1'4rd 12 5'-B' D 64• D 6-1' D 14• d 12 T-r 0_ I'.r d r a 6• x olsor a FEW SMB r x r x 0.osr x o.esr SUB 1 174' 0 I 19- r d 15'4' d 7-V d 14'•1• d 1T4' d 1r-V d 3' -r d S 1 W-S' a 1 W-V d 17a1• D r-r d s Ir-I* a I6a' d IW-r b rat• d 6 ID-V d tr- r b 7r-9` b r-W 0 a Ir-r d 15'•r 0 14'-V D z-V 0 7 IV•r d ir- r D W-V b r4' d 7 IlAr d t4'-r b IT-W D r-r d 0 7-V d II' S• IS 11'.0' D 7-r 0 a II' -r d Ir$• D 17-V b r-6• d 9 7S- d 1V•V b VS• b 7.I- 0 9 IW-T d Ir-W b I V D rS• d 70 7.7' a IV• r D 7-1V b 7-0' d to 1V4' 6 iFicir b 11'S• b 74• d 11 6-0• b W- T D 7•S• D 7'•1t' 0 11 IW-V d 11--r D tV-11• D FT-d I2 64• b V4• b 6.1t• D 7••7T 0 12 7$ D 1V•1V b VS' D 7•r d rxa'a0.o?r x 0.I 1r SMB r A r N o.o7rx o51r SMB IT-4- d I 21' S' d 21'-1V d T-11- d IW-l' d 23'•T 0 24Ar d 4'.W d S I6-l' d t9'- IV d 2W-r d rr e S 7T-V 0 21'•10' d 1 274' 0 7•11• d 6 15••r 0 a-- d 16.ir b 7-W d 6 76-0• d 2V-r d I 26•r D Y-T d 7 14'S' 6 1T- V d 1TS• D Y-r d 7 IS'-/V d IW-r d 74' b r-r d a tr-r 0 76. Ir D 164' D r•1- d a 1S•r 0 I6S• IS 7T-V D 7-V d 9 tr i ll 15. 11• It 1SS•6 D r•11' d 9 14'•T d 1T4• D IS'-0' b 3'•r d 10 IT-V 0 Is- r D W-W D ra0• d 10 --1sat' 14'a• a 16E• b11*b r•r 0 11 1r4• d U'S' D 7r•11' D 7-0' d 11 tr-T d 1S-0• D D r-t' 0 12 17-0' 0 13'• 1V D 134• D 7-0• d 12 1rJ' 0 15'-0' D 14'-r• D 7.11• d rxVxBABY D.IWSMB 2'x IVx o.D92'x o3ftr SUB 21YS• d 25'3• d 2S•V 0 1 4'0 d 4 23r4V 0 27-r d 29••70• d W-W e S t6-11' 0 27- V d 27-11• D 4'4r d S 21-a I. 0 2r-r a 0 -V a 4'0 e 6 IT-1V 0 27. 1• d 2r•W a 4'-W d 5 2V-V d 25'•T d 26'-1' 0 t-W d 7 16.11• a 21Y• 11' 0 21'-1' D 7-10• d 7 IW.W 0 24'J• a 24•-V d 4•0 d IS 16S' 0 217-W d 17•V D 31r-0• d a 16-10. 0 2rJ' 0 23's D 4'-0' d 0 W-7• 0 191- r D 16•r D 7-0' d 9 16-V 0 2r4' d 2r-1• D W-W d 10 15•1' d 16- r D irr b rs• d 10 Ir-W 0 21'-r d 20•-11• b Yell' d 11 14'-r d 1r- 5• D l6aV b 7-r d It 16-11• d 2Wr D 17.11• IS r-to' d 2 7r 0 16-S• D 16-1' D r-r d 12 6.5' 0 17.9' D 17.1' D r-0• d Ma10•sbpe0 rods Irrtuda geblu where the Slops of ale root Is less than Yin 12'. Notes: 1. Above span do not Include length of Mee brace. Add horii onkl durance from W01 W center of brow to beam mutection w ale above "pan for blot bAAm 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-S For 3 sec. wlnd ust for 140.1 MPH velocitir. using design bad of 21.7 OISF Single Sell -Mating Beams Tribute Load. WlOtln 6'- 0• r-0• a'- 0- g--0' Id.'-0• 71'-0' 12'-0' tr4" I4'-0- 1S-0' 16'-0' 17..r Allowable Span'L' I bending' b' or denecllon'd' Y x 4- x 0. 046' a 0.0sr 7'-5' a r4r a 6-V 61 6-0• di 6.2• ItS•41- bi 5'-0• D 5'•S• D 1 5'•3- D 5'-1• D 4.11- D 4••7 D Y x s- x 6. D6V x 0.040' 7•2' 0 6-0' a 64' 0 6-0• d For o F-W dl r-r It r-11' D W-7 b W-6- D r4' D 6•-1• D 2' x 6' x 0. 050' x Mew 1V-9' d 1V-Y 0 7-V d 7S. d 7.1' d 6-0' IS 64' IS 6-0' D T-9• DT•S' D FT D 6.11' D 2• a r x 0. 060' x 0.06V tr•3- 0 7i4r d W-2- 0 1V-9' 0 tg--4' 0 10'-V d W-r b 7.3' b a•-tt• b 6-0- D IS-4'ItS•-I• D 2' a a' 15.572, N olIr 15'-r d W-S' d tr-V d tr•3• d tr-7 0 174' d 17-0' 0 11'-0• 0 11'•5' 0 11'•1' D IC-0• D 1V•S• D Y x 9' x 0.072• a 0.11Y 16•1' d 15'-1V d 1S•1• d W-W d 14'-0' d Ir-T d IY r d Ir-IV d Ir-S* b tr-W b 11•4' D 11'4' D 2• x 9• x O.oa2• x OJ SI' 1T•1V d 16-110 0 SET d s•r d ts•-r d 14'•r 0 14'-r d 13'-V d 13'•S 6 1r-2* d 17.1V 6 12*4• b 2'a10'x0.092'N D. tar 20`4- of 17-8' 0 162E d-16.1•.a 1r•S• a 16-1106 IV-S' 0 IT-11'0 15*4* a 15.3' 0 U'•tt•0 14'-r 0 Double Sell -Mating seems TADuIA Load Width r-o- r- r 67B'-0' low 11'-0' 17.E tr-0' 1 SAW 1S-0• 16'.V I ir-r Allowable Span V I bending V or deflection V 2 rx a'x 0.072'x o5ir 17-t• d 16-t' d 1T4• d IW-W a 16'•1. 0 tS-T a 15.7 0 14'-B' 0 14'-5' 0 14'-1' d tr•7 d 13'•6' a 2 Yx 9'N o.o7rx De1Y 2Vat' a t7a1' a 17a• 0 164. 0 7T-0' a 1r•r 0 16'4' 0 16.2' d t5'•1D' a t5'•S' a 15'•1' 0 14'•10' a 2 2' x 9' x 0.062' a o5sr 27-W of 214' of 20`4' of IW-W 01 Ir-11. 01 164• of 1T•7V of IT-4- Of W-11- of 16.7- of 16•r d t5'•11' 0 2 2• x 10' x 0.09r x 0.107' 26•-7' of 24'•9' di 27-C of 27-V dl 21•-11' di 21'4• of 2W-C Of 2V•2. of 17-0. of 16•r dl 16•IV it 1a'-V e LINO -WOW loots IntluOe gables where the slope of the Molls less than I' In Ir. Notes: 1. 11 is recommended that the engineer be corss AW on Any carder Deem that span mom Olen 35- 2. Spent are based on 1 to M.P.H. wind load pas dead bad to f amlrg. 3. Span is measured from center of connedlon W fascia or wgo Connection. 4. ADova Open do not tit hX19 IangN of Mae NAM Add Inad20rd81 dlskrnce Dom upright 10 Canter at NOW 10 beam connection to the above spans for toed beam spans. S. Span may be interpolated Table 2. 1.2 C-140-1 Town 3 Country Industries, Ina 6005 TCI Allowable Spans For Miscellaneous Framing Beams Used In Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy BOOS T-5 For 3 sec. wind oust for 140. 1 MPH volocily: uslne daslan load of 26.7 W&F Single Self -Mating Beams Tribut Load Width r-r r- r a'.o• w- r ir-r 11'-0' tr-0' ir-r I 1•'-0• IS-0' ir-r it-0• Allowablo SponVI b6n01 V ar danMlon'or r x a• x 0.04r x 0 os0- r-S di r-W d V-r dl 6-W di 6-r D S•11• D 5•4• DR93 S-r b W-l' b W- 11' D W-W b r N r N Kosr x 0. o4r 7•r d 6-0' d 64' 0 6-0' aT•V d r-Wd rar D 6-V D W-W b 64• It 6'a- b 2' x 6' x 0.050' x 0.0610' Iff-V d 1V-r d 7-V d 7S d 7-I' d 6-0' D 64' b r-r DTS• D r-W D SAV b 2- x r A olso, A 0. o6V 17-0• d 11'd 0 11'-2' d IW-V d iC4• d IV-0' d W-W D a'-11• D 6-0- b B•4• b 6-1• D2'xrx0.o7rxo.11 1S'•Y d 1'-S d Ir-V d 13%T d 17•V d 12'4' d tr-W d 71••5' 6 11'•1' b IV-0' b 1V-6' DrsVx0.07rND.ttrSir ' d 1S•1V d1S-I' d 14•4r 0 W-W 0 Ir-r d 1rr 0 t7S D17-0'D 11'-0' D 114•D2'xVaO.DBYx0.15Y T-1V d 16.11' 0 16-Y 0 1S•T 0 15-1' 0 U'-T 0 11'•Y 0 trd' 0 tr-2' 0 17.10' 0 7-0• DYxtO'x O.o9rN0.11T 2V-0' dI7-0' d IV-IVd 16•I' a Ir-S' 0 16.1t-d 16S' d 15'•T 0 tSa' 0 U'•11.0 u'•T 0 Double SON -Mating seems TdDub Load WIaN r-r r• o' a'-0' 9. 4r to r 11'-0•r Ir-r I ir-r I w-r I is- i-rr I 1T7 Albwabla 3 n'U i boedln W w 0enecuon'd' r x r A 0.072x 0. 112' 16-1• d t6•t' d 1T4' d t6$ 0 16-t' 0 tS-T 0 tS•r 0 14'•7 0 14'S• di W-V d tr$ 0 1r•fi- 0 2 2' x V x 0.07r x 0.11r 2V•11' d 17.11• d W-V d 164. 0 1r4r d 11-r 0 t6-0' 0 16.7 d 1S4V d 15'S• d 1S•1' 0 114"Ir 0 r x r x 8.01Y x 0.1S3• 2r-r 6 21.4' d 217-W di IW-W 0I 164. of IT-1V of tr4. di 76.11- di 16•T of 16-r d 15••t+' d 2 r x to' A 5.59r x 0.10r 26•I• of 24'-V di 23'-W di 2r-9- a 21•41- IS 21-4• of 20•-W di 217-r of IWr of IW-r of 16aV of SEW d Moo -sloped rook frtWda Baba whew the slope Of the molls Seri own t' In 1r. Notes: I. It is recommended Met the enpbnew be axlsueW on any carrier beam Ural span mace than 3S 2. Span We based on 110 M.P. H. wind bW plus dud bed for trembg. 3. Span Is measured from ceder of connection to bade or wan connection A. Above spans do not Dndmis length of Mee brace. Add horhenel dlsente ham upright 10 WON of Wall to bum Connection to Ota above open for total Deem Pant S. Span may be mlrpolated. Town 3 Country 6005 Indicator Mark Instiuctions For Permit Purposes) To: Plans Examiners and Building Inspectors. These alloy indenlificallon marks have been provided to contractors and yourself for permining purposes. The details below Illustrate the alloy indentification marks and She location of such marks. These alloy marks are used solely for our 6005 exDusions. 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 conjuctlon with our 6005 engineering A separate signed and sealed document from Town d Country will be provided to our pre -approved contractors once the materials are purchased. TO 6005 SELF-AAATING ALLOY INDICATOR -1 _ TCI 6006 HOLLOW CATOR I \' J Q Z W Q Z U Z fnZa( a W 0W foQlnw cox LL LU _j O tLli-0 Ix LLO d NOQM Z V a J a IT Iq t0 to LL WC 2 oan dluLL O C VCry4 m m m^8 wy s< e oC ` a f0c 2 O E0W 0 N 0 XK 201 SEAL K W SHEET Wzz W 9A-1401 z m M12-2010 OF12 0 Table 2.1.1 A-140-2 Town d Country Industries, Inc. 6005 TO Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs Aluminum Alloy 6005 T-5 For 3 soh. wind gust for 140.2 MPH velocity; Using design load of 32.4 NSF (65.7 a/SF for Max. Cantilever) 2' x 2' x 0.040' Hollow Y s 3' s 0.045' Hollow Spon'L•I bendin Wordenection Load width (n.) Max. Span Willbendin 'b'ordeflecllon'd ta2 Span 3 Span 1 Span Max Cantllwer 1A2 Span 3 Span 4 Span Mel. Cantilever C-1' d 4•11' d 5•-1' 0 0.11' 0 4 5••a' d 11' d 11' D 14' 0ELosdMax. T-T d 4'-r d 4'-0• b O.11' 0 S S-3' d 6••5' d Sa' b 1•-3• 03'S d 44' 6 4%r b O.10' 6 6 4'at' 0 5•-1r D 5•-0'b 1'rd 3•4' d 4•-1' b T-11' D 0-9- 0 7 4'-0' d 5'S' b 5a' D 1'•I' 6 Y-3' d Y-tr b r-W D 7-r 6 a 4'S 0 5•-t' b 4•-11' D 1'•1' 0 9 T-1' d T-r D YS• D O.9' 0 9 4.4' It 1'-Ir D 4'-0' D 1•-0' d 10 7.11' d 7•5' D Y.4' D 0`-0' 0 10 4••1' D 4'-7• b 4•S D 0-11' d 11 7.11' d Y•3' It Y-r b O-0' d II Y-11• It 4'•4' D 4•.V D 9.$1' d 12 7•1r D Y-r D Y-0- It MW d 12 3'-r D 4'•r b 4'4• D O.11- 0 2' s r a 0.060' Hollow 2' x 4' x 0.050' Hollow Load WIOth (R) Max. Spa n'L'I bendlng T' or deflection d) Load Width (ft) Man. Spa V/ndlng b- or deflection d) te2 Span 3 Span 1 Span Max. Cantilever 162 Span 3 Span Span MMCantilever 4 Fa' d r-0' d r•tr d 1'S' d 4 ram' 0 F-11' D F•r D 1'•9' d S Fir 0 Fr 0 ram' d 14' 6 S 5-10' d r-11' b T-0' D 1'•7' d 6 5'•5' d F-W 6 F-W D 11a' d 6 F•5' d Ta• D r-W It 1'S' 0 7 5'•r d FS' b F•r b 1'a' d 7 W D 6'•9' D FS' D 1'S' d a 4'•tr d 5•41• D S'•9' D 1••r d a 5'•r D Fa' D 6••1' D 14' d 9 1 4'-0' d Y-r D S•5- D 1••1- d 9 S4' D 5'41' b S'•r D 14• d 10 1'•r d 11' b S•r D 1••1- d 10 5'-0' D S•r b S'S' D V. 0 11 4'•5' d 5'•1' D 4'•11' D 1'•1' d at 4'-tr D SJ' b 5'•r D 1'a' d 12 1 1'4- d 1 1'41- It 1 4'•9' It 1 1'41' 0 2 47r b T-r D 1 4'•tt' D 1'-2d x r x D.MS Hollow Load WIOIh ( 11.) Max. 3 n'10 bend) a' or denectbn' 162 Span 3 Span 4 Span Max. Candlwer. 4 47 0 Y41' d S•r d t'-r 6 5 41a' It Y-r d Ste' d oat• d 6 T-11• d 4•a1• d s-0' d 7a 1• d 7 T-0' d 4'-0' d 4•-9• b O.1 t' d B T•T d 4'4' d 4'•S' It Oar d If TS' d 4W d 4•-r b O-1r d 0 Tom' d 4'D T•71' D 14r d 11 7-7 d T•1•I' I. D 3••r D O-r d r d T-9' D T•r D 0`4' 0 Mon' osloped rook b1clude gables whets Via dope of Cie rod Is be$ then 7' In Jr. 7LADwe Spam, do not Include length d knee bco ra. Add It eftontal distance from uprlpts b md center bradsto beam r:corinectlon to tie, above sperm to total beam spares. Table 2. 1.2 A-140-2 Town fi 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 see. wind gust at 140.2 MPH; Using deslon load of 30.9 61SF t6S 7 sISF for Max. Cantiloved 2' x Y x 0.040' Hollow 2' x 3' x 0.045' Hollow Load WIdN ( ft) Max. Span VI(Dendln b' or do ocilon'till Load Width (tL) Max. Span • L•I Danding'D• or deflection' 782 Span 3 Span 1 Span Cantilever 162 Span 3 Span 4 Span Cantilever 4 4'• 1• d 5'-1- 0 1 S•-2- 0 0'-11• 0 4 S••7 d r-l' It T-2' b 14- 0 S Y• 10' d 4' -r d 4'-1r b a•111- d 5 s•4' d S•r It S•5' D FT 0 6 7• 7' d 4'-S' 0 44' D 01.1r d 6 4'•It• d F-1' D 5'•1r D FT o 7 7. 5' d 4' -r D 4'-I' D 01•9• d 7 4'-r d S'-T D S••5' D 1'-1' 0 e 3'• 3• d 3•-11' D T-9 D Tr 0'• 9- d 0 4'S' 0 V41' D 5'-1' It 1'•I' d 9 T- r d 78 D b O.9' 0 9 44- d 17- D 4••r D 1--o d 10 Y- 0' d3'S• b TS• D O-0' d 101 4'-Y D 4'4' It 1'-6' D 0.11' 0 11 7. 11' d Yam- ItTr b 0'.r d 11 3'." D 1•S• b 4'-4' D 0-11• It 12 1 7-Ur d 3,7 b T-1- D I w-0' 0 12 1 T-tr It 4'a- D 4'•r D Ir-11' 0 rx 3' x 0.060' Hollow Y x 4' x 0.050' Hollow Load Width ( R) Max. So n'L'!