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HomeMy WebLinkAbout300 Mayback Ct Lot 18506!29!2011 22:13 4078307778 SUN STATE SIDING PAGE 02/05 q IkpPlication No: ` 9-" G 2e RECEIVED JUL 5X011 CITY OF SA NFORD BUILDING & FIRE PREV&rriON PEFMf1rr APPLicX nON 1100c1:1-Qa(=ted constraetion Value: $ / / v --- Job.dires5: C - LOrIg Historic District: Yes 9 No Parcel ID. 7-1g." L9- JrSY (' _v Zoning: _^ -- Description ofWork: SZW'VP VW'1'"ti_.'ELI'ilR: la1C . 11.. bl h i L JL__ Flip Review Contact Person, Title. Rfc'_ Pbooe: 46-1 `!jga q ;q c i 1 Fix: E-t ail:Z 'n 'AA- 6) Property Owner Information Q Name L w, Phone: Street: a"z-) C01arn CA Cei-A Y' L.: :' -- Resident of property?__— city, State Zip:Lake- EL S Z-' aP Dontvic—tor inform+ation Name :iS i : c i r, .. _ Phone: 7 Fax. 90 -1 City, State Zip: % f - L. - ,7C ( -- Mate License No..-.`_-- Architect/E.'ngineeir Information Name.: i° - ;" ' _f i''! 1 t } — Phone: Street: i9 , , . Fax' -7'] City, St, Zxp:or _tCa-tr' . :71.-trnait: r Q_ k.' [ C 1Yb Bonding Company: _ Mortgage Lender,- Address: Address: PERMITINFORMAT, ION Building Permit 0 uAr footage: Constrtrr$km Type. No. of Stories: l.lo. of DweWag Units: Flood ,Zot:ie• Electri6d 0 Nese Service - No. of AMPS: Mechanical 0 (Duct layout rcquircti for now systcrxis) Flu m,bing :13 New Constructiaa - No. of Fixtures: Fire Sprinkler/A.larua 0 No. offends: __ evt Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. / U. A va Q W E<g hTk. R"U Print Owner/Agent's Name V A6aiz Aeo Ali Sigriffure of Notary -State of Florida Date L. GRISELDABREA 965 r, Y ruqun ly COMMISSION #D 2099 EXPIRES: MAY 09. OF Bond tough 1s, State Insurance Owner/ s ---'Personally Known to Me or Produced ID Type of ID APPROVALS: ZONING %• s'Y UTILITIES: ENGINEERING: COMMENTS: Rev 11.08 Qe,U I I4A - -(- 1( Signature o"f Contractor/Agent Date Print Contractor/Agent's Name 9. 7_10 Signature of Notary -State of Florida Date MY COMMISSION #DD989965 EXPIRES: MAY 09, P014 Bonded thro h 1st State Insurance Contractor/Agent is Persona own to Me or Produced ID Type of ID FIRE: WASTE WATER: BUILDING: // SUN STATE SIDING, INC. 510 LAKE LENELLE DRIVE CHULUOTA, FL 32766 407 830-7778 phone 407 365-3194 fax Submitted to: M/i Homes of Orlando, LLC 300 Colonial Center Parkway, #200 Lake Mary, FL 32746 PROPOSAL State License SCC048423 PROPOSAL# 1 DATE 10/27/09 Job Location: Riverview Townhomes Model: Lexington We propose to furnish all the materials and perform all the labor necessary for the completion of Furnish and install screen room on existing slab with 3" Elite panel roof $11950.00 with 12" overhang, extruded drip edge fascia, 14' of 6" gutter and (1) 3 x 4 downspout, 1) 3' 0" x 6' 8" screen door, 18 x 14 charcoal screen, finish caulk both sides. Chair rail height 36" COLOR; WHITE OR BRONZE All material is guaranteed to be as specified and the above work to be performed in accordance with the drawings and specifications submitted for the above work and completed in a substantial workmanlike manner for the sum of: SEE ABOVE With payments to be made as follows: PER CONTRACT Any alteration or deviation from the above specifications involving extra cost will be executed only upon written orders and will become an extra charge over and above the estimate. All agreements contingent upon strikes, accidents or delays beyond our control. Owner to carry fire, tornado, and other necessary insurance upon the above work. Workman's Compensation and Public Liability insurance on above work to be taken out by Sun State Siding, Inc. THERE WILL BE A $50.00 BOOKKEEPING CHARGE IF THE INVOICE IS NOT PAID IN 30 DAYS. Submitted by DONALD G. QEI§SLER, JR., PRESIDENT This proposal may be withdrawn by us if not accepted within 30 days. ACCEPTANCE OF PROPOSAL The above prices, specifications and conditions are satisfactory and are hereby accepted. You are authorized to perform the work specified. Payment will be made as outlined above. I Signature Date Printed Name I gP - I Ing and Surveyors 769 Douglas Avenue, Altamonte Springs, Florida. 32714 (407)788-8808 Member of the Ffodda Surveying and Mapping Society and American Congress on Sure eying and Mapping CLIT 'MWEL Rob - Lot 184 Tract • 37.32' ry Map of Survey CURVE TABLE CURVE LENGTH RADIUS I Def C1 1858 12-501 85'11Wr in SOov - C O n tsQgaf:» Prhobn Rt+cti c o Tiaras 7 -Unit scar res r r rte,, dryPAP-46W Tract "A" 725'Landsve Bwrar<_-, W 188.57 T. I M-1. I Lot 186 I L0187 I Lot IM -x. Lot 189 1 Lot tw GTJ N 00°10'00" W 24560 CIL Maybeck Court SA FORO - BD11.D G P V1C S rR/Wf *B Access C1iY OF pEVEI.OPME PLp 1N0 pW0 APPADVED + . 