(bendln b' or d action'tri, Load WWUI (IL) Max. S n'L'I band)no 'D' w defloctlon'd 162 Span 3 Span Span I Cantilever td2 Span 3 Span Span Cantilever 1 F- 4' d r•tr d T-11' d 1'S' d r-W 0 F-1' D F•ID' D 1'-r d S 5'- 11' d Ta' 0 TS d 14- d 1 5 F•11' d F•r D T•tr D 1••r d 8 5' S' 0 6'•tr 0 F•7r D 1'4' d 6 FS• d TS' ItT-Y D V-Wd 7 FT d F-r 0 6'•4' b 1'a' d 7 S•r D 6'-11' D Sd' D 11S' 0 e 5'- 0' d 77 D 1'•1Y D 77 d a Fr It FS' D Fa' D 14- d 9 4'- tr 0 5'-r D 5'•7- D 1'•1' 0 9 5•-5' b 6•-1' D V-10' D V.4' d 10 d 5'S' D 5•.3- D t••1' d 10 S'•r D SAr D Y-r D 1'-0' d 11 1'- 0' 0 5 T D 5'-1' D 1%I' 0 11 1'-11' D 5'-r b 54' D Vr d 12 4'S' d 4'41- It I 1'-10 D 11-0' 0 24-r D 5'4' b 5'-10 b 1'-r d a r x 0.045- Hollow Load Width (tL) Max. 3 n 1.711bendino Tr or deflection 'd 162 Span 3 Span 4 Span I Mors. WnUlevar 1'-0• d 5•-9' It I ear d 1'-1' d 5 44• d T-4' 0 I 5'6' d O.11' d 6 4'-1• d TO 0 1 se,• d 0•-11- d 7 Y-10' d 4'-r 0 W-W D 0'-IF d 0 T-r d r d 4'S' D O.7r d 9 7-6' d 1'-4' d 1'a' D O.10' d 0 Y•5' a 77b 4•4Y D O-r d 11 Yam' d Y• 11' D 7•1r D O-r d 12 373' 0 Tar D Y-0' D O-r0 Mato -sloped roofs Induce gables when No slope of the rod b loss Ian I' In Jr. Not": 1. Above spent do not include length d knee bete. Add horhonlal dbteres loom upright to canter of brace to beam connection to Ins above spans to btal beam spars. Table 2:1.2B• 140-2 Town 3 Country Industries, Inc. Table 2.1.2B.140-2 Town 3 Country Industries, Ina Allowable Roof Beam Spans BOOS TO Allowable Roof Beam Spans ooP 1:6005•TCIForAttached Covers, Fourth Wall Structures, or Freestanding Gabled Carports For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy BOOS T-5 Aluminum Alloy 6005 T.S iFor3 sec wino gust Ica 110.2 MPH velocity. sac wind gust for140.2 MPH velocity; 17ilnp design load o13D.9I1SF ( 65.7 a1sF for Mae. Contllwer) sing design bad o130A NSF 65.7 NSF for Mae. Ceallbve 2'zAT4-0.M6' x 0.0Sr SUB Y x S' x 0.050' x D.04r SMB Coot ti Width (IL) Max. Span 71bondinj D' or tion' Load Width (IL) Mae. Span Vi( bendinliV or doll lion' 132 Span 3 Span Span Co e& r ntiloCantllwer 1a2 Span 3 SponSpan 4 Fa• 0 IV-r d IW.r D 1'•11' d 4 IO3' d Ir-W d 17.11' d 7.4' 6 S r4r d FS' D F-1' D I%V 6 S FS' 0 IV-9- d I1'-11• D 7-r d 6 Tr 0 F-r D Fes' D V-S' 0 6 F•77• d IV.1' d IV.10* D 7.1' d 7 6'-tr d r• 11' D T•B' b IT 0 7 FS• 0 1F4' D tF-0' D 1••11- dIf F-r d TS' D r-r D V4' d a F•r d F-9' It F-S b 1'•tr d 9 1 6-7 D r4r D 1 FT D 1'S- d 9 T•tr 0 9'-r D F-tr It-1r 1'0 10 S•-11' Ir F- W b FS' D 1'.S' d 10 i•T d F-W b FS' b 1•-0' d I1 I V-57 D 1 Fa' It I F-T D 1 1•-4- d it Ter• 0 Fa' D It& It 7'-0' 0 12 SS• D 6'•1- D S•77- D 11-4- 0 12 T.1• D T•11- D T•a' D 1'-0' e Y x r x 0. 050, x 0.060" SMB r x r x 0.060' x 011ie` SUB 4 174r d W-10' d 15-0 D 2•-r 0 4 17-V Of Ir-11' d Ir-r d Y-r d S IV-r d tY- r d IYS D 7-r 6 S I7-r d 15'-0' 0 15'-T b 7-11' d 6 IOS a Ir-W D 17-r b TS' d 6 IIAI' d 1r-r D W-W D 7-r d 7 9`41' d W- V b 114• It 7.4- 0 7 W-V d tT•T D 13r-r D T-r d a 4S d 10.11' D t0•T b 7-r d a IO.11' d 17.9' b I2'-4' b 7S d 0 F-r 6 117- 4' b 10`4' It 7.1' d 9 IOS• d 17-T D 11••T D 7S d 10 F•r D F- tr D F-0' D 70 d t0 10.1' It 11•-S' D IV-T b 7-4- d 11 FS• D VW D F-1' D 1•41' d 11 F-0' D 10•-10' D 10`-0' b 7a' d 12 1 F-0' D F-11- DI F-0• D I 1'•11- d 12 1 9`4• It I It7-S' D I Ill'-1' r x r x 0. 67r x 0.11Y sue Yxrx0.o7r shame 16•11' d 20.11' d 211W d T-11' 0 4 ir•r d 27-11. 0 27-5' d 4•-W d IS-0• d 19'S' d IF-0' d T•T ds Ir-r d 214• 6 21'.W b 3'-11' d 14'-0' a Iff r d IF•r b YS• d 6 IFa- d 2O.7' d IF-Ir ItT-0' d 14*4r d 1T-4• III17S IV-10' D T- Y 0 7 1SS 0 b tF•11' IV-4' bY•T d N,77. 7T3- d IS-4* D 15'•9'D T•1' d a 11--0' d 1T-9' It1r-r D T.W d 17-It' d 1SS' b W-tr b 7.11' d 9 wz d 16-r b 16••r b T-r d 0 14'-r D W- 1' D 7-tr d to 1Y-W d 15'•1r b 15.4' b 7-r d 174' d t7•11' It13'- S' b d 11 1Ta' 0 IS-r b 14••r b Y-1' d 12 11'-0' d tY- 0' b t7-tr Drr d 12 17.11' d IC-W D 1 17-11' b 7-tt• d r x r x O. Dar x 65sr sue Y s IF x 0.09Y x IMF SUB 4 191•11. 0 27- T 0 2S'•1' d W4r d 4 2T•1' 0 21rr d 291•r d 4•41' d S IFS• d 2T-!(r d 2340 d 4-4' d S 21•-r d 2FS• d 2T-0' d 4•-0' 0 6 IrS• d 21'a• d 21'-11' d 4•-W d 6 21Y-r 0 24•11' d 25'-Y d 4'0 0 7 IF•T d 2OS• d 21Ya• D Y•tr d 7 19•r d 27-0' d 24'-1' D W-W d 0 15'•I0' It Wr d IWO D Y-r d a IFS' d 27-W d 2r-6• b V-W d 0 1Sa' d 1F•T D IF 11' D YS' d 9 1T-0' d 2V-r d 21'-Y b W-W d 10 14'4' d 7T-r b 1r-W b TS d 10 tr4r d 2F•1r D 2O•r D Y•11' d it 74'a' d 1F-B' D IFa' b Ye,' d 11 1FS d 7F•11' It 1Fa' b Y•Ir d 12 1 tT-10- d I IF-1- D I 7S4i It I 3' -r 0 1 12 1&4r 0 I IV4' It I tF-S D I Y-W 0 Mc nosbped rooh intlu0s paDbs where Uie dope of the rod b less hen VIA Jr. Notes: 1. Above spur do not Include length of lase brace. Add horizontal distance from upright to miter of breoo to boom connection b the obove spew fer total Deem spans. r x 4' x Few x 0.05o' sue r x r x 0.05r x 0.04r SMe Load Nlldth (R) Max. SponVI(bontfino T' or doOe, eUon' Load Width (R)k12" Max. SpenVi(bondinj T' or deflaction d 112 Span 3 Span 4 Sport Max C"Ulwor 3 Span 1 Span Mee• Cantilever Fa' d fFa' d 1F- 7 D 7'•11' 0 d 12•-0' 0 I7-tt' 0 7.1' 0S T-0' 0 F-5' DF•t'D t'-9' 0 S 0 11'-9' 0 11'•11' D T-r 0 6 Ter' 0 F•T D a4'D 1'-0'd a d 11'-1' li tF•tr D 7-t' 07 F•tr 0 T•11' DT$ D 1'-T 0 7 d tOS' D O-0' b 1'-11' 0 B F-r 0 T 5' D T-7 D t'-0• 0 a d F-0' b FS' D 1'•tr 0 e Fa' D T-0' D F-0' D 1'S' 0 9 d 9'•7 or F•trD 7'tr0 10 5-11' D F-0' D FS D 1'S• d 10 d F-0' D FS' D 1'A' 0 5'-0' D F-0' b F-r D 1'-0• d tt d BU' b F-0' D V4r d S'S' D F•1' D 5'-11' D 1'•4' 0 12 D T•7Y D T-0' D t'-0' 0 rx r x Few x o.osr SUB r x r x O.ow x 0.osr SMB ITO a I IC-fr d IS-0' b 7-r d 417-V d IF-11' d Ira' d Y-r d S II'-r a IT-r d 1TS' b FT 0 S 17-T d 15•-r d 1S•T b 7-11• d 6 JET d 17•r D 17•T D 7S d 6 IVAI.0 14'-0' D 11'a' D 7-r d 7 F•11• d 11••r D 174' D 7- d 7 I1'S• d 1T-r D 1T•r b FT d a F-0' d tO.11' D tO•T D 07 7•r 0 6 tO. 11' d 17-0 D 17' b TS' d e 7-r 0 tOa' D D 2r1• 0 9 tOS d Mw D f/'•r D 7S 0 10 F-9' b F•1r D FS' D F-W-d 10 tO.1' 011'S' D 11'-0' D 7' d 11 F-S• D Fa' D F•1- b 1'-11- d 1t W-V D Ill-tr D tOS' D 7a' d 12 F-0' D F•11• Is FS b 1'•11' 0 12 Fes' D I ITS• It tO.1' D 27 d r x r x o.o7r x o.t tY sMs r x r x o.oar x o5ir sue 1 tF•71' 0 20-11' d 21'•4• d 1 3'-11' d 1 1F•T d 27-I1* O 2YS d CO d 5 IY-W d 19'S' d IF-0' d 77 d S Ira' d 21•.44' d 21--r b 3-41- d a 14'-r d 1Fa' d t r-Y D T-5' e a ISJ- d 29.1' 6 tF-1r b T-0' d 7 ir-w d1Ta' 0 it-tr b Ter• d 7 ISS d IFat' b I1r-0• b Y-r d a 17-W d 1F-0' b IS'-r D 7-1• d a 14'4r d Ir-r D 7T•r D YS• d 9 17.11' 6 1S•S• D I4'•1r'D 7.11' 0 9 14••r d tF-0" b tF•r b. Ye,'•• d 10 Ir4r d T D 11'- 1' It 7-tr 0 0 tY-0' d 1S•tr D 1S•4' D Y•r 0 11 17-1- 0 13-41- b 1TY b 7-9' d if 17a' d IV-r D it-r D 7•11' d 12 71'-W 0 IT-4' D 17.10' D 7-0' d 12 17.11• d 1r-r b 17•71' D 2'411' d r x r x o.oar x 55W sue r xtr s 0.09r x 0.137- SMB 4 tF-w d 27-r d 25•-1' d 4Xr 0 2T•1' d AFT 0 21r-r d 4'-W d S tiro• d 2T-11r0 2YJ' d 7'-0' d S 21'S• 0 27sS' 0 2r4• d 1'0 d 6 IrS' d 21•S' d 21'. 11- d F-r d a 2O•r d 24'41. 0 29S' d 4'-W e 7 16'•r d 20•S' d 21Y-4' b Y-Ir d 7 IF•r d 23*-0' d 24'•1' b 4'-0' 0 a IS W d tF-r d IV-0` b T-0• d a iF-4' d 27-r d 2TS' b 41-W d 9 15-r d W-T b IT-11' b TS' d 9 Ir-W d 21'-9• d 21•-r D 4Ar d 10 W-W d 1T•r b Ir4r It 3•S d 10 1T-0' d 29-tr D 2O-rD T•17• d 11 14'a' 0 I" D IV- 3' D Ye,' d 11 1F-0' d 1F-11' D FO' D Y-11rd 12 1 1Y-10. d tF-t' b ISS' D Y-r 0 Ft2 tF-0' 0 t7•t' D 1FS' D YS• 0 Afoto-slope0 mots Inducts gables where the slops of the rod b loss Dten 1• In Jr. Notes: 1. Above spans do not Include length of kees braes. Add hortralfal distance from upright to center of brace to beam connection to site above spans for total beam spans Table 2.1.1 C-140-2 Town & Country Industries, Inc. SODS T-6 Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with Mono -Sloped Roofs' Aluminum Alloy SODS T-5 For 3 sec. wind oust for 140.2 MPH velocity: usina design Inad of 12.4 erne Single Self -Mating Beams Trlbuts Load wMdth 6'- 0' r-0• FT Fo- 10'-0' i7o 17-0' tT-0' 1 4--V 1 15--o Allowable Span L' 1 ndina •D• or denettion' er 2' x 4' s 0.046' x 0. 0Sr T-l' 0 F•9' d 6'4' di F-Y D S-10' bi V-7- D 54• D 5'-1- b 4'-11• b 4'-g' D 1'•T D 4'S• D 2' x 5' x 0.050' x 004r F-10' d Fes' d r•11. Ill r-0• 0 r-0' 0 r-r D FOW b 6'-r It 64- D F•1- D 5••11• D 5'•9• D 2' x 6' s 0.050' x 0. 060• 104' d 9'•1r d 9'•4' 0 9,4r 0 F•T D B'-r b T-tr D TS' D r-r b FO D W-T D 6'-7' b 2' x 7' x 0.060' x 0. 06r 11'•9' d 11'-r d tO.9. 61 Ica• 0 9••11. 0 FS' D 9'-l' D F-9• b F•S' b F•r D 7••tO b 7'.W D 2' x 9' x 5.072' x 55 7r 14'S• d IT -Ill' d 1Y-r al tr•r d 12'-r 0 I V-11' 0 I I%V It 772-- D IO•r b 10'S• b Ill-1- D W V D 2's 9' x o.o72's 0. 11Y 1S•11' 0 15'-2- d 14'S 0 1T-17• d 13W 0 13'•1' 0 12'-0- D 17•r D 11'•r b 114- D f0'•11- b 1N aOe2' x 0.157' 1T-7 d IF-3' d 15'-r 0 14'•1t' d 14'S' d iT-1t' d tT•T 0 ITa' 0 17.11'0 17.7' D 17.7 D 1192'x 0.7er 1F-1r d IF•IrdIlea' 0 1T-4' 0 16A' Il 1F-3' 0 1-0.9' d 154- 0 W-11. 0 It-W d 14'•4- d 1 Double Self•itating Beams Tribute LoaO WIOU FT T-0' r- o' F-0' 10•- 0' 11'-0' 17-0' IT-0' 1 II'4' 1 IS'-0' I ir-o' tr-0• Allowable, Span I bending W or deflection'd' 2 r x it, x 0.072, s Ft IF 1F-0' d 1TS• 0 1&-r 0 IV-11' d 15'•S 0 t1'•11' d U'S' 0 14'•r 0 IT-tr 0 13'S' 0 t3'•r 0 t7.11, 0 12 r s 9's 0.072' x 0AIr 2O•r 0 1F•2' 0 1e'' 0 1T-T 0 tF-11' 0 16'.5 d 15•11' d 15-r 0 15'-r 0 14.40' 0 14'-W 0 I, r d 2 r x 0' a ll.Oer x 0.153• 21'-T d 2OS' 0 iF•T 0 tF•tr 0 it-r I! 1r4r d Ir-r II IF-W 0 IFa• d 15••11- 0 15•r II IF 0 Y a 10' x 0.o9Y x olor 25'-0• d 2Y-r di 27-r di 21•-10' di 21•46 di 20'•5- II W-1O dj IF' di 16'•10- c1l IFS' di IF-1' di 1r-0' d Atonusloped loofa bicWe genes where ft slops of ft roof is less elan 1' in Jr. Notes: 1. 1115 rocamnuWed"Via engineer be consedted on on y Carder beam that spans Moro than 35- 2. Spans are based on 110 M.P. H. wind bad plus dead bad for framing. 3. Span Is messured from miter d connection to fasW or wan connection 4. Above -pens do not Inducts length of knee Dram. Add horisonMi d =nts horn upright to center of on" to beam connection to the above spans to bW beam spans S. Spans may be Interpolated. Table 2. 1. 2 C-140-2 Town 3 Country Industries, Inc. 600S 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 sac. wind oust for 140.2 MPH valaelM usIno daslen lead a• toe, aKF Single SoN•Madng Boo T Lad WIMD F- 0' r-r F- 0' r4' IW4- 11'-0' 1FZ 1T4' 1 Allowable s son V I bending T' er deflatbn'cr r x 4' x 0.046' x O. DSr T-r 0 F• 7r O FT d r-r b 5-11• It S4' D SS' D 5.Y bi 5'.W D 4.40` b 4'-9' D 4••r b Y x S' x 0.0S0• x 0. 04e• 8'41' d FS' d a'•1' d r•10' d T-0' 0 T-4' d r-W DS•9' D 6'•e' D 6'-3' It 6'-1' D 5-11- D r x r x 0.05r x DAW 1OS 0 9`41- d FS' d F•r d 6'-r D F-W D C-0' b Fr D TS D T-rD 6'-11' D FJT D r x r x DAW x 0.060' 71'•11• d 11'S' d 10'•11' 0 0S' 0 117.1' d F-9' D FI• D F-11' D F•r D F-4• D F•1' D T-tr D Y x r x 0.072' x 0AI r W-V 0 14•0 d 17•S d 17.11' 0 17-W 0 174' d 17•4r d I V-W d W-V D IO-0' b Ica• b UFO b rxrxo.D7rxo.iir 1Fa' d 1SS' 6 IV' r d 14'•r d 7Y•a• d 13'a' 0 17-11'd 12'S' D 11'•11-D 11'•r b 11'-r D tO-ti'D rx rx O.oarx o.15Y it r 0 1F-0' d 15'•tr If 1S•r 014--r 0 11'•3' d 13.40' d ITS' d 1T•t- d i7 tr d 17S' D 17.1- b Yx+rx0.00rxo.trr 2Q•2' c1 19- r d 1FI' d 7T-0' d 1T-0' 0 tFS 0 tF-0' 0 15'•T. 0 1Sa' 0 f1'•trd 14'•T 0 1•'a' d Double san."aft Boams Trlbeda Load Width F4' F-F F- F F-F 1ro' 11'4T 17-0' I 1T-0' I 14'-r I jr-o- I it-0' I iro- Allowable S Hm V I bonding T' or daflecdon'd' 2 r x r s 0.07Y x 55ir 7F•T 0 1T-0' d tF-11• d 16'a' d1S-0• d IE,r d t4'A' d14'-S• d 14'-0' d tT-0' d IFY a 1T•r d rxrx0.07r x O.itr 2OS' d 19'-S d 1, 0 1T•71' d 1Ta' 0 1F•9' 0 1Fa' d[7. tr 01 1S-S III 1S•1' c1l 14%9` 11 W-W It 2 r x r x o.oar x o5sr 21'•11' 0 2O-tr di 1F•11- di IF-7- di IF-6' d 1T-11- di ITS' of IF-11- of 1F-0' of 1F•7 11 1S•tr 111 IT-W d Y x it x o.oar x 0.+ eT 2SS• di 21'-r di 2Y-l' of 27.r di 21'-S' 0 20,•r di 20.r di 17$ III 1F-r III IWO di 1F-4' di IT41. 0 wnonw•snD•0 rodta lricase rapt" whits Dee abpe d Uis tool b loss Ulan 1' In 1r. News: 1. It to recommended that this brgbeaf bs CDMIIed an any carder boom tat spans more Ilan 3S 2. Spans are based an 110 M.P. H. wind load plus dead bad M (raMng. 3. Span Is measured horn center d mnnocLim to fascia or wan mxse0ore. 4. Above spans do nor Indu0/ longer of knee brace. Add horizontal distant& from upright to center of one to boom connection to the sooty spans to bW beam spans. S. Spans may be Interpdafed. Town & Country 6005 Indicator Mark Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indenlilication marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy InderoiScatlon marks and the location of such marks. These alloy marks are used solely for our BOOS ala usipn. 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 Indonti6cadon of our 6005 alloy materials to be used In eon)uctlon with our 6005 engineering. A separate signed and sealed document from Town d Country will be provided to our pro -approved contractors once the materials are purchased. TCI SODS SELF -MATING ALLOY INDICATOR TCI 6005 HOLLOW CATOR z J O C Z LLUU o IL ka O ZU zlU z U) ? m U) Zo to W25W U) W L) U)QV)w z oA. WcW}}m W 5 U) I- Lo 7j L O WpV0:o 0LL L) f z UiaQN o LU a 1 m zZ Q 0 3J Q LL Q o n a I N U, b " 2 m a W 2 LLL d .jO r Q z o m roUjr7 N C a) " C m c m 0 J C 0 L'! z SEAL 1K W SHEET = z z W9A- 1 4021ZE m W12-2010I OF 1210 Table 2.2.1 Allowable Attributable Root Area per Post Anachad tarpon or Freestanding Carports with Gabled Roots wind Zone a A lied Load s15 a 100 MPH 1 110 MPH 1 120 MPH 123 MPH 130 MPH 40-t MP 140.2 MPH ISOMPH 16. 601 h' 17.781 it, 27.16I It' 2.201 h' 4.s 01 to s.76Ite 30.901te 33siM Ms. eight Men. Loads Allowable Roof Arts In Square Feet for Vaious Loads on Post 3' 13' a 0.0/0- Roll Formed Aluminum Allov 3105 M-14 7' 4- 1772 107 100 s0 71 62 57 54 r- 6' 1772 10 100 80 71 62 57 10 - 0 t t BD 1 11. 6 1772 t 700s0 iRwAre. t 6 54 11'- 0- 1446 Ti- B 82 1 44 6 0 66 47 41 3835 1 - 0 95 max. 4 1 29 Max. Haight Load Allowable n S usrs eel or s ous oads on Post 3 a r aRoll Formed •Aluminum Allo 71D •1/ T- 0' 6110 215 246 113 111 185 11. 49 224 1 1 i t1 110 091121411t09W- 6- 271 MUS110 129122 1t 82 13 - 0' 2123 tot 86 4 69 64 B 1 1 81 616 0t463141Max. Hsl htI Mee. Load Allowable Roof Area In Square eel tor Various Loads on Post 3• a r x 11.060' Fluted Hollow Extrusion Aluminum 6063 T-6 0 7575 4 428 359 341 24 W- 61 5646 340 1 319268 L 2 228 19 183 171 1 0 7 1 iW 14 1 1 4 1114, 3D tea t74 1• 13 124 107 too 9 1 '- 0 414 11 t 114 t 9 7 4. 6' 11 11 9 B 59 5 7 Notes: 1. Design must salts y bah Wont and was requirements 2. Areas may be Interpolated. Able 2.22 Allowable Attributable Roof Ares par Post Attaches Carports or Freestanding Carports with Gabled Roofs F' F1Q T:7 J:i11T•':'7i"R1 f.T15n T.A WE 0W71M0000®® 0® E Tif EJM EK OU Ind EIB= OF-:M ESE NWaM Ef•1<'_I!• ONEL' miF ESL Mlkk_S' EZI:Z N stir?:M Lye WIXOM INE-), EU"= NEMAMSt i-ME%Zl=Enl=E SELL EiLIM="=M Ei] Ci EIDti EI3ti E}LSON E ESE SEL MLJ 0 OIL"= MELIS ELbz,MMMOREMEt1•aMIL-Mt}E/i, iEL' YM®_II IN= 000 u r, 77II l:r•!S I_rTl'1=_ 3 YTS 61'a'IT.,^t'1 WIT, iiiii siiiisi si==0Sir=00Ica=Emm NEI=© EYiiisum=E.' 31111110EatSK E EKLJMOKA=Ekl=EkM=E:]•i, EL"M OkUU= t<IM EJAM WARMS E31'ti EI:FAMW E_ZE>• OWitU= M"= OLUU • E%S]= E?6= E7-im EFIT• E E• EEL EEU? ME} ME-Li•mumli mmmu l: OIL"=ELIMEJSmE7LMML- IMItiamONEi EfitEfig?1,INEIRM KU3 Ez?- M d=1• EiF!= MU-M ONKMIP EL t: L1• t• hl^an: r*r_r lclTrlY^Dr•v/,rnr?- EiIiiM aLbum 111MZ' ErZiM mulum atwo_.im ueara t.}-iiiim M7,.r m IIII[ MIM KEkm MILM M ]:= OOLUIM FSti it = EL"=EtiPS= MIL?IIELM=E31•!E MELANIN Et-:No"= MEDUi sF ; z3111110 EI = ME= EEaIM EL?E• EKHM Elm NE 7 I1I1tN&7 NUMLM rdikam Eik- sKalm Millim =3LE EL'= Eki. M EB?i1• akn-mm Ei11)=lf J=EE.±I=WE-= L-MM-T-M stiAms aii3, EaEE SLY -AM EMEM SKL=im IMERAIM MULAM WOMEN EM=EliimE owl . Not": - - - - -- - -- 1. Design moss satny both Bight and was requirements. 2. Areas n" be Interpolated Table 2. 3 Schedule of Post to Beam Size and Number of Thru-Bolls Possible w/ Min. Edge Distance of 2.112d Boom Slat Minimum Post Sire Mu / Thru- Bolls @ Beam ( e) Max. / Thru• Bdls Post Bssa ( Note S) Minimum Knee Brace • ( Nota S) Mlminum / lines grace ISC10.5- (Note /) Minimum Stitching Screws Spacing I ite- uts- Ivr I Sir I 114' S116• 3A' 12' Hollow Sections 2'x4' 0.050'Tit 1 2' x r Hollow at Sna 5 3 3 2 3 2 1 t 2'xYx0045' 1 IIB 24'0C. Y a 4' x 0.050' Hallow 2' x 3' Hollow a Sna 7 S 3 5 3 J 3 2- x Y x 0.04Y, J sa 2/' O.C. Se114,180n Beams r x 4' x 0 044' x 0.100• r x 3' x 0.060' Fluted s 1 4 2 2 5 3 3 1 2 r x Y x 0.045' 3 aB 0 24.O.0 rx5'x0050' x0.1Is' r x 3'x 0.06W Fluted 7 5 3 3 5 3 3 2 rx3'x06045' J 1110 @ 24.O.C. 2-xWx 005Wx0.1 x3'x006o'Fluted I 6 3 5 3 3 2'x3'x06045' 3 010 24'O.0 rx7•xDOWx0. 120' 3'x3'x0093'Hoaaw 10 7 4 4 5 3 3 2'x4'x0050' 3 010 24.O.C. 11 9 5 5 3 3 2 2-x4'xoo50' 1 st2 2•'OC. 2'x 9'x 007r x 0224' 3' it r x 0.125'Hoftow 13 10 6 6 5 3 3 2 rx 4'x 005W 3 s14 24.00" r x 9' x 0.01i7 x 0306' 4'x 4'x 0.125'Hollow 13 11 6 6 7 5 4 3 rx4'x0.050' 3 014 24. O.C.'• 2'x 10' x 0092'x 0.374- 1 4'x 4'x 0.12s' Hallow 15 15 7 7 t9 5 4 3 rx4'x0050' 1 4 014 24.0C.'- ir i YINsenbistr) MlNmum postibesm may be used as minimum knee brace 2. •' Fasten external screws at Uips. See Details 3. -For screw size see wind zone chan 1. (2) 114' Thnr-0olta may be substituted for screws. S. AD Thn Balts shell have minimum SIB' diameter washers snd lock nun. Example: Number of bolls required for 120 MPH, •B' exposure, Atuched (Enclosed) structure; MWFRS Design Load 21.1 PSF bad width of post a 12'. post sparing = Ify. w2 a 21.1 PSF Post Up6fr a 17 x Sir x 21.1'- 16NW From Table 9.•A• use wan thickness of lesser member Example: use Twelf = 0 fill' Allowable Loads I Bala RoWd bass dit beam 1/4' a 46M 1 bop 3.52 use 4 yes yesea 5116' a6106 /boll 2.7S use 3 yea yes Wr a 731I l bon 2.29 use 3 yes yes Sir a 1.004 I / boll 1.67 use 2 yea y These vakres am good for poet bass 8 beam bale Material Type Top Edge In Direction Of Applied Load It Center To Center Skis Edge Aluminum 2- 112 0 1 D Concrete 5 D S D Wood 4 D 4 D Mh. Lenath r x r x 0.04/• 1140 ram• ra• 2' x •' x 0.050' 1'a' Table 2. 4.1 Footings - Maximum Roof Area for Attached Carport and Freestanding Gabled Carport Posts Wind Zone MPH a 120 123 130 140.1 Id&2 ISO Attached Cover Uplift 186NSF 7NSF 21.1 NSF 22.2 ISF 24.8 NSF 28.7 NSF 30.9 NSF 339 SF Free Stand) Uplift 159 NSF 13.6 NSF 162 NSF IL3 NSF 16.9 NSF 16.4 NSF 32.4 ISF 331 SN Existing Slab on Grade with unknown reinforcement In good tasir 56 57 43 41 37 32 29 27 Isolated Fooling Dlmanslons'• Uplift Retlfibs.) Maximum Attributable Root Area In Square Fast 12' x tr x 12' 386 23 22 1S 17 16 73 13 12 is, a I6- x IF 738 4/ 2 35 33 30 26 N 22 I r x 1B- a Ir 967 5111 5S 48 M 39 34 31 29 zr s 20• x 24' 1.484 a9 84 70 67 60 52 48 45 2V a 26• x 30' I'm 112 105 as e4 75 65 60 56 24' x 24• x 24' 1.091 lid 107 90 a5 76 s6 61 57 24' a 24' a it 2,384 142 134 12 106 95 82 77 72 30' a 30- a 30' 1 3,225 1 194 132 153 u5 130 112 104 98 30- x 30- x 36' 1 3,570 1 233 1 219 1 183 1 174 1 156 135 125 117 RAa areas based on attached rower Yptift bads. Notes: 1. Boiled Focdng Is a pourer moans rsaanpuler solid (LenpM x Width x Deptlh), 2. Slab on grads mat be now at In good tondmoa 3. For bee standing owes, MUHiply above rod areas by 0% sppopriats rntxtlpler from tie table below. P act Block Footing nest lootino block I Ir x Ir x 4- at 24'balawarmMwlthbOtbao le conchae and bacltflHad to n n . MP 100 1 129 1 123 110.1 14D•2 10Attached Carer Uplift • a 18.6 NSF 17.7 NSF 21.1 NSF 22.2 NSF 24.8If/SF 23.7 NSF 130.9 6ISF 33.0 NSF Free Standing Uplift a 10 I/SF 1 10 NSF 1 11 I1SF 1 12 NSF 1 13 WSF I 1S NSF I 1S NSF I 17IISF nsloneg, I Rai Maxim, bubbta Rod Ana In S usn Feet 1 x eo6 Bs vs.) 1 B17 it? 11092ea 78 66 63 59 2.027 122 11/ 95 1 91 82 1 71 6a 61 a 806 Boo 1 2107 127 1 119 1 100 1 95 1 95 1 73 188 W Maur. Maximum uplift on post is detamxned by mdtipying ma7dtarm attributable roof area x applied bad. Example: Post"utary root eras a 7T. Applied bad for 110 MPH wind rose - 17.7 11 Sq. FL, UpDfr on post a 77 x 17.7 = IX3 0 Roof Area Convention Multipliers Conversion Multipliers for Freestanding Carports with Mono Sloped Rods wind Zone 1 100 1 110 1 120 1 123 1 130 1 140.1 1 140.2KOM 15D Area 1.001. 05 1.13 1.36 IAA 7.56 1.00 Multiplier1.00 Table 2.4.2 Uplift Resistance of Caroon Footino Fooling Size Uplift Ratln Ibs. Ir x12'xt 1 xt at 14 6'xIT- t6'x1 x1 82 t8 xt xt967 1 xt a 2W 1076 20's 2Dx 1239 x x 24 1484 4 x 24 x 24 1891 24 x 4' x 311 W. 3W x x Wit 36 x Wx x x4 Example: For 140 MPH wind tone, maximum upkl fa free standing carport a 75 6/SgFL Allowable roof area for 24' x 24' x 24'. 1891 Sq.FL I l5 s/Sq.FL = 126 Sq.FL The allowable roof area on 24' x 26' x 24' footing for 140 MPH wind zone S, exposure category n 126 S4.FL The allowable roof area an 24• x 24' x 24' footing for 140 MPH wind zone ti; exposure mlegoryis 128 Sq.FL 11.21 a 104 Sq.FL Table 42 Schedule of Allowable Loads / Maximum Roof Area for Anchors Into wood for ENCLOSED buildings Allowable Load I Maximum bad was (Sq. FL) Q 120 M.P.N. wind load Diameter Anchor a Embedment Number of Anchors 1 2 3 4 1/ 4' a 1' 2S16/ 11SF 528622SF 792D1i1•SF t0569/4/SF 114' x 1.1ir 396N17SF 7926r13-SF 1166N51)-SF 1564#M&SF lid' x 2-lir 6WN28. SF 1320NSSSF 1DBDK4"F 2640#11105F Snr a 1' 312N13SF 624s26SF 936Ir39,SF 124811/52SF Sits' x 1.12' 4686/ 20-SF 936s139SF 1404or" 18726/7W SMS' x 2.12' 760srJ3• SF 1560945.SF 23400AWSF 3120N7305F 318' a 1' 356114 SF 1 7126r106F I Ns45SF 1424&SB•SF La' x 1.1ir 5340= SF I toBaN45SF 7602sB7-SF 21381/111F 3/8• a 2-lie 6909r17SF 1780t1/74SF 2670WIllSF 35WW146SF NOW 1. Anchor must embed a minimum d r Into the primary hall WIND LOAD CONVERSION TABLE: For Wind ZonesAbeglons other than 12D MPH (Tables Shown), multiply aHowabte loads and rod as by the convention factor. WIND REGION Applied Load CONVERSION FACTOR 100 2" 1. 01 110 269 Lot 120 27A 1.00 123 21119 0.97 120 32.2 0.92 140.1 373 0.86 110.2 37.3 10. 86156 422 0.80 Allowable Load Contusion Factors for E e Dtstanras Loss Than ad Edge Distance Allowable Loa Tension Multl Sher tad SAO 127 lid 1. 07 1.13 led 1.03 1.09 ad SAO 1.00 Ad 0.08 0.00 7d 0.95 0.81 ad 0.01 0.72 Sd 0.Be1 0.63 Now 1. The miNrmm dlsterhes Min She age of ealcreta to 0 coaxer d she OonCata analer end She ape ft between wch= shag not be less than ad when d IS She anchor diameter. 2. Concrete terewe ere limited to r emDSOmeM by merxrbmuns. 3. Values Bared we Allowed bads with a safety factor of 4 apple& 4. Products equal to yawl may be substtuted. 5. Andnots receiving beds perpendicular to the diameter are h alinslorL Anchors receiving beds pWWW to the dlsmous we shear bads. Example: Determine the number of concrete archers required by dividing She upWl Wed by tiro ender slowed bad For a 2'x W beam win: spacing a r4r O.C.; allowed span - 2T-9` (Table t.$) UPLIFT LOAD a trABEAM SPAN x BEAM L UPRIGHT SPACING NUMBER OF ANCHORS a (1mws) x r x 7814 FL) I ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = =87501300 - 2. 102 Therefore. use 2 anchors, one ( 1) on each We at upright. Table Is based on Rawl Products' allowable boss for ?Still paJ concrete. X. IL O U. W to 2 W 0 Wa' O LL J Q U) ZW Q Z U W ILD (D U)Z0Q WOW f. toZED Uj U) 0 WO WHu- tLL' Z 0 Q fA W Q O U o_ Z Q rX r n Q J Q f0 l Jwtir7jtL M " W L9 O R a WLDLL O d a P O1 L) N N W e to J C U c 0 CL 3m 1D J R an ui a I iSd O G O 2b 9EAL 2 a v tK SHEETJ Q Z Z IU W W Lto gg Z Z W12- 2010 OF 12 tD Table 2.5 Maximum Allowable Spans I Heights for Aluminum Pans Utility Shed Roof or Walls Al. -I.- All- 11 n4 M-14 car u.fc 1.114' : 12' x 0.026' Rlxer Panel 1.114' x 12' s 0.032- Riser Panel Wind Zone 1 spaMoad' 3 spannoad' 4 spanhoad' Cantilever spannoad• Wind Zone 6I speMoad' J spanlload' 4 spaMoad' Cantilever spannoad' 100 W 0 1 5'•7• 1300 5 -r 30 0 7.2' 30 0 100 S-r 13001 6•4' 1300 6'4 30 0 2-r 30. 110 4•3- 3 0 5'-3' 36 0 5'4' 360 2'-0• 36 0 110 1 41- ' 36 0 5'•11' 350 6'• 1' 36.0 7-0• 36. 120 4'.W 43.0 a'•11' 43.0 5'-1• 430 V-11• 430 120 4'-0' 43. Y-?' 1430 V-, 43.0 1•-11• 430 t23 777 4 4 C-10' 4s4 4'•11 4 4 11-10• 454 123 3'•1t' 4 5'4' 454 V4 454 Alin 454 130 3'-10' 10 a• Si.0 Fir sTo TV 51.0 130 3'•lD. St.O S'••' 51.0 F-S' 510 1'-9' 10 14 1 Fr 1'-a' 140 3• 1 0 15 90 1 140. 2 4 4'•' 590 1'S• 590 140•2 90 t 0 r 59 rr- t503'•' 6B 3 r 4•4 t• 0 150 6B0 tD' lie. 4'•tt' 68.0 il.7m 6 1.112' x 12' x 0.026' Fitter Panel 1-1IY x I Z- x 0.032' RDer Panel Wind Zone 2 spaMoad' apaMbed' spoMoad' Gntilwtr spannoad' Wind zone 1 spaMoad' apaMwd' 4 spaMoad' onWwer SpaMoad' 100 0 6'•11 30.0 7-6' 0 100 W-41 1 o I r-11W 0 T-11 0.0I r 30.111 110 5'• 1• 360 S' 6.0 6' 360 7.6' 36.0 1+0 1 360 36. fi 36. 2'-5 3 . 120 r 3 6'•1' 4J.0 S• 0 7.3' 43.0 120 4'•r 4 . 11' 13 T-0' 0 7-3' 430 t23 4. 4r 434 6'-0' 4 .4 6'•Y 45.4 7-Y 54 12J 0 6'•10' 1 4 6'-11' 454 7•Y 45.4 130 4' 7 S1 o V-11 51.0 2'7 5f 0 130 4' S1.0 6'• St. 6••r 51 7-1' 1.0 140.1 4'•4' S9.0 4• 590 S'•T 59.0 2'0 5 0 U0-1 4'•4' S9 0 6'J 59.0 6'•4• 59 7-0' S90 4 a 0 4 7-0' 65-517iso 140.2 1S0 4•• 3 6B. 68D 7-0' 4'-3' 11 1 1-L4' x t r x 0.026' Clsatad Panel 1,L4• x 12- x 0.032' Cleared Panel Wind Zone spoMoad' 77 3 I apaMosd' 4 sponfload' Cantilever spaMoad' Wind Zane 1 apoMoad' spoMosd' 4 spadloew n Ivor spaMoad 00 130D I Fit--1 100 130.0 1 t • 1 A 3 0 Be 1 310 I lKy l3sT 0 3'S 3. 110 6-1 3. 120 5 43. 11 4 B-t 430 Y 430 120 6S 1 11 1 430 3 30 23 6' 4 .4 9' 4 11' 4 .4 7.11' 454 123 45.1 r-1 ' 45.