007E LEGAL DESCRIPTION Lots 185, - : , Rlve 04 tTownhomt;s Phase II", arxara7rry to ft plat it"Vofas Mcard d lir pbtboak 75 atjoWv(s) S1- 58 of me publicre=6-afSerrrblrafe Cau ty, Florida FLOOD HAZ4RD a4 TA: M pwraf shown hereon fes wr7frsr food zaoe W aacnrofrtg to due Flood frlswarrce Rate Map awrrr wW pandmmbw IMM-Oiff dated 9/2Mt107-, Rood Zone determf mit was pw9 rmed bygrapirfc ploe5irgtSwo Flood fnsnaoae P.9b Mayos provided byFEM4. Mo tidd surveyft was pedbm ed by this fear b dater na a d* zaaa The awdaone location can oNybo debtrrrlmd byan ekM*4 sb* we asww no raspar A yfarachw(ffva(QV oan 0b= General Notes: p1. This is a BOUNDARY Survey perfwmed w the field on eiA DP,0SED 2. No aerial, surface orsubsudape utfilyinstaiwol , underground improvements or subsudauefaeria! wwawhmentS f arty, were located. BuOdM ties shown are (oft ateriorurd khed fwmdaUm surface orf nboaro: 4. Ebv,*m shown hereon, f any, are assumed and were obtained from approved Camtruft'w plans provided by the Client unless offiwwae noted, and are shown ontl to dOd the proposed OrachAW dMrenae In efevatton reia(ive to the assumed temporary Benchmark shown hereon. 5 The parcel shown herew fs adWdjQ af.eas&marjft teservaWn resbarfons; and RO%-of-%WRecors has been made byo( mwd whether dor i net on this dowment No search of me Pubfi6ThelegaldesaWwshownhereonisasftsnishedbydiem 7 Platted and rneasued dfsturcas and dsecwm are the same unless otherwise noted. 8. Copa3s d dus Survey may t>e made farthe angina! bansaction poly. Denotes M' bon rod with plasdc cap madmd L848a7 or M, bon rod wVM red pfadfo cap marlastt'Witness Camel'; un/e,5s otherwjse noted. O Denotes P.C.P. (permanent cwrbol posit) Denotes Pwmanent Reference Monument 0 2011 Herz & Assodates bra, ABrfghts reserved CartiTeatbM Mot vat ora Radda Newind H= b Amdefes/=, 10 191 OFFICE WMR4 M, Frw&2f,e Side :7.17" Rear: 4.5' SSQWVGBASEJhebeamos shown hereon arebased upon the Mtam#0bow? dary'asbesl ",10MW.. VaftdoWmitsbarredon&vixw tgpfansasp b!'mecyaX prepared byEvans Er rear6rlg; ft=, .lob # 12001. e[jeRCl Temporary gerghffar* armmddefw) CLS OPM offset Olts WRewflIsBook BOW Sadtofskbwetk PS PWSWk C2 Ceraafne PC Pbvs of CoreaDze d Cwabalor(p&b)ArVk POC. Fb tofCampowidCwvaftsa CALC Calmed P.C.P Fner#ConbalPoint awft PG Co P.RAL PemseraegtRe fetaxmMa ax ConadaARNKMArC P& RDpedyLft a. orEL" EetaLi» P as Point oft3vow ng FINAL 13. ShsrWn (MeaaW P.C.C. P0& t of CarmnPriaement FD, Fouad P.I. Pbintofh wsecbbn FirLRRev. RdahedFlowS6vaWn PRG FObtefReverseCtrwMWv I.P. icon Ape PT POW or Tanmw r.R L Iron Rod R MLD Ra" tum La LkanseAICL& pth RM Rvstderxe LS Land Scare Aw Rw-of-way Mee Measured 7Bbf Te7poraryBwKM7 ark MID(MD) NAV aid Dist TYR Typkal NA hbtR.a 101 symDol(sarotrm-w V- Fe— q=6W (sae "wV) ld b +aTsadsvrl — Sketch of Legal Description This is Not a SurveyAM -A _ Drs= bi . CM Cherladby: DP PAVMwdf" Idrf axs, lab R7aabw: 07-005-01 Sc.*. 1w-40, Pwff=Fw*V"S0& w-f&ff Ra-Fbm9 wdSavt y: Boal sours.: RidEkVIEw LOT SRI0El 01n"j I , , I I. Ex sT ilc I SG ZEEV C Ov1E IR. £1z II WA.L. L.ArsITf so©F rL.H N 6 Mg 3' 4 o/s rgogT V401.2- I 3 EL.TE, PANiL I SLOr'E y'/ ' z z"O.w%fYF Ex Sr IZ"o, N. FASCIA SUN STATE SIDING, INC. 510 LAKE LENELLE DRIVE CHULUOTA, FL 32766 DONALD G. GEISSLER, JR. SCC048423 407 830-7778 PHONE/407 365-3194 FAX 1Zu s i It 3 EuT- CzX2. Zy z 8g zx TMir% 0 Zyw 9x%S T co" a 19 R ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT' I hereby certify that the engineering contained in the following pages has been prepared in compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building Code. Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live bads, and/or loads as listed in the appropriate span tables. All wind loads used in this manual are considered to be minimum bads. Higher loads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter of review and statement no financial interest is available upon request. A copy of Brian Stidings' letter is posted on my web site, www.lebpe.com. " 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my continuing education class on the use of the manual prior to becoming a authorized user and bi-annua Ily thereafter. 3. Structures designed using this manual shall not exceed the limits set forth in the general notes contained here in. Structures exceeding these limits shall require site specific engineering. INDEX This packet should contain all of the following pages: SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for Screen and Vunyl Rooms. SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications, Design Statement, and Site Exposure Evaluation Form. SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room. SHEET 4: Post to base and purlin details. SHEET 5: Beam connection detals. SHEET 6: Knee wall, dowel and footing details. SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam to gutter detail. SHEET 8-110: Tables showing 110 mph frame member spans. SHEET 8-120: Tables showing 120 mph frame member spans. SHEET 8-130: Tables showing 130 mph frame member spans. SHEET 8-140: Tables showing 140 mph frame member spans. SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and anchor schedules. SHEET 1OA: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET tOB: Roof connection details. SHEET 111C: Roof connection details, valley connection elevation, plan & section views, pan & compostite panels to wood frame details, super & extruded gutter to pan roof details. SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water relief detail, beam connection to fascia details, pan roof achoring details. SHEET 10E: Panel roof to ridge beam Q post details, typical insulated panel section, composite roof panel with shingle finish details. SHEET 10F: Tables showing allowable spans and applied loads for riser panels. SHEET 1oG: Manufacturer specific design panel. SHEET 10H: Manufacturer specific design panel. SHEET 11: Die shapes & pmperites. SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable loads tables. EAGLE 6061 ALLOY IDENTIFIER"*' INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These Identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised" external identification mark (Eagle 6061 T") and its location next to the spline groove, to signify our 6061 alloy extrusions. it is ultimately the purchasers / contractors responsibility to ensure that the proper alloy Is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The Inspector should look for the identification mark as specified below to validate the use of 6061 engineering. z\ EAGLE 6061 I.D. DIE MARK LEGEND This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of these materials. 1. Contractor represents and warrants the Contractor. 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; 1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such agreement 1.4. Will not alter, amend, or obscure any notice on the ASDM; 1.5. Will onlyuse the ASDM in accord with thee of Florida Status section 489.113(9xb) 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 further distribution of the ASDM to any third party (other than a local building department as part of any Contractor's own work) would constitute infringement of Bennett Engineering Group's copyright; and 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractors requirements (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect, or special damages, arising from or in any way related to, Contractors use of the ASDM, even if Bennett 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 brought against Bennett, by any third parry (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 attorneys' fees, to the the extent that such action is based upon, or in any way related to, Contractors use of the ASDM. CONTRACTOR NAME: of-, iq LI) G . G CONTRACTOR LICENSE NUMBER: Sc Co o47-3 COURSE # 0002299 ATTENDANCE DATE: J ` I C) CONTRACTOR SIGNATURE: , SUPPLIER: BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS 1. Check the building permit for the following: Yes a. Permit card & address . . . . . ... . . . . . . . . . . . . . . . . . . . . b. Approved drawings and addendums as required . . . . . . . _ . . . . . . . . _ c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . . . d. Notice of commencement . . . _ 2. Check thea roved sitesspecific wpppdrawings or shop drawings against the "AS BUILT" structure for. Yes a. Structure's length, projection, plan & height as shown on the plans. . . . . . . . . b. Beam sizes, span, spacing & stitching screws (d required). . . . . . . . . . . . — c. Purlin sizes, span & spacing. .... _ _ _ _ - . d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . . . . — e. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . . — f. Knee braces are properly installed (d required) . . . . . . . . . . . . . . . . . g. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . . 3. Check load bearing uprights / walls to deck for. Yes a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . . . . . . . — b. Correct number, size & spacing of fasteners to upright . . . . . . _ c. Correct number, size & spacing of fasteners of angle to deck and sole plate . _ d. Upright is anchored to deck through brick pavers then anchors shall go through pavers into concrete . . . . . . . . . . . . . . . . . . . . . . . 