• 45.1 tt 4 .4 130 1 1 7'•3 1. 21•9' 1 130 5'•tr 1 ra' S r-5' 0 2'-9' 1.0 140.1 5'-9' 59.0 59 0 r 59 D FT59 0 idolS- 59 D r-1' 1590 r- ' 59 0 59.0 110.2 s'•r5901 T-r 159.0 T-r 590 2••r 59.0 140,2 590 1• 59.0 ar•3' 59 1st 67 1 6.11 680 7• • 0 1st 0 1 lie BB r x 12' a 0.026' Panel 3' x tY x 0.wr Panel - Wind Zone 1 spaMoacr 3 spaMoad' spaMosd' Candle sparo" Ir Wind Zone 1 apaMoaw spaMwd apanecrad' anU evor tparooet' 100 10'• IT 30 1 - 1 -1 7 0 4 -0• 30.0 100 1 • 15.1 15 4 0 11 11. 11 3 .0 1 32.0 36.0 110 3 13.6 32.0 1 32. 120 4 . 0 11• 4 1AW-11r450 430 120 1 1 d 1 •11' 4 d2] B'• 1 - 4'4r 4s • 123 4 1 B 1 40 e 1P•T 45.0 Y-tt'510 17-•UO.1 r•r D tD'-t'S90 Y•tr590t1011404 r•Y59D1-/' YAr140-iriT•tr lied9d'0 3'•B' 6B0 150 T-1r tr-11' 0 11'-7 60. 690 S• Rcom Red Panel span • W ss shown on drawings. Note: M nstall 2' x r x 0.0 W Fxti idon at Mldspan bcrsns span by 25% maximum shed erne. 2:'Spans may be btarpofated. Table 2. 6.1 Town 3 Country Industries, Inc. e• ...,6005 TS Allowable Stud Heights Utility Sheds Framed With Hollow Aluminum ExUuslons 6005 T- 5 Aluminum Alloy 1. 7ne above bated allowable "his we messured hem "bottom of top plate to top of bottom plea. _ 2. Spam may be bWpolafed. 3. Strucmal times momelply snag be fastened to Annfaum sods with /e X V water he screws using the fastener patterns described with the details of Of Section. 4. For lasaning to aluminum use Wfast HD X (Y • 3141 @ r O.C. for up to 130 MPH wind epeed,'D' Exposer. r O C. for above 130 MPH wind speed up to 150 MPH• Fxpostus'W. 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 Stud Spacing Wind Velocity 100 MPH, Applied Load - 15 /ISF Wind Velocity 110 MPH, Applied Load - 1e NSF Stud Size 6 Lumber Grade Stud Size a Lumber Grade 2x4 3 SPF Ix6 SPF 2xe SPF tat 3 pins Ix6 3 pine Zx6 pine Ix1- 3 SPF 2x6 3 SPF 2xe SPF 2x4 3 pine 2x6 03 pine 2xe- I3 pint 12' 10'• r D 1Ver D 19'-10' D 17.5' D 1B'•3' D 23'•3' D 9'•9' D 11'' D 1B'•1' b 114' D 16'd' D 21'•3' b is, s- 4' D t3•-7' D 1T•2' D 11r•r D 15'-10' D 20'-2' b F. b 12'•5' D 15'-8' D 7.1r D 14'a' b IV-5' b 24- T- 7- bi 11--1' bi 14'-W bi r•r bi 17.11- D 16'•s' D 6•-11- bi 10••1- bi 17.1D- b T•11- bi 11'•tr bl IT-0- b Stud Spacing Wind Velocity 120 MPH, Applied Load • 22 /ISF Wind Velocity Ull MPH, Applied Load a 2S /ISF Stud Size a Lumber Grade Stud Size 6 Lumber Grade 2x• 3 SPF 2x6 3 SPF 2xe 63 SPF 2x4 q pine 2x6 3 I' m 3 pineSPF 2xeKWInd x62xe W SPF 2a• q Ine Ise 3 pine 27e 3 pine r•10' D17•tt' D 1 2 D 10.3' D 15•-1' D 17-r D•T D 15'- D 7•T D 1•'•Y b 1B'-0• b Ir T- r D 11',1• D 14'•Y D e'•f0' D 13'•1' D 16'4r DS'D 13'-4' D W-4- b t7-r b 15••T b b T- r D 11-T b T-3' b t0'-r D 17-r DT D W-10' D 6'-V D 10'-0' b 17.9- D Stud Spacing Wind Velotii 140.182 MPH, A plied Load • 29 NSFSPF_ 150 MPH, Applied Load a 34 /ISF Stud She s Lumber Grade Stud Sire t Lumber Grade 2 63 S S. SPF n'n6 xe ne3 22 3 SPeF IS. F2x/ 63 be2x6 3 pine 2xe pine 12' T• r D ll*,r D 14'-r D 6-11' b IY-r bi 1B'-r bi 7•1' D M YS' It IX-r b r-r of 17-r bi 15.5' D it W- W bi 9'-0* bi 12'•4' bI T•r bit IVS' bi 14'-W D D W-W bf 11'•s' D T•2- bi 10'E' bI IT-5- b 21' D T•11' D 10'-1' D D 9'•' D 1'-tr D D Tom' D 9'' D D B-T D 1D'-11' D t App6sO bad values based on ASCE 7-02 Table 6.2. 1 a 1.0 , 2. Wood design values are based an 03 S.P.F. (South) and Southern Pins misbucUai grade wood ham NDS American Forest a Paper Association. anent eddlon. 3. For' C' wind exposure category, mul" eDowable stud heights by 0.86. I. For utilitysheds muAliply heights by 1.14. For uglily sheds In exposure category wind zones, nhApy a00weble height by 0.97. 5. Stud heights we Dented by code and 2 x 4 greater then IW-W (Stud length) are not shown. 2 x 6 greater than 18'-W (stud length) are not shown. Maximum atd heights less Dun SAr era not IWad. B. Stud heights are limited by code and 2 x 4 greater than 10'-0' (stud length) are not shown 2 x 6 greater than 16'4' (Mud length) are nil shown. Maximum aid heights less than W-V am not Hand 7. 7115' O.S.B. or 1/2' pywood shesUhing shell be a0stlhed to wood sods with 08d common at r O.C. edged B 12'O.C. We lot up to a 130 MPH wind spesd,' D' Exposure: 4' O C. edges and r O.C. 1606 tx Meld spade above 130 MPH up to 150 MPH,'O' exposure. 00 drywall or deck soewt may be substituted for 0ed common nags at the came Rpsrlhp. 0. Use Tnul'ast SD x (Y - 1-M at W O.C. lac up to a 130 MPH wind speeds,'W aqowm S O C. for wind speeds above 130 MPH and up to 150 MPH, 9' Exposure. Table 2. 7111 Maximum Stud Wall Height for Various Wind Loads, Stud Spacing, and Species of Lumber For Walls w/ Vinyl Siding. Aluminum or Other Flexible Finishes DsetAnw•i t P.,...•.....•t.... rMurw, er- Stud Spacing Wind Velocity 100 MPN, Applied Load a 15 NSF Wind Velocity 110 MPH, Applied Load - to NSF Stud Sirs 6 Lumber Grade Stud Site 6 Lumber Grade 2x4 2 SPF 2xe 02 SPF 2xe 02 SPF 2x4 62 pine Ire 62 pine Ise 2 pine 2x4 2 SPF 21e 1. SPF 2xe 62 SPF 2x4 n ., no 2x6 02 pine Ise 02 pine r 12'- 1' d ts'51' d 24'7 b 13'•1' d 20'S' d 2T-0' d11'-0• d 1T-W b 27S• b 12.3. 0 19S' a I•'-7 D 16' 10'• 11' 0 16'-tr D 21'•' D 11'•to' 0 18'-3' D 23'$' D 10.4' d 15' b 19$• D 11'•r d 6-B' D 21'S' b 24' W- W D 17-r b 1TS• b 1CJ' D is-11' D FF b r-T D 17a' b W-10' D1 9'•4- D 17-T bi Ir-W b Stud Spacing Wind Velocity 120 MPN, Applied Load a 22 NSF Wind Velocity 130 MPH, Applied Load a 25 NSF Stud Sits a Lumber amdo Stud Sirs 6 Lumber Grade 2x 62 SPF 2xe n SPF 21e to SPF 2x 62 na 2xe 02 ne Ise 62 gene 62 SPF 2xe 62 SPF 2a4 02 Ine 2xe 02 Ine 2xe 12' 10'- T o 11r-W D 20r-C D 11'•6' 0 Ir-W D 27-V D'T-W j2x94Ise b9'•1' b W-W d 1B-0' D 18' BE' b 13'-11' D 1T•T b t0•S' D 1S•1' D 19S' b13'-0' D 16.41' b 9'-r D 14'•r b 2b 24' b 11'•4- D 14.4- D 6•$' D 17.4- D 1S•10' b1V4r b 13'S' D T-11- D IV-&- D Stud Spacing Wind Velocity 140 MPN, Applied Load a 20 NSF Wind Velocity 150 MPH, Applied Load a 34 NSF Shed Sirs 6 Lumber Grade I Stud Ske a Lumber Grade III 62 Ixa 2 SPF 214 12 pine 2xe 92 pint. 2xe 62 no 2x 02 SPF 2xe 62 SPF 2xe 62 SPF III 62 2xs 62 nib ixa 62 fad 12' s'• 1T-r b 17.5' D 1S•r D 19'$' D e'•tr D 17.11- D 16•4- b 9'-r D 17.11' b 1e'-W b 1r' V- 15•a: b 9•-1' D 17-T D 1g•11'D D 11'-r D 14'-r D s'4' b 17-Y b 15'-T b 2' 77$ D b 10-8' D 13'-1r D D 9'-1' D 11'-T D D 91•11' D 17-W D t Applied bed values bated on ASCE 7-W Taws 8.2. 1 e 10 2. Wood design values are based on 02 S.P.F. (Saute) and Sout hem Pine Construcifon grads wood been NDS American Forest a Paper Association. Wm ml edition. 3. For • C' wind exposure category, multiply allowable stud heights by 0 85. 4. For day shads MM* heights by 1.14. For tally shads In expdsure'C' category wind lanes• mublply aftoble height by 0.97. S. " Slid heights are betted by coos end 2 x 4 greater them 10'-0' (Mud b$VM) we not shown. 2 16 greater Dan 18'-0' (sled length) are rot Shawn Ma= num aid heights lass than 6'S' era not listed. B. Sued heights am limited by 000 Nei 2 x 4 greater than 1014' (coed length) are not afawn, 2 x 6 greater than 18'.W (stud Ie 1p) we not shown Mmdmum sled heights less tan 6'-W era not listed. 7. 7I1r O.S.B. or 1/r pywood sheathing SW be abetted to wood sods vAth dad common at r O.C. edges a 1r O.C. field for up to a 130 MPH wind speed. 'W Fxpawts:4'O.C. adges W r O.C. faild for wind speeds abeve 130 MPH up to 150 MPH. *W exposure. fin drywall or deck screws may be substituted for 08d common nabs t1 the same spacing. 0. Use TMFAM SO x (Y - I-Wr) at r O.C. for up to a 130 MPH wind speeds. 9' exposure: r O.C. br wind apsads above 130 MPH and up to 1S0 MPH, • D' Exposure. J Q z LU OM zU 0 (. D U j LIJ 0 = U) Na Wl- IliU J . p W J W H W Z vW < Z 0: 0 i viOQ= m Ir W fn 3 U U. Z Q _J J Q m Q O z W W wItco o Town d Country 600S Indicator Mark Z 2 ^ Instructions For Permit Purposes) lu To: Plans Examiners and Building Inspectors, 0 LL M, LU o x These alloy indentificafion marks have been provided to W a W is ti O $ contractors and yourself for permitting purposes. The details below illustrate the alloy indantficaton marks and the bcallan of such ul r v a 4 marks. ItC These alloymarksareusedsolelyforour6WSextrusions. 11 Is L] 'a ultimately the contractors responsibility that they receive and use only w aO c l m , GODSalloy shapes when using this engineering. We are providing Oft y CYi document to simplify the Indentficaton of our 6005 alloy materials to V W -6 x be used In conjuction with our 6005 engineering. u6 4) d tl A separate signed and sealed document from Town d Country' w m O f Will be provided to our pre -approved contraelors once the materials areCL rA; topurchased. TCI 6005 SELF•MATING _ ALLOY INDICATOR TCI OM HOLLOW CATOR cc C 85 z O FW W o tL N W 0 O1! zz O m C K O w N Z z 01 j SHEET 9C V I a z mW Wz0z W Wz zWm06-12. 2010 1 OF 1210 ROOF PANELS GENERAL NOTES AND SPECIFICATONS 1 Certain of the following structures are designed to be married to Site Built block, wood frame OF DCA approved modular structures of adquals structural capacity. The contractor / home owner shall verity 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 venty host structure capacity 3. When using TEK screws in lieu of S.M.S longer screws must be used to compensate for dnil 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 converting a screen room to a glass room or a carport 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 L/180 B. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the nbs. 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 aileria 9. Interior walls B ceilings of composite panels may have 1/2' sheet rock added by securing the sheet rock wl 1' fine thread sheet rock screws at 16' O.0 each we 10 Spans may be interpolated between values but not extrapolated outside values. It. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for sections 2, 3A d B, 4 B S. Use section 2 inspection guide for solid roof in Section 1. 12. All fascia gutter and caps shall have water relief ports 13 All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon sealant. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14 All aluminum extrusions shall meet the strength requirements of ASTM 8221 after powder coating 15. Disimilar metals. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ protective paint or 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 shall be 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 warantied 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 6.6. 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. DAB 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 745 open mono -sloped factor of 0.75.. 2. Attached covers such as carports, patio carers, gabled carports and screen rooms have a 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 140E and 150 MPH zones. Wind loads are from ASCE 7.05 Section 6 S. Analytical Procedure for glass and modular rooms S. 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 e 0.07 for 90 to 100 MPH 1= 0.771o, 10010 150 MPH KCpi - 0 00 Zone 2 loads reduced by 25% Screen Rooms a Anschad Covers I = 0 87 for 90 to 100 MPH 1- 0.77 forlo0 to 15o MPN KCpI a 0.00 Zone 2 Glass a Modular Enclosed Rooms a Roof Over& 121.00 KCpI - 0. t a Zone 2 Overhang I Cantilever All Rooms 1. 1.00 KCpI = 0.19 zone 2 Basic Wind Pressure Effective 50 2D Ares 100 Basic Wind Err two Ares Basic Wind Pressure Effective Area 50 20 10 Basic Wind Pressure Effective Area 50 20 102010 IOD MPH tJ 13 16 D 23 26 13 23 27 30 13 27 38 45 11D MPH 14 14 17 1 25 28 14 27 32 36 14 33 46 55 120 MPH 17 17 20 25 30 33 17 32 39 43 17 39 54 65 123 MPH is 17 21 13613926 32 35 18 34 41 45 1a 41 57 69 130 MPH 20 20 2J 29 35 39 20 38 45 51 20 46 64 77 140.1 MPH 23 23 27 34 40 46 23 44 53 59 23 53 74 89 140.2 MPH 23' 23 27 4 40 46 23' 44 53 59 23' 54 74 89 50 MPH 26' 26 32 9 46 52 1 28- 51 60 6a 26' 1 61 1 85 1102 Minimum Iwo load of 30 PSF cdnrros in high mod velocity zones To convert from the Exposure'B' loads above to Exposure 'C* of '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' Exposun'B' lo' posura'B to D Moan Roof HSlghr load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Demacdon Bending Deeectlon 0. 15, 121 0.91 094 1.47 083 D BS 1 S' - 20' 1.29 Day 092 1.54 001 Do? 20' - 2s' 1.34 Des 091 1.60 0.79 085 25' • 30' 1.40 0115 089 1.68 0.78 085 Use larger meart rod height of host structure of enclosure Values are from ASCE 7-0S INDUSTRY STANDARD ROOF PANELS Ir t 12.00' 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2' = V-W 0 12 00' 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2' = V-W QIW1 > 1 ii 12.01r CLEATED ROOF PANEL SELECT PANEL DEPTH FROM TABLES SCALE: 2' = I'-0' ALUMINUM SKIN E. P.S. CORE Z SIDE CONNECTIONS VARY DO NOT AFFECT SPANS) 48 00' COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE 2' = V-W 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 IF 1-1/2' S M.S. (2) PER RAFTER OR TRUSS TAIL 10 x 3/4' S.M.S. Qa 12' O.0 EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL SCALE 2' = r-W FOR MASONRY USE 1/ 4' x 1-1/4' MASONRY ANCHOR OR EOUAL @ 24' O.0 FOR WOOD USE #10x 1.1/2' S. M S OR WOOD SCREWS @ 12* O.C. EXISTING HOST STRUCTURE SEALANT HEADER ( SEE NOTE BELOW) ROOF PANEL x 1/2' S.M S (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS 1. 1/Y x 1/8' x 11.1/2' PLATE OF 6063 T-5, 3003 H-14 OR 5052 H- 32 SEALANT HEADER ( SEE NOTE BELOW) ROOF PANEL WOOD FRAME, MASONRY OR #_' x 1/2' S.M.S. (3) PER PAN OTHER CONSTRUCTION (BOTTOM) AND (1) @ RISER TOP ULK ALL EXPOSED W HEADS ROOF DETAIL E: 2' = ROOF PANELS SHALL BE ATTAC _ x'1/2'-LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 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 #_' x 1/2' SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH x 1' OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RISER SCREW #_' x 9/16' TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #_' x lir S M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. IIOD- 1231 130 1 140 1 150 8 1 #10 1 012 1 012 EXISTING TRUSS OR RAFTER 2) 010 IF 1-1/2' S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: 910 x 3/4' S.M S. OR WOOD SCREW SPACED @ 12' O.C. EXISTING FASCIA 6' x 'r x 6' 0.024' MIN. BREAK FORMED FLASHING PAN ROOF PANEL 1- W E POST AND BEAM (PER TABLES). MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION PAN ROOF PANELS SCALE: 2' = 1'-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 @ W O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. J Z') -1 C ( Z W O W w 2 0 fn z o ZU IUO F ZWadZ W WW Q O IL U y Ir ln Zp W 'o W _ J -QJ Z jWF"DCd c LLL W W O c OZWO 0 N 0 Q O W c W to W Z 10Z QaWcQ O Q O a O t- o IX N J 2 to Wk Uj K i ( L 2 is LL W ILQ c o 0 O C a° 0 C N Vco e ro m W a o L D _ J to L) O m Z O V a c uj eo W O W Z121) / 1 d O 7 13 t90IFrn SEAL oc W LUSHEET i W D 10A Wm 08- 12-2010 I OF 12 I C EXISTING TRUSS OR RAFTER N10 x 1- 1/2' S.M S OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL N10 X 314' S M.S. OR WOOD SCREW SPACED (off 12- O.C. NO x 112' S MS. SPACED @ B' O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE • SCALE: r = 1'-0' N14 x 1/2' WAFER HEADED WOOD FRAME. MASONRY OR — S.M S. SPACED @ 1r O.C. OTHER CONSTRUCTION FOR MASONRY USE: 2) 1/4• x 1.1/4' MASONRY ANCHOR OR EOUAL (off 12- O.C. FOR WOOD USE: N14 x 1.1/2' S.M.S. OR WOOD SCREWS @ 12* O.C. FLOOR PANEL WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 1S% 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 1-1/4' WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAWS 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 SEC 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: 100-123 130 1 140 150 N8 I N10 1 N12 012 EXISTING TRUSS OR RAFTER 910 x 1-1/2' S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE N8 x 1/2' S.M.S. SPACED PAN RIB MIN. (3) PER PAN FLASH UNDER SHINGLE LL L 1-1/2' x 1/8• x 11.1/7 PLATE OF 6063 T-5. 3003 H-14 OR 5052 H-32 HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL SCALE: r = 1'-0• EXISTING TRUSS OR RAFTER N/0 x 1-1/2• S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE N8 x 1/r S.M.S. SPACED 8.O.C. BOTH SIDES FLASH UNDER SHINGLE COMPOSITE ROOF PAN HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: r = 1'-0' EXISTING TRUSS OR RAFTER 2) N10 x 1-1/r S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I N10 x 3/4' S.M.S. OR WOOD SCREW SPACED Q tr O.C. EXISTING FASCIA x 'I' x 6' 0.024' MIN. BREAK FORMED FLASHING ROOF PANEL' jll. ::...... ... H W jr SCREW N10 x ('Y + 1/2•) W/ 1-1/4' FENDER WASHER FOR FASTENING TO ALUMINUM USE TRUFAST POST AND BEAM PERHDx (•I' + 3/4') AT B• O.C. FOR UP TO 130 MPH TABLES) WIND SPEED'D' EXPOSURE; r 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: r - 1'-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 910 x 1' SCREWS @ S' 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.) i BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE t' MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 08 x 3/4- SCREWS @ IW O.C. 08 x 1/r SCREWS @ EACH RIB ROOF PANEL a 9Lo 1-1/2* x 1/8• x 11-10 PLATE OF 6063 T-5. 3003 H-14 OR 5052 H32 N8 x 1/2, S.M.S. @ 8' O.C. HEADER (SEE NOTE BELOW) 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 N10 x 1-1/2' S.M.S. OR WOOD SCREWS @ tr O.C. NB x 1/2' ALL PURPOSE SCREW Q 12-O.C. BREAKFORM FLASHING 6' — 10' 3• COMPOSITE ROOF PANEL JSEESPANTABLE) / STRIP SEALANT BETWEEN FASCIA AND HEADER 1/2' SHEET ROCK FASTEN TO PANEL W/ 1' FINE THREAD SHEET ROCK SCREWS @ 16'7=DRIP ATION BETWEEN O.C. EACH WAYND PANEL IS FASTENING SCREW SHOULD4• THE FLASHING BE A MIN. OF 1' BACK FROM SYSTEM SHOWN IS REOUIRED 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 IS 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. I. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. tr 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 Ur SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. EXISTING HOST STRUCTURE: WOOD FRAME. MASONRY OR OTHER CONSTRUCTION HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME Z THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1• MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 1' FASCIA (MIN.) 910 x 1-1/2* S.M.S. @ 16' O.C. 0.04(r ANGLE W/ N8 x 117 S.M.S. @ 4' O.C. s r COMPOSITE ROOF PANEL HEADER (SEE NOTE BELOW) N8 x (d+1/r) S.M.S. @ I.O.C. FOR MASONRY USE 1/4• x 1-1/4' MASONRY ANCHOR OR EQUAL ' ' 24' O.C.FOR WOOD USE N10 x 1-1/2' S.M.S. OR WOOD SCREWS @ 12- O.C. ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 2' = 1-0' ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH 08 x 1/r LONG CORROSION RESISTANT SCALE: 2• - 1'4' S.M.S. W/ 1/2' WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH N8 x 1R' SCREW EACH. THE N8 x (d+t/r) LONG CORROSION RESISTANT S.M.S. PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH N8 x 1' OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. 0 iK a O 0 0 0 0z rc W i 0 zW J Q U) W 20 Q ZULUH FZpz W p W 00Z=- toQ})}U w(AI-Z W J Z W O ALL=wo F06Z Z tqo<< 2 = IL Z_ U O QJ Q tD J o LL y {L " W 0- w LL O 0 C ~ a 4 a)z1ow co g y o cLUb$ J C V O o I& SEAL SHEET jg d V ul Lo 10B 08.12-2010 OF 12 d 0rct9 z z wW z z 0 zW r- zz m rp CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3' COMPOSITE OR PAN ROOF SPAN PER TABLES) 118 x 1/2' WASHER HEADED CORROSIVE RESISTANT SCREWS @ 8- D.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER WU UAU A BI II B ZO fw 1O O a IIEXISTING TRUSSES OR RAFTERS II III HOST STRUCTURE II II II II L J FAZ:L: 07 MOST STRUCTURE 2' x _ RIDGE OR ROOF BEAM SEE TABLES) 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 JOBCOMPOSITEROOF: / t8 x'P +112' LAG SCREWS W/ SCREEN OR SOLID WALL ROOM VALLEY CONNECTION 1-1/4-0 FENDER WASHERS PLAN VIEW W O.C. THRU PANEL INTO 2 x 2 SCALE: 118' - V& 2' X 2' x 0.044' HOLLOW EXT. 5116'0 x 4' LONG (MIN.) LAG SCREW FOR 1-11T EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL ALUMINUM USE TRUFAST HD x ('Y + 314') AT 8' O.C.'FOR UP TO 130 MPH WIND SPEED'D' EXPOSURE; 6' O.C. ABOVE 130 MPH AND UP TO A 450 MPH WIND SPEED -D' EXPOSURE. WEDGE ROOF CONNECTION DETAIL SCALE: 2' = V-Cr COMPOSITE PANEL 1' x 2' OR 1' x 3' FASTENED TO PANEL Wl (2) 114' x 3' LAG SCREWS W/ WASHERS FOR 140 d 150 MPH USE 2) 3/8' x 3' LAG SCREWS W/ WASHERS BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF 12 Q 6 30# FELT UNDERLAYMENT W/ 2200 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. 1-1/2' PENETRATION 2 x 4 RIDGE RAKE RUNNER TRIM TO FIT ROOF MIN. 1- Q INSIDE FACE EXISTING RAFTER OR FASTEN W/ (2) q8 x 3' DECK 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' = l'-W ATTACH TO ROOF W/ RECEIVING CHANNEL AND 8) 010 x 1' DECK SCREWS — AND (8) #10 x 3/4' S.M.S. RIDGE BEAM 2'x6' EXISTING V2' OR 7116' POST SIZE PER TABLES SHEATHING SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4' = 1'-0' B - B - PLAN VIEW SCALE: 112' = 1'-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 RISER PANEL ALL LUMBER 92 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-V OR LESS PAN TO WOOD FRAME DETAIL FOR FASTENING TO WOOD SCALE: 2' = l -(r USE TRUFAST SD x (1' + 1-M AT 8' O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE -D-; 6' O.C. FOR ABOVE 130 MPH AND UP TO 1S0 MPH WIND SPEED EXPOSURE'D' ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS /8!-W OR LESS 3) U8 WASHER HEADED SCREWS WlVEMBEDMENT CAULK ALL EXPOSED SCREW HEADS AND WASHERS UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2' = V& PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER 910x2'S.M.S.@12'O.C. EXISTING FASCIA SEALANT 3' PAN ROOF PANEL MIN. SLOPE 1/4' : 11 3) M8 x 3/4' S.M.S. PER PAN Wl 3/4' ALUMINUM PAN WASHER CAULK EXPOSED SCREW HEADS 2 SEALANT 1/4' x 8' LAG SCREW (1) PER a TRUSS / RAFTER TAIL AND Ix 1/4' x S' LAG SCREW MID WAY o BETWEEN RAFTER TAILS Q SUPER OR EXTRUDED GUTTER mEXISTINGROOFTOPANROOFPANELDETAIL1D SCALE: 2' = 1'-0' 10- EXISTING FASCIA EXISTING TRUSS OR RAFTER PLACE SUPER OR EXTRUDED Z GUTTER BEHIND DRIP EDGE w SEALANT i nox2'S.M.S.@12'O.C. i i/2' 0 SCH. 40 PVC FERRULE SEALANT LLO 1) # 8 x 3/4' PER PAN RIB J QU) itZ Q i J Z L) la- co a WW Z W Q N O U 0: U) Z W J Z F- LU H. OL) it LL J 1/) W Q 0- LL Z U O aJ Q CID LL W iZ 2 o do 2 W O r d W O LL Iz m m co W N L 0 m 0 C; 0) Ud o 5 POST SIZE PER TABLES INSTALL W/ EXTRUDED OR 1/4' x B' LAG SCREW (1) PER ONLY SUPER GEDORUTTER CAULK EXPOSED SCREW HEADS 3' PAN ROOF PANEL MIN. SLOPE 1/4' : 11 a tOi r SEA O O w SHEET BREAK FORMED 0.050' ALUMINUM (4) x TRUSS / RAFTER TAIL AND 3' HEADER EXTRUSION O 1 -1/2' LAG SCREWS ASAND (2)2) 1/4' x 5' LAG SCREW MID WAY BETWEEN RAFTER TAILS FASTEN TO PANEL W/(3) H W k 114' x 4' THROUGH BOLTS 88 x 11T S.M.S. EACH PANEL cW O W TYPICAL) SUPER OR EXTRUDED GUTTER H vr z EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 m SCALE: 2' = V& 08-12.2010 OF 12 0 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 / RAFTER TAIL EXISTING FASCIA SEALANT ALTERNATE 3/4'0 HOLE 10 x 4' S.M S. W/ 1-12'0 GUTTER FENDER WASHER @ 12- O.C. CAULK SCREW HEADS d PAN ROOF WASHERS CAULK EXPOSED SCREW HEADS 3' COMPOSITE ROOF PANEL MIN. SLOPE 114' : 11 1/2' 0 SCH. 40 PVC FERRULE iFs EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2 = 1'-0' OPTION 1: 2• x _ x 0.050' STRAP @ EACH COMPOSITE SEAM AND 12 CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/ HEADS 3) 010 x 2' INTO FASCIA AND PLACE SUPER OR EXTRUDED 3) #10 x 3/4' INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: 114• x 8' LAG SCREW (1) PER TRUSS / RAFTER TAIL IN 1170 SCH. 40 PVC FERRULE SEALANT 10 x 2' S.M.S. 24' O.C. 3' COMPOSITE ROOF PANEL MIN. SLOPE 1/4-: 1) EXTRUDED OR 3' HEADER EXTRUSION EXISTING TRUSS OR RAFTER SUPER GR UTTEFASTEN TO PANEL W/ EXISTING FASCIA 8 x S M.S. EACH SIDE @ 12'- D.C.O.AND FASTEN TO SEALANT GUTTER W/ LAG BOLT AS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2' = I -(r GUTTER BRACE @ Z-V O/C CAULK SLOPE COMPOSITE ROOF J / HEADER CAULK 2' x 9' BEAM 2) 010 x 12' S.M.S. @ 16' O/C FROM GUTTER TO BEAM SUPER OR EXTRUDED AV N GUTTER VSOFFrT 1 1 2' 0 HOLE EACH END FOR WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2' = V-W ss 51 318' x 3-1/2' LOWER VENTS FASCIA COVERS PAN d SEAM ® OR 3/4'0 WATER RELIEF OF PAN d ROOF HOLES REOUIRED FOR 2-12' d 3' RISER PANS GUTTERS FOR 2-12' AND LARGER PANS SHALL HAVE A 314'0 HOLE OR A 3/8' x 4' LOWER 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 2-12' ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2' = I -(r FLASHING 0.024' OR 26 GA GALV. 2' x 2' x 0.06• x BEAM DEPTH + 4' ATTACH ANGLE 'A! TO FASCIA W/ 2-31B' LAG SCREWS @ EACH ANGLE MIN. 2' x 3' x 0.WW S.M.B. (4) 910 S.M.S. @ EACH ANGLE EACH SIDE LAB --- 8 A = WIDTH RED. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: 2) 2• x 2' x 0.060' EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL WI MIN. (2) 31W 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) 1-3l4' x 1-3/4' x 1-3/4• x 1/8' INTERNAL U-CUP ATTACHED TO WOOD WALL Wl MIN. (3) 3/ B' 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' = 1'-0' RECEIVING CHANNEL OVER BEAM ANGLE PROVIDE 0.060' SPACER ® RECEIVING CHANNEL ANCHOR POINTS (2) 10 x 2-12' S.M.S. @ RAFTER TAILS OR @ 2- O.C. MAX W/ 2• x 6' SUB FASCIA 2' x 6• S.M.B. W/ (4) #10 S. M.S. @ EACH ANGLE EACH SIDE NOTCH ANGLE OPTIONAL MUST REMAIN FOR ANGLE STRENGTH CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) SCALE: 2• = l'-W winr_ c f AD 8 x 9116' TEK SCREWS PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS d WASHERS B x 12' 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 PAN ROOF ANCHORING DETAILS ROOF PANEL TO BEAM DETAIL WHEN FASTENING TO SCALE: 2' = l -W ALUMINUM USE TRUFAST HD x Y + 3/4') AT S' O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE ' D'; B' O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE - D' CAULK ALL EXPOSED SCREW SEALANT PAN HEADER (BREAK - FORMED OR EXT.) HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR GABLED APPLICATION z k_ uj W ILPAN OR COMPOSITE ROOF PANEL LL 0 B x 1/2' S.M.S. (3) PER PAW ALONG PAN BOTTOM m O z 2FOR PAN ROOFS: w 3) EACH #8 x 112' LONG S.M.S. Z PER 12' PANEL W/3l4' L ALUMINUM PAN WASHER u O LLHEADS d WASHERS ROOF PANEL FOR COMPOSITE ROOFS: (PER TABLES SECTION 7) 10 x (1 + 1/2) S.M.S. W/ SUPPORTING BEAM 1- 114.0 FENDER WASHERS (PER TABLES) y 12. O.C. (LENGTH = PANEL THICKNESS+ V) ROOF BEARING ELEMENT SHOWN) AND 24- O.C. NON - BEARING ELEMENT (SIDE ROOF PANEL TO BEAM FASTENING DETAIL I— SCALE: Y =1*0 J Q U) Z W 20 a ZU H TAz0z W 25 W OZ 0z= L uLU D: co _ z J WZ F- W-0 LLL= J 06 Z Z tA Qo- WL Z_ Q Q JQ a I n LL Wr.. z I ai W a c u W a m R. c L11 bu c J m U > a C c 0 La m SEAL SHEET 41 0 W08- 12.2010 O I ui a W z0 z W10D z W mF 12 0 0.024' x 12' ALUMINUM BRK 10 x 4' S.M.S W/ 114 x 1-1/2' MTL RIDGE CAP S.S. NEOPRENE WASHER @ 8' O C. VARIABLE HEIGHT RIDGE SEALANT BEAM EXTRUSION • . • • . 8 x 9/16' TEK SCREW @ 8' O.C. I I CAULK ALL EXPOSED SCREW ROOF PANEL - HEADS AND WASHERS 1/8' x 3' x 3' POST OR SIMILAR 3) 1/4-0 THRU-BOLTS (TYP.) 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 VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 2' x _ SELF MATING BEAM 5 REBAR IMBEDDED IN TOP OF,CONCRETE COLUMN (BY OTHERS) FASTENING OF COMPOSITE PANEL' SEALANT 8 x 9116' TEK SCREW @ 8' O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 1/8' WELDED PLATE SADDLE W/ (2) 1/4- THRU-BOLTS WHEN:FASTENING TO ALUMINUM USE TRUFAST HD x ('Y + V4') 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 -W PANEL ROOF TO RIDGE BEAM -A CONCRETE POST DETAIL SCALE: 2' = l'-X 0.024' ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET 8 x 12' CORROSION RESISTIVE WASHER HEADED SCREWS @ 24- O.C. ALTERNATE #8 x 12' S.M.S. W/ 12' 0 WASHER. x W TYPICAL INSULATED PANEL SCALE: 2' = l -W 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 Stir CORROSION RESISTIVE WASHER HEADED SCREWS. S. 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 12' 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 8 1.20 FOR H-14 OR H-25 METAL. COVERED AREA TAB AREA 3/8' TO 1/2' ADHESIVE BEAD FOR A 1' WIDE ADHESIVE STRIP UNDER SHINGLE MIN ROOF SLOPE 2-12 : 12 SUBSEQUENT ROWS STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE WI ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'. APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8' TO 1/2' DIAMETER SO THAT THERE IS A 1' WIDE 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. FOR AREAS UP TO 120 M.P H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA STARTER SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA ADHESIVE: BASF DEGASEAL" 20W COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE: N.T.S. COVEREDAREA TAB AREA W/ 1' ROOFING NAILS INSTALLED PER MANUFACTURERS SPECIFICATION FOR NUMBER AND LOCATION MIN. ROOF SLOPE 2-12: 12 0 0 0 0 0 0 0 SUBSEQUENT ROWS O 3/8' TO 12' ADHESIVE BEAD FOR A 1' WIDE ADHESIVE STRIP UNDER SHINGLE STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR #8 WAFER HEADED SCREWS 7/16' O.S.B. PANELS SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2:12 AND GREATER 1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS. 2. CLEAN ALL JOINT'S AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 3. SEAL ALL SEAMS WITH BASF DEGASEAL" 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL 4. APPLY 3/8'0 BEAD OF BASF DEGASEAL- 2000 TO PANELS @ 16- O.C. AND AT ALL EDGES AND INSTALL 7/16' O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. INSTALL IS# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.38. S. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 20D9 SUPPLEMENTS, 1507.3. 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK SCREWS @ 8- O.C. EDGES AND /6- O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT S. O.C. EDGES 12' O.C. FIELD FOR 140.1 AND UP TO 150 MPH WIND ZONES. COMPOSITE ROOF PANEL WITH O.S.B. AND STANDARD SHINGLE FINISH DETAIL SCALE N.T.S. J Q 20 ZU H r,c U)o LU 0 W ZO 0z:c— I. z W J Z W O LL J odLIJZZ tnoQa w 2 U O D QJ Q 0z f w IL O LL m L9z 8 Wwz EDzW Ir0LL zx J 0a 25 W 30 85 z E W W o a N yz z m W W S w d w VN z SEAL W 0 SHEET J zzW 10ELn m 08.12-2010 OF 12 Table 7.1.1 Allowable Spans and Design I Applied Loads' (sISF) for Industry Standard Riser Panels for Various Loads Eit3i it] E3fi tl] E3 iti1 E if t?] E 3i E] ESgi i a] EMS Q] EElR ECii Lit a f Mi tit E35i is E3fi is 3i tF] E3 iF_'-] ELii LL7 RJR a] f7 7 Mia] adli CL) stll i3JJ F31ir•t3I flMi tL Eli tl] E3ti El E]03i E] S ESl Ali FSl iS f ECii tl>! t3lE$iit31-Y®E iQ QI®faEffi Efl Y7®®3i 1 7E 3imE33itS1EYiE E al iQl iQfESiO E]®E']m l ii-i Sii]3iF]]®t77 t;]Iim t:ltY7Frlt$t:]s] SUSICHA 2211A frill_ L113MM"MbbMt11 I A"MIA" E$Ott]Crtilt ti]tJF_itJR'tJ f]E if]F iif l€LJ EEEYiF E3L3itLl«®iFl-]Exit'_-]fYLa•ia E iia]E e f r Q:l Ri1i Fi fir ti:7 i i1! f3mi t;:i Ri 3R tzf ft3i t'.i EY'i E] mil i E] ft; Ian t.YUA"KAhM"LIAiQIKMA"IN&+ti'JfiOr.tilE' iE']EY:it?:fMLA"EiAIA 6i7E iFr]lii€-iF]firmti]EYii]ffmR E iLt.]r i®fmRLt] OUR Eli ISAA tJ Rai M EY3i LL] 112 E1r a] EMi E J Eita Ell RrOi tL t1:Si tP] EY'3i E?] ELSi EJ E3AR F=:7 @i F Eli F E51 f]Mi tL fLi:SiE itil>SflRti/ RiitL iQi aiEiia' IKKAFS RAIAMIELLAFS MIA11] LEM CHA W V-2 L&'i a:7 E7trAR"Elsa FJ EYi L:7 MLA" fEl ELi ti EYi tJ F_1 Ea Ei E3si>,R El i LJ E39 L] ffYy L ] f1C iTi], NOW ToW and paM wpm • roan wpm . ral width • wmnmp 'Desta t of appled m based on Me aMCMa sme at er panel t Tabls 7:12 Allowable Spans and Design I Applied Loads' (sISF) for Indusby Standard Riser Panels for Various Loads t.tr2' i tY a e.e21' 2 w S Rib Rber Ports Aluminum AIIod 71e5 W l or N•23 F Rims r i fLv E Ci tit f a tv Ali t i EAR E] L>3ia E] LL] R al E DIi is] Riii is ] fill ti] E>i Lz] ELii FJ ELii Lti] EiMi a] E;mi a] f7Mi Lf RLLS EYi K&i tJ RiZi tit RMIN"EfLi LIJ Ef:3i"EXi a] EKA a] HiN 1U EM1 Lit SKIT IFAM U KjRA U f-MA U 23ME U EfIi"LLi Fl LGif M ILAM M EYi M FaA tL KCMSMIRM KJbd M KYA MEDEA ELI KkA11'lf ia:l1113LA NE&AMW-Y-' IFnEM11111 fn,a2l>e3i ESl l'3ii L51 E'a• EL L'31 EYi L'l E ia a:! Eli L] Eli F_':l EY-i E::] fiL Ll i sEE E:a1i E! E'f i tl:i L> E i LCii EYlt El E LI L] Emi Eli 0 fYy rTir] KEEi F7 Rita tlii Q] LYf3i ti!i tit RiC3i tiJ ti E] Rai F ] fidli F l ELSi LJ EYi ti] Eiti iL LL Si fL f>mi Ail fiOi tZ] fi3i tit Ejfii t'.] Eli El i El Fe,v F f RimLMS[ASALA lELi"EYiiEIIIRMAIARiS3iUl SUBS MEYliMEz3lM RIM" Ray EiitZlfiC tili L'itilE33itL][3I tL7[3i1it?]E3 a]Liila]<SiQ]E iL!:) 01-1 EMS U fi:3i F] R.&A Fl E39" SLAM" Ef-A M KAIi M KMA FL E39i M thin U fIi31EYJttilRiSit3l itLFYiC:1E'>YaCiE iL'i iFSlE6iiiFSlEi33iFSlf]ISLlsLi'1 MUSLYiWW9 OWRiitLElAaIE IA"IffinSIMSID iik_]EYiiF_]MUM"IiM sLl IEEE E&MEJEYiLJC3LAEl[7 LA!:JSAIALtARilMIA 11]Elii111b"111 fli:l i t;-] fLCIi Rif fLG+f1f fi65i ti! Ed i tL R:3f1R tit EYia E] Lei t.l ELii El E!_ia LE7 fillRgt lELifufit-AWKjAIA"LLA"E'fci"E.KA"RAILAE3ELAUJI!W AU2 RtiE Rill trl ELi tit EL1i tit E3ii tit Eli t?<] i EJ E>3j)i L!] Ri3i L:] fell LI<] EL3S Ci7 KUM Rai M Eli tL Efti W LL3i E2 RAMS EA i E2 EMS ai 1i1111 a7 111i`3i ai K!" 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'Deagt a eppasd m OtlW dt Ora ertealra ama a sr panel Table 7.1.3 Allowable Spans and Design I Applied Loads' (sISF) for Industry Standard Riser Panels for Various Loads 13•. e PNMPffflP!fflPRfflP1fflP—MFSA fDMifLfi33LifLliL fL1fZ<riFfft 3tE]®' E iEffiffiltiifP Sti EfiiE1 REM F3dL'-] man EIYiM1111A WMEWt3lS itL7®til til 33i f m faEY Gi] ti1S7 fL ti] f ii tl] Rim t fmi F 3i ii tL71:Li fit Qftii Q:7 Ef i tiI fII:sl EZ i t31 f}a tlI fiit3Lli tit EY3i a 7 fS]C a] a] E3F3R ESl Qpii Q31•i e i E 1iu fIIID EL3i m dii t3l dil3 tL t i Q] 3i Q1 iR Cl F.] F17 f:i lz1 F f?l s s fIII i fL] f1!] i ft] fWi tit S tEl fF 7 ti] fL tL fEftai ii1 fib tL @9S t7:7 RiLI QJ QdSi m m 1C]i t}] Q i t3-] IR t31 Q7 Si tJ fi i Eli fl:S)i t:.i @7 F] fil6flf tit m flYi fib Etii teSDi tYl tii a] fi16Lr m L+ m ELi iLlS flues ill i13aS tL fi3Li Ll1 rti fWili a] ai EC-3i Q r S EJ E:L LLl im QLfi E S iFJ E„E7 Q•l Qz.>i tE1 f1Z'3i t:] f ti] frm;i LlI Q3'i tl] fl16lS tl] fZY Q_1 fUNIIII9AMKA MW,9A JsI&AFSRlilit3lRrrart3lRMRUMEAUNI&Atli.@iUJ SUM KUHAWE192MBE19XA BA 01"U KLMA 111EL51111"1111][IFEAM119"MS iSiimf iaLi] Q`AIIIIiAWQdyELISIjVAt]J1"AK2[iLAIA EMS E1QA"WQ•iAI21LYA11i t/A 9f attllQ rtf t rE:f.L:JQ`iCif_C'Q>iI' fL 3lKE41AUfLf"tr W&Ak PlNEd-A" KUMAC]E111A" EdF_]MI&AFS]EMULIlKG'JL31 wor: Soul root paw wpm • mom wlah . wal wldlb . arad+ang. 'Daslpf a applied m bond an the anedM arse of IM panel Table 7.1.4 Allowable Spans and Design I Applied Loads' (*SF) for Industry Standard Riser Panels for Various Loads w. s f5h l fLf iLCii il fI L"i Fr] SOS t;] fii ti] tL iFt-i ti] fi3S3i tkl I r fii9iiL fnfL7 fLL3St?] imtil R t31E21i t l fil if ill6r;• Lllt;sz3 OUR fnmi tW fiYA tit ELYito L&JELA fii:A tit Riot; f ELiim fl-ia MEMEA MELA RILE flyt2]IIIILiiWM"Fr]EMlLJfWiiUKildat.'a]N Li•a]RMAUAW"U rl aa r tl tl Lcil e mr e a a:>, Eol a] ur;i a6nr Ewa r KIM1111 WEI.&AUUimsta Lai113010111113 EL'iElKELAE11ImA1Ll aEBIDrAtoKL"t Mf,Lkiia]fiat"KE"aifiUEuEalejLrjleIIUMi A, MR f]i7 @ii fL flidiS a] iFdDi iFJ fW tJ fL3Sii iD 3i Ail i ill iF r':, LE] fi's tEl L"i a] ERBSELAM El" fit1111"MEMnSt_]RLY-Atit012AMEL"ElKLMAUIII AWKJLJ fill fi6i f}I f>9S iL Lai f]I iLLia E] t ] fiY>i t] E2i t l S t?l fY ELW L] LilfiCialfi•33LrfllfL3iiftlfLL3iFJ6:3i1stil itiJLL1i61fi]diHt'.l l 1 trL] Rol L1Y t;] LYii t;9 fl-3IiS tit E LE>l fi;:ii i; l fra:+k] r i tf] fiY:a• of E7 m tiJ Q:SI fD63i tlI fEe]S tit fEfii3s Fc] E'L'ii a] iWiil tJ L3i tl Lr ai fiY.3i a f fil€'a• E] ELif LLJ fEE REILA LI KEMA iif fifth"RMS a31 KBEA"Ri EA"EIl'i L:7 RL" L] RL" L7 E Ed 9A M Rrl fl3dii fit E lii fit i:6 fL fiJ firms ti] flfl t;] fiYia tit fYaiis t.2J rill r tEl fl;a t}] OG a] ful f1YiS fit EiLi Ali R fu RkLk to Rlia 3i t3l iliia tit fY 3i tiI f i11 tl• fi iR tiI Y F_] f}i fLY l fLL3i tit a fts::l t;:>I fIL:i ti] frf S tIl fW3R rn t><•r F ftY L;t L-7 LfYr FJ frill" ti] fLLii tit 1131""11114iS"Ell""1"" LL] LLA LJ MILA"Etr U IM9 ffe3M Fi] KEMA ka SUM" fL LAM EMM M IIEMA W Rr'rA"EMM"Ci L fm f tEl fYfS13i Fl f111R ti] fi]CiR al fLl tJ R tJ Q S El fis Etta 6:c1 m f}iiii tit fY of iLBi tit f1fSLia aJ L'i'-ii E:7 ii E] El7i L] F Cii ffl EGii Q::i nw: rmr mw pere wom • roan root • rr real. emrrerY 'uasrpt a' eppasd m basso On era aeaONa erp d er INntl 1. Table 7.1.5 Allowable Spans and Design I Applied Loads' (sISF) for Industry Standard Cleated Panels for Various Loads KEWA lfRi 3itl]Err:3iti]Ld3itElR iE]E itilf Stllt a] R Rimer Fit E Li 0 Elms t;] E3m 133i E] E3i E7 EiGi ail Ri513 E_7 R;a tI] Ei7AR 0 fill RYi Ail EZii t ELi E'3 i t?7 E Ell EYSi tilt E3 i m RiII i m f m R$i®EY:ii®R SEllL3fimLi]R mC]®ES1 i®RiiiLtiE SLiI f1±•7 E3i Q7 ft] iDMi fi] F] Q S tEJ Q!!iS t1J fi: ii t111:1i tlJ LLi tlI R.aa RilE Eifif t,] fL 3 e'i fir t,] RiSi tF] Lei E] Ef i E] E>Si Q] Ei3R E] 13AR t3] Efi L'-i LIIR tJfL italQL3Stt]til EJf rtt]E3fiiEnR L}]E fr ttl KMINIAnitliT RAW USIL&MIVAE3USICIE6Aa]ELlia]«iE 7RdaiFt]R%iEilRirifll] f1 fDd1i fIl f}g7 iFY;i f}] LL-3i fF i ti:] fFGii E] RCS ill fIIC3i fll ii LE] ELi a] LiEf37it]RLdifLfiIIi3iftlEiilE:1fS13liE]OSE]RrMi' E]fL it_ilE2ii[.] N"M ELi M fyl.ia iL KI&A RA Ei3i ti>7 fi IIJH EA RUA EJ RAJ m a! 3Li 61l6i L?l RIM Effi t-] EYAS"KhF.A Fit KiESI KI KkA t'.