4. Check the load bearing beam to upright for. Yes a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . — b. Number, size & spacing of anchors of beam to receiver or receiver to host structure _ c. Header attachment to host structure or beam . . . . . . . . . . . . . . .. _ d. Roof panel attachment to receiver or host structure . . . . . . . — e. If angle brackets are used for framing connections, check number, size & thickness of fasteners . . . . . . . . . . . . . . . . . . . . . . . f. Post to beam attachments to slab . _ 5. Check roof panel system for. Yes a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . . — b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . c. Header attachment to host structure or beam . . . . . d. Roof panel attachment to receiver or beam ACE-" Notes: OR No No No No PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE DESIGNED TO BE MARRIED TO CONVENTIONALLY CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND MOBILE HOMES CONSTRUCTED AFTER 1984. THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE y BASED ON THE LOAD REQUIREMENTS FOR THE 2007 FLORIDA BUILDING CODE WITH 2O09SUPPLEMENTS. JOB NAME: M, y/ 1.44M t^S V ADDRESS: -30C)1 ' 4y13CGV< C-1 0-r )S.S Rt'yr.41y 6rV DRAWING FOR ONE PERMIT ONLY 08-12-2010 J Q c Z Z f4 W w Z 0 LU N F -O fn}Z EW W 0 a W °d ~ U m iX FQ- LU 0 J fn fn JZ UIX Q\ o Q Z Z c W WMM Z_IX ( 9J ` o U (n LL W n J N Q OO n J LL Lu LL LU X d W 'L m o D CD z) ca m r N L d m W -a o ID --4 m 0 s n , SHEET OF 1 WZ ZZWm 12 c 1 i IIF DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS 1. Design Statement: Theplans have been designed in accordance with the Aluminum Structures Design Manual bThesepagg y Lawre99999ace E. Bennett and are in compliancewith The 2007 Florida Building Code Edition with 2009 Suments, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure B' or'C_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 11MPH and higher, 120 MPH or _MPH for 3 second wind gust velocity load; Basic Wind Pressure _L4 Design Pressures for Screen /Vinyl Rooms can be found onqqa 3A -ii: a. 'B" exposure = J'1__PSF for Roofs & IPSF for Walls b. 'C" exposure = _PSF for Roofs & _PSF for Walls c. "D' exposure = _PSF for Roofs & _PSF for Walls Negative I.P.C. 0.18 For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A -C on page 3M. 2. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. jbl-aLn , Phone:07- q61- 99n C" trmacto uthorized p' N.a%(ple se print) y Xr --'o Date: /"3 - Zot Contractor / Authorized Rep' Signature Job Name & Address Note: Projection of room from host structure shall not exceed 16'. 3. Building Permit Application Package contains the following: Yes No A. Project name & address on plans . . . . . . . . . . . . . . . . . . . . . . . / B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . . . C. Contractors / Designers name, address, phone number, & signature on plans D. Site exposure form completed .. . . . . . . . . . . . . . . . . . . . .. . . - E. Proposed project layout drawing @ 1/8" or 1/10" scale with the following: 1. Plan view with host structure area of attachment, enclosure length, and . - projection from host structure - 2. Front and side elevation views with all dimensions & heights . . . . . . . . 3. Beam span, spacing, & size . . . . . . . . . . . . . . . . . . . . . . - Select beam size from appropriate 3A1 series tables) / 4. Upright height, spacing, & size . . . . . . . . . . . . . . - Select uprights from appropriate 3A.2 series tables) Check Table 3A.3 for minimum upright size) 5. Chair rail or girls size, length, & spacing . . . . . . . . . . . . . . . . . - Select chair rails from appropriate 3A.2 series tables) / 6. Knee braces length, location, & size . . .. . . . . . . . . . . . . . . . . . Check Table 3A.3 for knee brace size) 4.- Highlight details from Aluminum Structures Design Manual: Yes No A. Beam & pudin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . Section 3A tables used: Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to MPH wind zone and/or "C' or "D" Exposure for load width Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED --- I F- REQUIRED SPAN NEEDED IN TABLE bord)= EXPOSURE MULTIPLIER see this page 3) B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . . . - - Tables 3A.2.1, 3A.2.2, or 3A-2.3) Upright or wall member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to _MPH wind zone and/or'C Exposure for load width_: Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED --- I F- REQUIRED SPAN NEEDED IN TABLE bond)= t EXPOSURE MULTIPLIER see this page 3) Yes No C. Table 3A.3 with beam & upright combination If applicable . . . . . . . . . . . . - D. Connection details to be used such as: 1. Beam to upright j 2. .............................. - 3. Beam to wall . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . - 4. Beam to beam . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . - 5 Chair rail, pudins, & knee braces to beams & uprights . . . . . . . . . . . . - 6. Extruded gutter connection . . . . . . . . . . . . . . . . . . . . .. . . . - E U -clip, angles and/or sole plate to deck . . . . . . . . . . . . . . . .. . . - Foundation detail type & size . . Must have attended Engineers Continuing Education Class within the past two years. Appropriate multiplier from page 1. GENERAL NOTES AND SPECIFICATIONS 1. Certain of the following structures are designed to be married to Site Built 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 home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an architect or engineer to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 16, using a 4" existing slab and 20'-0" with a type II footing, from the host structure. 4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site specific engineering. 5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away from any other structure to be considered free standing. 6. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mottle / manufactured home shall use 'fourth wall construction". This applies to utiliy sheds, carports, and / or other 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 construction is considered an attached structure. The most common "fourth wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or as a minimum be a 2" x 3' x 0.050" with an 18'x2" x 0.044" knee brace at each end of the beam. c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a'fourth wall" is NOT required. 5. Section 7 contains span tables and the attachment details for pans and composite panels. 6. Screen walls between existing walls, floors, and ceilings are considered infilis and shall be allowed and heights shall be selected from the same tables as for other screen walls. 7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head. 8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 9. All specified anchors are based on an enclosed building with a 16' projection and a 7 over hang for up to a wind velocity of 120 MPH. 10. Spans may be interpolated between values but not extrapolated outside values. 11. Definitions, standards and specifications can be viewed online at www.lebpe.com 12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also. 13. 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 or alternate water relief ports in the gutter. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after heat treatment and paint process 16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA I NPEA / NSA 2100-2 for catagory 1, II, & III sunrooms, non -habitable and unconditioned. 17. Post members set in concrete as shown on the following details shall not require knee braces. 18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 21. 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. 22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC 1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event For rooms where the glazed and composite panel/solid wall area exceeds 40%, glass room engineering shall be used. SECTION 3A DESIGN STATEMENT The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed structures designed to be married to an existing structure. The design wind bads used for screen & vinyl rooms are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The loads assume a mean roof height of less than 30% roof slope of 0• to 20•; 1 = 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. All loads are based on 20 / 20 screen or larger. All pressures shown in the below table ale in PSF (#/SF). Negative internal pressure coefficient is 0.18 for enclosed structures. 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.All framing components are considered to be 6061 T-6 except where noted otherwise. Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Exposure "B" We: Framing systems of screen, vinyl and glass moms are considered to be main frame resistance components. To convert the above toads from Exposure "B" to Exposures 'C'orW sea Table 3A -C next page. Table 3A -A Conversion Factors for Screen & Vinyl Rooms From i7n MPH Whin 7- to nthpre_ Exnnzu a'R" Roof Walls Wind Zane Applied Load Deflection Bending Applied Load Deflection Bending MPH #/S d b (#!S (d) (b) 100 10.0 1.09 1.14 120 1.08 1.12 110 11.0 1.06 1.09 13.0 1.05 1.07 12o 13.0 1.00 1.00 15.0 1.00 1.00 123 13.3 0.99 0.99 15.9 0.98 0.97 130 15.0 0.95 0.93 18.0 0.94 0.91 140-182 17.0 1 0.91 0.87 21.0 0.89 0.85 150 20.0 0.87 0.81 24.0 1 0.e5 0.79 Table 3A -B Conversion Factors for Over Hangs From exposure -B- to exposure -c- Wlnd Zone Applied Load Deflection Bending MPH S d b 100 46.8 1.01 1.02 110 47.1 1.01 1.01 120 48.3 1.00 1.00 123 50.8 0.98 0.97 130 56.6 0.95 0.92 1404 65.7 0.90 0.86 140-2 65.7 0.92 2.86 150 75.4 0.86 0.60 horizontally in any direction of open areas of Exposure C-type terrain that extenVgtethan600feetandwidthgreaterthan150ft 2. No short term changes in V, 2 years before site evaluation and build out within site will be V. 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrantthan1,500 feet 4. Open terrain for more than 1,500 feet in any quadrant l im X SITE IS EXPOSURE: a EVALUATED B 9G DATE: `` / 0 y SIGNATURE: (/3._ LICENSE#: 08-12-2010 J a U) Q 2 U) LL O 20 o0 111 FW.. U) O LU CL Z J W W caUJ yl U_ Z 11- 0 1-- Z W IP., Q _i W LULU I" rn Z UZ U Z 2 0 U co W J W Q to R Co Co J % tu LL W m x W` LL 5O ID C rO mcc n_ pcocia) t W tl ;-12, 0 W 0 0 N e m E N m00N m O U mc m ma u- 0 N U n jo FIDZ 0 N 010 I(DZ SEAL SHEET W 0Z 2 WW Z 7- WW OF 12 to O Conversion Table 3A -C aLoadConversionFactorsBasedonMeanRoofHeightfromExposure "B" to "C" & "D" io Exposure"e"to" Exposure " "to" " b Mean Roof Load Span Multiplier Load Span Multiplier t Height' Conversion Conversion F Factor Banding Deflection Factor Bending Deflection WLu 0-15, 121 0.91 0.94 1.47 0.03 0.88 15'.20* 129 0.88 0.92 1.54 0.81 0.87 j 20' - 25' 1.34 0.86 0.91 1.60 0.79 0.86 a 25'-30' 1.40 0.85 0.89 1.66 0.78 0.85 LLl Use larger mean roof height of host structure or enclosure p Values are from ASCE 7-05 ZO Q U SITE EXPOSURE EVALUATION FORM F Lu r- -- -- -----•--•--•--•-- QIIQUADRANTII0 I I EXPOSURELLIQv I I z o 6W I QUADRANT IV I 0 lar 4fWEXPOSURE6I Z ton, IQUADRANTII Z 40 Ilar EXPOSURE 600' - . J, 0! N Wad I I LLL QUADRANT III I 0wboa EXPOSUREI j Q I a moIiLJF- NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD Z w SITE m USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS S', "C', OR'D' rn EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. w EXPOSURE C: Open terrain wilt scattered obstructions, including surface undulaitions or ether Of vi irregularities, having heights generally less than 30 feet extending more than 1,500 feet U. 0 LU from the building site in any quadrant wm N 1. Any building located within Exposure B -type terrain where the building is within 100 feet CU horizontally in any direction of open areas of Exposure C-type terrain that extenVgtethan600feetandwidthgreaterthan150ft 2. No short term changes in V, 2 years before site evaluation and build out within site will be V. 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrantthan1,500 feet 4. Open terrain for more than 1,500 feet in any quadrant l im X SITE IS EXPOSURE: a EVALUATED B 9G DATE: `` / 0 y SIGNATURE: (/3._ LICENSE#: 08-12-2010 J a U) Q 2 U) LL O 20 o0 111 FW.. U) O LU CL Z J W W caUJ yl U_ Z 11- 0 1-- Z W IP., Q _i W LULU I" rn Z UZ U Z 2 0 U co W J W Q to R Co Co J % tu LL W m x W` LL 5O ID C rO mcc n_ pcocia) t W tl ;-12, 0 W 0 0 N e m E N m00N m O U mc m ma u- 0 N U n jo FID Z 0 N 010 I(DZ SEAL SHEET W 0Z 2 WW Z 7- WW OF 12 to rm INTERIOR BE PER TABLES 3A HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE: N.T.S. ALUMINUM ROOF SYSTEM PER SOLID PANEL HOST STRUCTURE OR ROOF SECTION) l FOURTH WALL FRAME RIDGE BEAM PER TABLES 3A.1.4) USE BEAM TO WALL DETAIL TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. EDGE BEAM (SEE TABLES 3A1.1 8 3A1.2) LW FOR H. UPRIGHT HEIGHT (h) 1"x 2" x MIN. 3-1/2" SLAB ON GRADE VARIES 7L. OR RAISED FOOTING FOR FOOTINGS SEE DETAILS TYPICAL SCREEN, ACRYLIC OR VINYL ROOM PAGE 7) W/ SOLID ROOF TYP. FRONT VIEW FRAMING HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1"x 2" PLATE TO BOTTOM OF WALL BEAM) LW LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION P/7 'P/7 @ FASCIA ALLOWED SIZE BEAM AND UPRIGHTS ( SEE SECTION 7 FOR DETAILS) SEE TABLES) c7 of O.H. z v SOLID ROOF X NO MAXIMUM w ELEVATION SLAB OR GRADE) lk // P = PROJECTION FROM BLDG. VARIES VARIES I LW = LOAD WIDTH NOTES: ' P VARIES 1. ANCHOR 1"x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF Z -W O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1"x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 7-W O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 1100-1231' 130 1 140 1 150 8 1 #10 #12 1 #12 TYPICAL SCREEN ROOM SCALE: 118"= 1'-0" J Q o Z U) v O Q o 20 5 a Z T A i J W mZ ~ n Ea Luo w N LU W C6 0 N JU U ca NJ LL VZ p o QLijQ rn c 0 n Z LL z o Z a ZO aULL 2 W m - 5tu W ° Z U LL U M N Q 12 Luo p '4 