-] fll.A E:7 EtZ>i n] E7: i a2 ftLii m w" U fL31 tlI f1iY i Ell f Lli ttJ I] Edr L] Rli Li] ELi L!-] t,m L] f rr•RI f iiS tl1 fiY3i LlI iSIG3S tlJ fi€i all ELiR C] f1 C i1 Rita F_] IfSL'/ Ef Eli E! L6i5i fEE EY-3i fLfmf ti,7 ti>Y RiSi[li a:i Et3ie:f m u EarC`l rmr, rrw: Qom mot pant wpm • mom vtmf .was wpm . owharrjF '000p o eppeed m based on me eeeaer nma or ar peed 13FRMF"P—M" PER frl frr. f fi mar fIba fry fLl LE>t fi 3m i;l RiYia ti] Rifts tl. inch t3 fLIM1Jt tl ai RUAM isM1111 ifJf1QiiiL1illyIAI!d 11111titILMAtafilmFJ1111fliEA111iYi""Ll EKE SIJIA fL Rini fL 119" RA 11111LA"fL16_i E] 1111ll"11-6J m SUM"111MA E_l EG-A L] KEEEflAAfLIIIMADA1111 ffLS19MLEAKU"titfF[liLPit9MMCAEMMMELLSMpG L] fi:l fL]OS F=l fZiti ti] sLY3i til fLLIi LJ fift,i tt] st;;i t] ELi Ev fLL3i t 7 f13ii Ei! Firm tiI frm fr rt mMa t fL 3a tip fizz e fm;i e am;a e f 3i Ev fL Lirr. fr aEn Elcia r fEE fil3i t?i IIYi t:l f]itli tiJ LOi F'l fLf>3i a_1 fIlni El ELi L] EL"i V i L] Efii IT_'i RILE iiL 1 fit i%6Lia fit E%mS fE] iLtli ti7 fiLia tit fLGi ti] fJ•lYia tl] f}rOS tt! fIYiS t_J iY1R LE] fiLE f1 i1a fLl rrff;a fit iilGSi iJ fE3diH tit mm tit iliii tit fi'6iis ti,, il•Y tit f}ii t?I fi.ElfliLfRfIIfLQARf1Sf13i5sf}SfiitatiifE' fti:iL1''.3Sti7fii'a•LL 1 LilLtiSCilfY'rL'] iF 7R1Y-A"RLLlititfM"LJEkZAkA KI&At;]RELAtAKL M A1111E4ALi JRUA1221ILKA II ELM MJEA ktIM&A Inf] KL" Infli EMA KbMil RUA" IIIMA a MI&A LI.Jl RIZ-A1'211LIEA" ao-iL-JM&AF1RIiAtr]RWAMfiMAMRFr3Se]WMIS0Ri&iMflArF!lK"LJ KEA NICAIiiIIII&AUIIII•YA"III AM1izA0Rilti[ JKAIA 11111AL] SLAM! U3" 911 ww: rear rah pens wean • mom wam • was rant . ovauanj} •Dee4r a eppeed m D.sed m tlr aReMe tea d lM pawl J acl) a Q 20 O ZU 0 D000W cn vizonWWOWa U)< U) GWCv~ iF-Q w WJZQ WaajLL N W rnaLLJ QQ V 0 Q jQ J atD A co t ; t W nWj LL W t1 0 x Ka 42j eI.A. r W O 1+ 0 Q a IL to u) a In -- J U jaiIW 1 a Yvii HSE 2W W D1 NW to 10F z Og-12-2010 n OF 12 m MANUFACTURERS PROPRIETARY PRODUCTS 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 & FL7561 ELITE ALUMINUM CORPORATION ELITE PANEL SCALE: 2' = V-0' Table 7.2A Elite Aluminum Corporation Root Panels Allowable Spans and Design / Applied Loads' (XISF) Manufacturers' Proprietary Products: Statewide Product Approval 9FL1019 Wind Open IrrrcWhim MonoS o ooll ScreanitoornalLnas d covers Glass A Modular ooms Enc oa• rep Zone 1 1 4 IL2. 3 4 1 2 Con01w•r IMP141 One nlbad' t en9oad' s Moad' spantoscr. t rt4oad' s aMosd' t annosd' t oMoad' spantosw 1 too 11323- 1 t t t t -1 t5-0 17 t 2 1 11 1 1 1 1 1 1- 1 2 1- 1 1 -1 15. 1 1• 27 120 1- 1 1 1 1 0 16-0 1 •11 1-1 13.9 3 12 1 1 -1 1 t 1 7 - 15• 11• 1 1 .11 1 126 41 69 30 1G•9• 1 . 1 •1 1 1 ' 13'-0' 11'-0' 5 1 •' 1 11'-11 W4r 7 110.1 15'• 1 -0' 2] t6'•10' 11'-0' 1 -1 1 -0' 10 11'-0' IS 1 11•11' 1 3-11 140.2 1 1TS' 23 16'•to' n 11' 10 13'-1' 10 17-0' 10 9'• ' S9 11'4' 101•11' S3 3 150 13'-2' 16'' 2 1S-to' fo'•1Y as 17.2' B 71'-9' IB B'•11' 69 1 •0' 60 104' 3'4' 1o2 d IFF3I® Lii U1 11PLiVAP111aT31i Fi'7 EME1111(i3*EVA Ell MY&A E7 IL" a"§2E JamtYF>SiiiMWDMMQ31dWW LAWFsmiWNEONE31NECMUAMU"HAOCrEi aII Vai171WA&AMW" M—A' Fri01"ta ME" UJIaF3NIMLA111"Ma1.&MEARZi11i LY>1W,-&AWFiAIAMVf" 011,AEIIQ3iiFilIlifidDtlhs1 Elati[-1l NE7iT iFi]F31buiFillltdLrE]3 Fil fi]Qi6iiFrl il ii Da d f i€fil Flom Q2AE7iMIA©aMAM1111 mMSEEN M Z"M RMAina Fi'"©ILEM©FA Q] Nam LTA SIZA Mam©SEEM L91a1 3F]@.1 G] I Q D Of13iF7 m®0 317faQ 0@i1I•J®OQ i) Nob: Told rod panel width =roam wNth • wall width • overhang. 'Design at epp9ed bad based on the affective area of the panel SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE Note: Below spans are based on test results from a Florida approved test lab & analyzed by Lawrence E. Bennett & L1180 Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#ISF) Monufaclurara' Proprietary Products: Statewide Product Approval OFLIC45 W n Wctures Mono3 0o rears Rooms Anec overe as odutar Rooms oaW Dv Zone MPH 1&2 a Moad' 3 Moad' 4 s Moses 1 t aMosd' s sd' s ad' 192 s nlbad' s Moad' 1 a Mosel' Canilaver 100 1 13 1 2 13 IF -I 20 20 IF.r I 16. 1 t -11 23 ur 1 1 14 1 1 7 1 1 1 7 •1 1- 27 16'•1111121-0 1 16 1 •1 1 1 3 1 -0 117 -5 1 21 1 11 t 15-1 1-0 1 -1 15.7 31 1 -1 1 69 13 1 0 1 -1 15'-0' 29 t 1.r 29 1 ' - S15r IX-W 13' 15 1' 1 1 -1 1 •1' 23 9S 23 t -70' 10 t '-0' 31t 0' 1Y-W 1 1 0.2 1T-1 19'•1- 23 t9 23 17.1 0 15-W 3 1 17-5' S3 1r4r 53 99 150 1 1 1F 2 1,•1'2 tTt 1' 9 t7' 1 •11' 11'-0' fill 11••' 60 4-0' 02 7= 13r7T IF7Mrn:7I7'[94"r, r.9 R_ lia 11 a L'-3R Ql F i•3i IITI tIY R tS>t FiGii F3! Fs F3! F Lr F31 p l t37 i hs7 ai3 3i t3 R]E" Ezi fii>f iii fY1 F i Ql t'l, iTrl Q£ Ei3L"r ts] F:6•J Fz] Q7 7i Fil Qi' F iFi'1 Li tf 6/ W.:.-r UA FLEA t17'1 111I""U.&A"ELEA"1"M"KLdRd 0 aE F E] Frf F l I3 0 aECSi Fs7 afL3i Fs] aT i E,] aF>i tJ] tiI li l aL• L'T] Ci fL.:Sl lr7Fi]F31®Fi1®Q©tr7©aZ E 1$F?]O p[:L] SEA aIf Fii FiZ`3 t tQ l a D alb I aT$7I t'7 a 7 a t'l RIB IT13 Note: Total rod panel width • mom width • wall widths • watung, 'Design or applied bad based on the affective race d the panel ja d rrram a o Z i e am y Tp g c YYY f •G Q m y ofto9LL9rd LL W 30 85 J O ZIr W Wa) 20 ZU o w25 Zwa 21 a Z = W CA < U) H Ix U) o LL WO LU i Lu M 0 cl ix 06Z z U)0< 0 a LLJ_ mZ Q H c W c J Q a aP. N i I J rL LL W (y • x d wa, LL Oa T C A1 LLI yxr7lt J # U > • C o1p 1•- ME W F SEAL R W SHEET z 0 z W10G10 m12 08- i2.2010 OF f 2.00- 1 2.00' 2.00'f A = 0.434 in! o004o Ix = 0.234 in.* A = 0.776 in.' Ix = 1.953 in. Sx = 0 240 in' 0.046' o Sx = 0.977 in. 6005 - T5 6005 - TS 2" x 2" x 0.040" HOLLOW SECTION 0.072' 8 m SCALE 2' = V-W A = 1.855 in.' STITCH W/ (1) #10xX4- S.D.S. HEX HEAD @ 24' O.C. Ix = 16.622 in' TOP AND BOTTOM OF EACH BEAM Sx = 4.156 in.' 2. 00' 2" x 4" x 0.046" x 0.100" boos - Ts SELF MATING SECTION 0 045' A = 0.538 in.' SCALE 2'-0 = 1'' Ix = 0.642 in.' Ti0.428 in.' 2 00' STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD Q 24- O.C. TOP AND BOTTOM OF EACH BEAM 6005 - TS I f 2" X 8" x 0.072" x 0.112" 2" x 3" x 0.045" HOLLOW SECTION SELF MATING SECTION SCALEY -0' = 1' A = 0.964 In.' Ix = 3.688 in. • SCALE r = V-W0.050' 2. 00• * c Sx = 1.475 in! to6005 - TS ILU2.00' I I 00 c A 0.768 in.' Ix = 0.530 In.' Sx = 0.585 in? STITCH W/ (1) 910x3/4- S.D.S. HEX HEAD @ 24- O.C. TOP AND BOTTOM OF EACH 6005 - T5 BEAM 2" x 3" x 0.060" HOLLOW SECTION 2" x 5" x 0.050" x 0.096" SCALE r = 1-0' SELF MATING SECTION 0. 07r SCALE r = r-W oi 2. 00' * A = 1.999In.' 2• 0(r I I Ix = 22.116 in' 0. 050' Sx = 4.915 inP b A = 0.697 In.' 6006 - TS v Ix = 1.428 in.' Sx = 0.714 In.' b A = 1.098 In.' 6005 - TS 0.050' be = 6.938 ' STITCH W/ (1) MIU3/4- S.D.S. HEX HEAD @ 24- D.C. 2".. ic 4" x 0.050" HOLLOW SECTION Sx = t.979 in•' TOP AND BOTTOM OF EACH BEAM SCALE r = V-W 6005 - TS 2" x 9" x 0.072" x 0.112" SELF MATING SECTION 3 00' SCALE 2= 1* 0" STITCH WI (1) A10x3V4' 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 0.120" 12.00' I I 8x = 0.342 in' SELF MATING SECTION 6005 - TS SCALE r = 1'-0' 3" x 2" x 0.045" HOLLOW SECTION SCALE r = 1'-0' 2. 02' 0. 08r o Cb A = 2.398In Ix = 27.223 in' Sx = 6.050 In.' c A = 1.277 in.- 6005 - T5 0. 060 r. bt = 8.873 in. Sx = 2.534 in' 6005 - T5 STITCH W/ (1) A/0x3/4- S.D.S. HEX HEAD @ 24- O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.082" x 0.153" STITCH W/(1) f110x3L ' HEX HEAD @ 24- O.C. SELF MATING SECTION T13ANWBOTTOMOFEACHEACHB1SCALE2' = V0 2" x 7" x 0.060" x 0.120•• SELF MATING SECTION SCALE 2 = 1' W 2. 00• b 0. 090' c A = 3.023 in.' Ix = 42.466 in' Sx = 8.493 in 6DDS - TS ft STITCH W/ (1) p10x3/4- S.D.S. HEX HEAD @ 24' O.C. TOP AND BOTTOM OF EACH BEAM 2" x 10" x 0.092" x 0.187" SELF MATING SECTION SCALE 2' = V-W J Q ( n zIxZ W QZU w 75z0LU LU 0Z= O Co < U) W a at N 0 UJJQ W P: LLL W t, z0. og 0. U) U Q N w cc 2 W W DU 0 Z a 0 J Q m a O Mt rc EW z fD m Town b Country 6005 Indicator Markz 2 Instructions For Permit Purposes) w J iX To: Plans Examiners and Building inspectors, rc U. U. LL j g, x These alloy Indentifiealion marks have been provided to w 0_ W ELL O contractors and yourself for permitting purposes. The details below 0lustrate o thealloyindentificationmarksandtheI=don of such marks, ww C A 4 Thesealloymarksareusedsolelyforour6005exbuelcm. It is ultimately the contractors responsibility that they receive and use only w IL C u m tb g _ g 6DD5alloyshapeswhenusingthisengineering. We are providing this N c document to simplifythe Indentification of our 6005 alloy materials to LOi W e x be used In conjuction vft our GODS engineering. 1 0) j m A separate signed and sealed document kom ToNn 3 Counby O be provided to our pre -approved contractorsonce the materials are wTwill twopurchased. aTO SODSSELF-MATINGALLOY INDICATORTCI 9005 HOLLOW CATOR 19 6A a ore Ou dm y4 dsN T I f I I z zw in08- 12-2010 1 OF le- I O 1 (i Ix CIVCI%AL IVV I CO ANU Ol-CL.Ir IIsAI Iyrvl: 1 The Fastener tables were developed from data for anchors that are considered to be 'Industry Standard' anchors The allowable loads are based on data from catalogs from POWERS FASTENING, INC. (RAWL PRODUCTS), other anchor suppliers, and design crilena and repons from the American Forest and Paper Products and the American Plywood Association 2 Unless otherwise noted, the following minimum properties of materials were used in calculating allowed loadings: A. Aluminum: 1. Sheet, 3105 H-14 or H-25 alloy 2. Extrusions, 6063 T-6 alloy B. Concrete, Fc = 2.500 psi @ 28 days C. Steel, Grade D Fb / c = 33.0 psi D. Wood: 1. Framing Lumber #2 S.P.F. minimum 2. Sheathing, 112" 4 ply COX or 7/16. OSB 3. 120 MPH wind load was used for all allowable area calculations. 4. For high -velocity hurricane zones the minimum five load / applied load shag - be 36PSF. 5. Spans may be interpolated between values but not extrapolated outside values 6. Aluminum metals that wig come in contact with ferrous metal surfaces or concrete /masonry products of pressure treated wood shall be coaled wl two Coats of aluminum metal-and-inasonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absodit material shall be painted With Iwo 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 F-wisher. 7. All fasteners or aluminum pans shall be corrosion resistant such as non magnetic stainless steel grade 3D4 or 316: Ceramic coated, double zinc coaled or powder coated steel fasteners. Only fasteners that are warrantled as corrosion resistant shall be used; Unprotected Steel fasteners shall not be used. 8. 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 Assoclaton and should not be used. Any project covering a pool with a sag water dllorination disinfection c: ;;,system shag use the above recommended fasteners. This is not Iimtted to t.base anchoring systems but includes all co nneCgon types. of systems In the Fastener section are designed for a 130 MPH Windy IIlyloplism for other wind zones have been provided. Allowable loads - e a 133% wlnC load increase as provided for In The 2007 Florida Building with 2009 Supplements. The use of this mullipfter is only allowed once and silected anchoring systems which include strapping, nails and other Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing As Recommended By Manufacturers) Sod•Tappbg and Machine Screws Allow" Loads Tonsils Strangth SS,0011 pal; Shur 24AN psi r auie D. A 10-0Due Luaos for L oncrete Anchors Screw Size d -diameter Embedment Depth in.) Mln, Edge Dist 6 Anchor Sits", Set (In.) Allowable Loads Tenslon Shear LAMA C NAILIN (Drive Anchors) 114- t•t12- 1.114' 273N 2369 2' 1•tll' 316N1 2350 TAPPER Concrete Screws 3116' 1•tl4' tslir 2680 1670 1•L4' 15116' 3719 2590 lid" 1.114' 1.114' 4270 2000 1-314' 1.114' 54" 2160 Wit. t.trr 1.9116' slip 4021 1-314• 3-- 703111 45511 POWER BOLT lEttoonslon Boll 114' r 1.114' 624N 261tl SI16' r 1.718' 1 9360 1 ?SIN 1p' 3-Ur 1.9116' 1 1.5750 1 1.4250 12' r 2.12' 1 2.332111 1 2,2206 POWER STUD (Wed -Bon 01 114' 2-L4' 1.1/4' 1120 1 3260 3ro• 4 v.• taro• 1,35811 9210 512- 6• 1 2.112' 2.2718 1 1.2189 sm. r 1 2.114• 1 3.200 1 2,202111 Wad a Bolt yr 2.trr 2•vr e7eN 365a 1B' 3.12' Ytl4' 1,705N B16N 12' 4' 3a/4r 1 1.7741 1 1.09, Notes: 1. Concrete screws we llmked to r embedment by miatwhcturers 2. Values Rated we allowed loads with a safety flaw of 4 applied. 3. Ptoduas equal to bawl may be substituted. 4. Anchors receiving loads parp ric hder to he diameter are In lensl"t S. Allowable bads we Increased by 1.00 for wbd bad. 6. Minimum edge distance and center to center spacing shag be Sit. 7. Anchors tecaMng beds parallel to the diameter we &hear bads. B. Manufacturers recommended reduction for edge distance of 50 have been sppoed. Example. Determlm the number of concrete anchors mqubed M a pool aclosuro by dividing tie uplift bed by Ina anchor allowed load. For a 2' x 6' beam with: spoc a 7,4' O.C. allowed span a 29•S' (Table 1.1) UPLIFT LOAD a W(BEAM SPAN) x BEAM a UPRIGHT SPACING NUMBER OF ANCHORS a 12(20.42) x r x 1M / Sq. FL ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS a 714.700 a 1.87 427111 Tneiafaa, we 2 sricla one (t) on each We d upright. Table IS based on Rawl Products' allowable bads for 2,SW p Lt. IMMUDI. nlen AlowableTans aLoutson Screws for Nominal wall 7TlcinessIT)pea.) 164' 122 139 1S1 200 22B 255D.1g0'141 161 In 231 253 295 Is6 178 toll 256 291 327rN10.2ir 0.250' In 212 232 305 347 389 529 024r 170 203 223 292 333 374 0.3125' 232 265 291 381 433 486 661 0.375' 270 317 349 457 520 Sao 793 0.50' 1 373 423 485 609 693 779 1057 Allowable Slew Loads an Screws for Nominal Wall Thicknessfibs.) Serewlson Single Shear Sba Nd 0.044 0.0w 0Asr O.07Y o."r 0.09Y I 0.125' 0.164' 117 133 147 192 213 245 no 0.I9or 13B 154 170 222 253 284 N12 0210' 150 171 left 246 280 293 814 0250' 179 203 223 292 333 374 sm 1hr 0240' 172 195 214 281 320 358 487 5116• 0.3125 223 254 279 366 415 467 634 34. 0.375' 1 268 306 us 439 499 560 761 12- 0.50r 1 357 406 447 see 668 747 f015 r Allowable Slew Loads on Screws for Nominal Wall Thickness lbs. Boll I Double Shear silo Md 0.044' O.Osr D.Osr 0.072' 0.0112- SAW 0.125' 114' 0240' 343 300 429 561 639 717 074 556' 0.312r 446 sm Sw 732 832 Sm 1269 3ro' 637s• 1 sm 610 670 878 098 1120 1522 12• Or714 IS W 117D 1332 1494 2030 Note: 1. Screw goes through two sides d members. 2. All barrel malt: Celia Industrial Duality. Use manufaaurem gdp rmige to match total wall Odcknow d connection. Use tables to select dual eobstgubon for screws of achor specifications In drowkps. 3. Mbdnum thickness of frame members Is 0.03r asxnlm+m end 26 go. slesk as !M for OIMr AlloysZT.6 1269 5052 H-25 ism 6005 Td 2030 Allowable Load Coverslon Mulllpllers for Edge Distances More Than Sd Edge 21stenee Mulct hers Tension 1 Shear Sd 1.W 1.00 6d 1.04 1.20 7d 1.08 1.40 ad 1.11 1.60 9d 1.14 1.80 Slid 1.18 2.Do Sid 121 12d 125 Table 9.SA Allowable Loads 3 Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures @ 27.42IMSF Fastener giant. mln. edga d.:= min. etr. nctr. No. at Fastens I Roof Ana S 1/Ana 2/ AE," 3/Ana 4/Area 114, 12' SIB• 1.454.53 2.900 4,362.1S9 5.810.212 5/16r 3ro' 7ro' 1,a91.69 3,786 S,Ba2 - 207 7,576.276 3ro' L4• Y 2,272.62 4.SM B,nB • 249 9OBB - 331terS' 1.1/4' 3.030.1to 0.060 9,090-332 12,720•M2 Table 9.5E Allowable Loads 3 Roof Areas Over Posts for Metal to Metal, Beam to Upright Bok Connections Enclosed Structures 0 35.531ti/SF Fastener dlam. m1n. edge en:t. min. etr. Sol. No. ofFasteners / Roof Area 1/Ana 2/Arso 3/Ana 1 4/Area 114' Sir Sro' IF 1. 54.41 2.90E - e2 4.352. 125 5.819. 1 W SIf 6- we- 1,894 - 53 3.788. 107 SM -160 7.57E - 213 XF 2272.54 4.544 -120 6,818 -192 9.088. 256 112' 1' 1.104' 3.030-85 6.060.SM 9.D90-256 12,120.341 Notes for Tables 9.5 A. B: t. Tables 9.5 A e B we band on 3 second wind gusts at 120 MPH: Exposure 1 a 1.0. - 2. Minimum spacing ts 2.112d O.C. for screws enItbolls d 3d O.C. for Mats 3. Minimum edge distance IS 2d for screw&, bolts, and Mats. Allowable Load Converielonm for Edge Distances More Then Sri Edge Distance Allowable MURIDIlent Lead Tension Show 12d 1.25 lid 121 Slid SAO 2.00 90 1.14 1.80 ad 1.11 1.60 7d 1.08 1.40 tie 1.04 1.20 Sri I I.00 1.00 Table 9.2 Wood 9 Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for Screws In Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone 127.42 111 SF) For Wind Regions other than 120 MPH. Use Conversion Table at Bottom of this oaoa0 CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 114'0 1• 2648 . /o SF 5288. 19 SF 7920 - 29 SF 105U - 39 SF 1.112' 3960. 14 SF 7920. 29 SF 1lUN • 43 SF 15a4N . 58 SF 2.12• 6600 • 24 SF 132ON - 48 SF 19800. 72 SF 264ON • 96 SF S/16'o 1' 3129. 11 SF 624N . 23 SF 936N . 34 SF 12489.46 SF 1412' 4680. 17 SF 9360.34 SF 14040 • St SF 1872N • fill SF 2-Irr 7BON - 28 SF 1560N - 57 SF 23400 - 85 SF 312011 . 114 SF 3/a'o 1' 3161.13SF 7t2N.26SF 106M.39SF f424N•52SF 1.12' sm#. 19 SF ID680. 39 SF t60211 • SO SF 2136N. 7B SF 2.12• 1 891141 • 32 SF 176M . 65 SF I 2670110- 97 SF 356M -130 SF CONNECTING TO: CONCRETE Min. 2.500 Psq for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 1 2 1 TYPE OF FASTENER a'Oulck Sol' Caneret0 Screw Rawl Zamac Nlllln ar E uIV lent 11410 5.12' 273N•1DSF 546N-20SF nsr-30SF 10920-40SF Y 3160. 12 SF 1 6320. 23 SF I 9488. 35 SF 1 260. 46 SF TYPE OF FASTENER a Concrate Screw Rawl Topper or Equivalent L/6•0 1.114' 2BBN - I1 SF I S768. 21 SF 1 U40. 32 SF 115" - 42 SF I've, 371111. is SF 7420. 27 SF 111311.41 SF 146610- 54 SF 114'a 114' = 3650.13 SF 73M - 27 SF 1095111 . 40 SF 14609.53 SF 1a14' 4270.16 SF 6540 - 31 SF 12810. 47 SF 17088 . 62 SF JIM'a 1•Ifr 5110. 19 SF 1 10220.37 SF 1S'h3N . 56 SF 2044s. 75 SF IIV4• 703N - 28 SF I U406N . St SF 21090 - 77 SF 28126. 103 S TYPE OF FASTENER a Expansbn Bolts Rawl Power Bolt of E uMlsnt 3ro-a 2.12' tO5M.38 SF 2fOM.T"F 315M.%IS 42009.t53SF 3.12' i575N - 57 SF 315M • 115 SF 472SN .172 6300Y • 230 SF tiro 3' 13990-51SF 27906-102S 41970-153S SSBBN-2M S' 1 23321- a5 SF 466" - 170 SFJ 69960. 255 SFI 9321W. 340 SF Note: 1. The minimum distance from he edge of he Coricrete to he conoele anchor and spacing beh~ anchors shoo not be Ism hen Sd where it Is She snclor diameter. 2. Allowable nod areas are based on beam for Glass I Enclosed Rooms (MWFRS): 1 a 1.00. Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support WIND LOAD CONVERSION TABLE. For Wind ZonnlRepbm other than 120 MPH frames Showri). ITW" allowable Nods and rod WSW by he awwarwm Isola. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 20.6 101 Ito 26e 1.01 120 27.4 1.00 123 28.9 0.97 130 322 0.92 140.1 37.3 0.86 140.2 31.3 Oa6_' : 1S0 1 42.8 0.80 Metal to Plirwood 12' 1 ply sm, 4 Wit 4 ply Shear be. Pull Out lbs. Shear bs.1 Pun Out Obs. Shoo be. I Pun Out lbs. Screw 0 NB 93 48 113 59 1-4MRS 010 100 55 120 69 141lie7113178143n413270145ae157 Table e T Aluminum Rival- with Al -min- a. at i u.•..w...t r.._......_.................................. Aluminum Mandrel moo. ..,a,,...a Steel Mandrel Rival Diameter Tension lbs. show Tension lbs. or us, 129 176 210 325 snr Is? 263 340 490 3116• 262 1 375 445 1 720 Table 9.B Allemallve Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 mph ' C' Exposure Vary Screw Size w/ Wlnd Zone Use Next Larger Size for "C' Exposures Maximum Screw / Anchor SW Max Size of Boom Upright AnschmsM Type SW Description To WsO 0 To Upright / Bearn 0 r x 4' It OA44' Angle V x V x 0.04V 3116• Alto rxA'xo.OM• Angle t•xI•xIllir 0.063 3/lr N12 r x r x 0.072' U-channal 1-Vr x 1-12• x 1-12' x 0.125• Sir 014 r x 6' a 0.o7r UsMnnel 1' x 2-11r x t• x 0.05W Snr still r a r x o o7Y Angle 1' x I' x 1Ir (0.125) 3nr 912 r x IF x o.o7Y Angle I-12' x 1-12' 1116'(0.06n 1/4' 012 Y a r x 0.o7r Angle I -Ur x 1.12. Y16'(0.1881 1/4' 014 r It Ir x 0.07r Angle 1-12' x 1-12' Ilr(obsn 114' NU r x r x 0.072r Angle 1.V4' x 1.1/4• x Ilr(DA25') 114' p11 Y x 10r x 0.07r U-channol I-U' x 1.3/4' x 1.9I4' x I/Y 3ro' 014 rY s 3S. 3a x1-x0072- 0 Angle r x r x I/r(o.12S) shr 5116' Yxto, x0.o7r Angle 1xrxY16'(D313y 12• t2' Note: 1. N of 60ews to beam, wag, adlor post equal to depth of beam For strew abes use he stibldng screw size for beam / uprlpM found In table I.B. 2. For post onadahahte cos wag offadurient"a to wan of marrow Unlc Mall to determine angle or It chareid and use hell higher higur ess for angb"u c anal hen the uprigM wag Wdiness 3. Inside tonnealo m mambas slag be used whenever possible Le. Use In lau of anon where possghle. 4. The Wrier of he two members u Cho" anpls should be piece an W Inside of t>v connection N possible. Table 9.3 Wood 3 Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable • Load and Anributsble Real Area for 120 MPH Wind zone (3S.S3 a I SF) For Wind Reolons other than 120 MPH. Use Coreerslen T.M..i R.- an icon. n...h CONNECTING TO: WOOD lot PARTIALLY ENCLOSED Buildings Fastener Diameter Embedment2 Length ofW- 19Number of Fasteners 3 a SM' s 1' F 52Be - 15 SF 7920. 22 SF 10560. 30 SF 1. 1/2'F 7920 - 22 SF 118BO.33 SF 15b4N . 45 SF 24/ 2'F 132M . 37 SF 19BDN • S6 SF 26409 - 74 SF SH6' o 1' F 6240. 18 SF 936N . 26 SF 12481-35 SF 1. 12'SF 9368. 26 SF 14040 - 40 SF 10720 - 51 SF 2. 112r F 156011.44 SF 23400.66 SF 31200 - Ba SF 3ro' o 1- 350 - 10 SF 1120. 2D SF 21F - 30 SF 14241. 40 SF 1. 12' 5348. IS SF 106BN. 30 SF 1602N • 45 SF 21360 -fig SF 2- 12' B9 • 2S SF 17BM . 50 SF I 257ON • 75 SF 1 3WO. 100 SF CONNECTING TO: CONCRETE Min. 2.500 psQ for PARTIALLY ENCLOSED Buildings Fastener Diameter I Length of Embedment 1 Number of Fasleners 1 2 1 3 4 PE OF FASTENER a'Oulck Bar Concrete Sdmv Rawl Zemae Netlin or E uIv I I 114' o 1.11r 233N - B SF 4UP .17 SF 69W . 25 SF 932N. 34 SF r 2700 -10 SF I 5400. 20 SF I 8100. 3D SF 1 108011 • 39 SF PE OF FASTENER a Concrete Screw Rawl To r or Equivalent) 3mrs 1.Ir r 24W - 7 SF 1 4921. 14 SF 736111 - 21 SF 1 9US - 28 SF tall• 3170 - B SF B34N • 18 SF 9510111 • 27 SF 126aN • 38 SF 1/ 4's I.1lr 365N.10SF 73ON-2tSF 10550.31SF 146M.41SF tap' 465N-13SF 9300-28SF 139SO-39SF IB6M•52SF Ys' s 1.12• 4379.12 SF 87" - 25 SF 13110.37 SF 17488 - 49 SF 1JIP 6010-17SF 12020-34SF IBM -S1SF 2*0N•fiaSF PE OF FASTENER Ex ansloa Bolts RrM Power Bolt or E ulraleM YB' o 2.12' 120SO. 34 SF 241M . 6a SF 38150 -102 SF 482M -1311 SF 3- IF 130.1N - 37 SF 2606N - 73 SF 39M -110 52129 -147 SF fire Y 1SOM • 51 SF 35129 -102 SF 541811.152 SF 7224N - 203 SF S' ISM . 58 SF 3988N -112 SF 5979N .168 SF 79721f . 224 SF Moto: 1. The minimum distance Dom the edge of the concrete to he co r rete arc or and spacing belwean anchors shall not be less son SO where it Is this anew dlsmster. 2. Allowable bads have been Increased by 1.33 for wind boding. 3. Allowable tool auras am Dssed on bees for Glen / Partially Enclosed Reams (MWFRS) I- 1.W WIND LOAD CONVERSION TABLE: Fat wind ZonaUReglom other Man 12D MPH Tables Shown). "lid" agdwable loess and nod am" by De conversion fact". WIND REGION I APPLIED LOAD CONVERSION FACTOR log 25 1.22 110 30 1.11 120 35 1.03 123 37 1.00 130 42 0.94 140. 162 48 0.88 ISO 56 Ohlt Table 9.9 Minimum Anchor Size for Extrusions wan Connection Extrusions Wag Metal U ri hl Concmo I Wood Fair 1/4- 814 114• 1/1' Far 1/4• 014 114, tp' Yx6' 1/4• N12 1W p12 rxr vlr 010 VIV N10 r x 6' or loss 3Hr NN 311V s7) NOW. Wag. beam and tptlgM mi imu n anchor sizes shag be used for wpor gutter, conmdbns Table 9.10 Altemallve Anchor Selection Factors for Anchor / Screw Sizes Metal to Mew Anchor Size the n0 n2 n4• smr 3ror N 00 0.80 0.58 0.4E 0.27 021 N/ o 0M 1.00 0.72 0M 0.33 0.29 N/ 2 0.58 0,72 1.00 0.78 0.411 0.39 614 0.48 0S7 0.78 1.00 0.59 0.46 sAr 0.27 0.33 0.48 0.59 1.00 0.79 M. 021 026 0.36 OAS 0.79 1.; Altemalive Anchor Selection Factors for Anchor I Screw Sizes Concrete and wood Anchors concrete screws: r maximum embedment) Anchor Size 2II r 3n6' 1.00 0.83 D.50 0. 93 1.00 0.59 ye- o.so 0.59 1.00 Dyne Bolts 11.618' and 2. 114' embedment respectively) Anchor Slza 3hr Sir vir 1.00 0.462r 10.4E till - Multiply he number d N8 screws x size of anchor/screw desded and round up to the nee even men of screws. Example: N ( 10) Ala screws ere requbed, he numbm d Nt0 screws decked L1: CI ZW IS. O E. W toC zW WZ0 ZWoc OLLJ Q U) 0: Z W Q , 20 ZU 0 ( D to toZa W - In W mQU) X W IX U) W W J P W U) LL LL LnHa Z to 0 Q G ZU Z Q J Q Q at 2 A J U. W ri W mx a cc fl 4) e LL J O C Co d j e m $ c ce r W M x i7s 4 b m . J >i N ( 3 C; o 3 m M SHEET Z OE W W c a N Z y Z Z w mW W W C W Ix N30 3 O LL w O W Z a O O L3Z IX Z .. 0 0 m C rc 3 O w LL o j N n VI Ica N 12 K m 08. 12.2D10 OF 12 PERMIT #