ZO r U i z 2 J U OLu cN7LLWti z 2 mi6 W w x U C7 F W LL O w za. - t Ow 9 C tiaq U m m W m Q: n Q V a y N L Lll x m p 0 0) 'i m U 1 ppF m n. 41 0 ZLL n Lu w Im w aa0j 0 N W m AK1'2U 12 ZWJSEALw w a p SHEET Z U W zW O ~ 3rozW w Z LL w 12m 08-12-2010 OF PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING 4) #8 x 1/2" S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W/ 1"x 1"x 2' ANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE 2"x 2" x 0.032" MIN. HOLLOW RAIL x 2" TOP RAILS FOR SIDE WALLS VITH MAX. 3.5' LOAD WIDTH SHALL HAVE A MAXIMUM UPRIGHT SPACING AS FOLLOWS WINDZONE MAX. UPRIGHT SPACING 100 7'-0" 110 6'-T 120 6'-3- 123 6'-1" 130 5'-8" 1401&2 5'-1" 150 SCREW BOSS INTERNAL OR EXTERNAL L' CLIP OR'U' CHANNEL CHAIR RAIL ATTACHED TO POST W/ MIN. (4) #10 S.M.S. ANCHOR 1 x 2 PLATE TO Y 1 x 2 OR 2 x 2 ATTACHED TO CONCRETE WITH 1/4"x 2-1/2" BOTTOM W/ 1'x 1"x 2" x 1/16" CONCRETE ANCHORS WITHIN 0.045" ANGLE CLIPS EACH 6" OF EACH SIDE OF EACH SIDE AND MIN. (4) #10 x 1/2" POST AT 24" O.C. MAX. OR S.M.S. THROUGH ANGLE AT 24" O.C. SCREW BOSS MAX 1"x 2"x 0.032" MIN. OPEN BACK MIN. 3-1/2" SLAB 2500 PSI f— EXTRUSION CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH a • a 1-1/8' MIN. IN CONCRETE ALTERNATE WOOD DECK- 2' ANCHOR 1" x 2" PLATE TO PTP USE WOOD FASTENERS VAPOR BARRIER UNDER W/ 1-1/4" MIN. EMBEDMENT) CONCRETE POST TO BASE, GIRT AND POST TO BEAM DETAIL SCALE: 2'= V-0* ALTERNATE CONNECTION DETAIL 1" x T WITH BEAM / HEADER 3) #10 x 1-1/2"S M.S. INTO SCREW BOSS 2) #10 x 1 112"S. M. S. INTO SCREW BOSS ANGLE CLIPS MAY BE SUBSTITUTED FOR INTERNAL ANCHOR 1" x 2" PLATE TO SCREW SYSTEMS CONCRETE W/ 1/4"x 2-1/2" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH MIN. (3) #10 x 1 1/2" S.M.S. POST AND 24" O.C. MAX INTO SCREW BOSS MIN. 3-1/2" SLAB 2500 PSI 1' x 2" EXTRUSION CONC. 6 x 6- lOx 10 W.W.M. OR FIBER MESH 1-1/8' MIN. IN CONCRETE VAPOR BARRIER UNDER CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 2"= l' -O" ANCHOR 1" x T CHANNEL TO CONCRETE WITH 1/4"x 2-1/4"CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH ANGLE AT 24" O.C. MAX MIN. 3-1/2" SLAB 2500 PSI CONC. 6x6 -10x10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE HEADER BEAM 4) #10 x 1/2" S.M.S. EACH SIDE OF POST H -BAR OR GUSSET PLATE 2"x2"OR 2"x3"OR2"S.M.B. POST MIN. (4) 910 x 1/2"S.M.S. @ EACH POST 1" x 2" EXTRUSION 1-1/8' MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: 2" = l'-0" ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER PER TABLE) WITHIN 6" OF EACH SIDE OF EACH POST @ 24" O.C. MAX MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 2'x2"OR2"X3"POST 8 x 9/16' TEK SCREWS BOTH SIDES 1"x 2-118"x 1"U -CHANNEL OR RECEIVING CHANNEL CONCRETE ANCHOR PER TABLE) 1-1/8" MIN. IN CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 1 SCALE: 2" = 1' 0 1" x 2-1/8"x 1" U -CHANNEL OR 2" x 2' OR 2" x 3" POST RECEIVING CHANNEL 8 x 9/16" TEK SCREWS BOTH SIDES ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER PER TABLE) WITHIN 6" OF EACH SIDE OF EACH POST @ 24" O.C. MAX MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 8 x 9/16' TEK SCREWS BOTH SIDES l" x 2-1/8" x l" U -CHANNEL OR RECEIVING CHANNEL CONCRETE ANCHOR PER TABLE) 1-1/8" MIN. EMBEDMENT INTO CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 2 SCALE: 2"= i'-0" EDGE BEAM 1" x 2" OPEN BACK ATTACHED TO FRONT POST W/ 10 x 1-1/2" S.M.S. MAX 6" FROM EACH END OF POST AND 24" O.C. FRONT WALL GIRT 1"x 2" OPEN BACK ATTACHED TO FRONT POST W/ 10 x 1-1/2" S.M.S. MAX 6' FROM EACH END OF POST AND 24" O.C. ALTERNATE CONNECTION: 2) #10 x 1-1/2* S.M.S. HROUGH SPLINE GROOVES IDE WALL HEADER TTACHED TO 1"x 2" OPEN LACK W/ MIN. (2)#10x 1-1/2" M.S. COMPOSITE ROOF PANELS: 4) 1/4" x 4" LAG BOLTS W/ 1-1/4" FENDER WASHERS PER PANEL ACROSS THE FRONT AND 24" O.C. ALONG SIDES 2"x2"OR2"x3"HOLLOW GIRT AND KICK PLATE 2' x 2" HOLLOW RAIL POST ATTACHED TO BOTTOM W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST W/ INTERNAL OR EXTERNAL'L' CLIP OR'U' CHANNEL W/ MIN. 4) #10 S.M.S. IDE WALL GIRT ATTACHED TO x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW OSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO ONCRETE W/ 1/4" x 2-1/4' ONCRETE/MASONRY ACHORS @ 6" FROM EACH OST AND 24" O.C. MAX AND VALLS MIN. 1" FROM EDGE OF ONCRETE TYPICAL & ALTERNATE CORNER DETAIL SCALE: 2"= l -W PURLIN, GIRT, OR CHAIR RAIL SNAP OR SELF MATING BEAM ONLY TYPICAL UPRIGHT DETAIL SCALE: 2'= 1'-0" _ RISER PANELS ATTACHED PER ROOF PANEL SECTION HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2' S.M.S. IN SCREW BOSSES 2"x2",2"x3"OR 3'x2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. (3) #10 x 1/2" S.M.S. IN SCREW BOSSES 1" x 2' OPEN BACK BOTTOM RAIL 1/4"x 2-1/4" MASONRY ANCHOR @ 6- FROM EACH POST AND 24" O.C. (MAX) SCREW BOSSES SNAP OR SELF MATING BEAM ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL . SCALE: 2"= V-0" - O FOR WALLS LESS THAN 6-8' FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION ORBOTTOMOFTOPRAILTHEGIRTISDECORATIVEAND SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES OFOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050"x 1-0/4" x 4" STRAP AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10x 3/4' S.M.S. O too yJ Lu LLO zO U Lu LuU 0z zO F U zzw0 zO 0. z ZO U HQ: z LL 00OLLLL oW a m0OF mOw Z LLui W wwz< C9 w Z JwLL 0 6jOLLJ Q co v 20 o Z O r cro U) W a W 06O u) U M o J ZPC U O o D U ~ Q W E Z U) w m W Z U `o C U LL G= O I w Q CO n O n it z J W MLEZu W 0 rn x lZU LL V Q ig O 7 c: ' o N Z` ED CD to N m L W x J m0 > O c m CD L 3 mmm SHEET w_~ 4wV5m LL 08-12-2010 OF N e m mwwz 0 zw zzLu 120 NTOIGUTTER MAX, DISTANCE TO GUTTER (MIN.) HOST STRUCTURE WALL FASCIA AND SUB -FASCIA 36 WITHOUT SITE SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER / RISER OR TRANSOM) WALL 0 FASCIA (WITH SOLID ROOF) SCALE: 2" = V-0" BEAMS MAY BE ANGLED FOR GABLED FRAMES BEAM AND POST SIZES SEE TABLES 3A3) POST NOTCHED TO SUIT ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 3A.3) 1" x 2" MAY BE ATTACHED FOR SCREEN USING (1) 10 x 1-1/2" @ 6" FROM TOP AND BOTTOM AND 24" O.C. SIDE NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2"= V-0" U) ROOF PANEL OR PAN TYPE) N PANELS COMPOSITE o SOLID) ROOF PANELS TO'EDGE BEAM MATERIAL SEE TABLE FOR LENGTH AND FASTEN 7 AND 1 OR 3A) ANGLES ATTACHED TO WOOD PER DETAILS IN SECTION FRAME WALL W/ MIN. (2) 3/8"x ANCHOR PER DETAIL FOR PAN BOLTED TO POST W/ THRU I ® - HEADER BOLTS FOR SIDE BEAM U 6' MAXIMUM PANS OR OgLL^ j W W U Z OF BOLTS)i COMPOSITE PANELS SIZE OF POST (SEE TABLE wa FE DEPTH LARGER THAN 3' PER SECTION 7 IF KNEE BRACE LENGTH U) of Z BEAM TABLES: o w EXCEEDS TABLE 1.7 USE w = F 3A.1.1, 2 F¢ 1) 1-3/4" x 1-3/4"x 13/4' x 1/8' ru CANTILEVERED BEAM n 0 5 U) O INTERNAL U -CHANNEL M CONNECTION DETAILS 2 Of w INTERIOR BEAM TABLES: SCREEN OR SOLID WALL m POST SELECT PER TABLE 3A3 POST TO BEAM SIZE AND OF BOLTS MAY FACE IN OR OUT) USE 2 x 3 MINIMUM SEE TABLE 3A3) HOST STRUCTURE ROOFING ANCHOR PER SIDE FOR EACH 2" STRAP - LOCATE @ EACH LARGER THAN 3" (> LL POST, (2) 1/4" x 2' LAG SCALE: 2" = 1'-0" U SCREWS @ 24" 0. C. (MAX.) 2" x ' S.M.B. EACH STRAP 2) #10 x 112" SCREWS USE ANGLE EACH SIDE FOR 2 x 2 TO POST CONNECTION WITH HOLLOW POST 1/4' BOLT @ 24" O.C. MAX WITHIN 6" OF EACH POST tv FASTEN 2 x 2 POST W/ (2) EACH #10 S.M.S. INTO SCREW SPLINES 2" x 2"x 0.062' ANGLE EACH EXTRUDED SIDE (3) EACH #8 S.M.S. EACHSLEGINTO -- AND I ® OR SUPER NTO IGUTTER MAX, DISTANCE TO GUTTER (MIN.) HOST STRUCTURE WALL FASCIA AND SUB -FASCIA 36 WITHOUT SITE SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER / RISER OR TRANSOM) WALL 0 FASCIA (WITH SOLID ROOF) SCALE: 2" = V-0" BEAMS MAY BE ANGLED FOR GABLED FRAMES BEAM AND POST SIZES SEE TABLES 3A3) POST NOTCHED TO SUIT ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 3A.3) 1" x 2" MAY BE ATTACHED FOR SCREEN USING (1) 10 x 1-1/2" @ 6" FROM TOP AND BOTTOM AND 24" O.C. SIDE NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2"= V-0" BEAM AND POST SIZES I SEE TABLE 3A.3) S x MAY ATTACHED FOR SCREEN USING (1) T##10 x 1-1/2" @ 6' FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" =1'-0" NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION. U -BOLT HEADER OUGH POST AND ANCHOR t)#10x3/4'S.M.S.@6" M EACH END AND @ 24" MAX. E BRACE EQUIRED POST ALTERNATE 4TH WALL BEAM CONNECTION'DETAIL 2" x g" x 0.072" x 0.224" BEAM U) ROOF PANEL SHOWN N SEE SECTION 7) 1-3/4" STRAP MADE FROM o REQUIRED GUSSET PLATE 2) 2" x r x 0.060" MATERIAL SEE TABLE FOR LENGTH AND 1-3/4" x 13/4" x 0.063" ANGLES ATTACHED TO WOOD RECEIVING CHANNEL THRU FRAME WALL W/ MIN. (2) 3/8"x ANCHOR PER DETAIL FOR PAN BOLTED TO POST W/ THRU I ® - OR COMPOSITE PANEL BOLTS FOR SIDE BEAM TO CONCRETE W/ (2) 1/4" x } 2-1/4" ANCHORS OR MASONRY 0 W SEE TABLE 3A.3 FOR NUMBER FOR NUMBER OF BOLTS AND OF BOLTS)i SIZE OF POST (SEE TABLET DEPTH LARGER THAN 3' 3A.3)_ w ~ ® I IN INCHES BEAM AND POST SIZES I SEE TABLE 3A.3) S x MAY ATTACHED FOR SCREEN USING (1) T##10 x 1-1/2" @ 6' FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" =1'-0" NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION. U -BOLT HEADER OUGH POST AND ANCHOR t)#10x3/4'S.M.S.@6" M EACH END AND @ 24" MAX. E BRACE EQUIRED POST ALTERNATE 4TH WALL BEAM CONNECTION'DETAIL 2" x g" x 0.072" x 0.224" BEAM SCALE: N.T.S. SHOWN Nz 1-3/4" STRAP MADE FROM o REQUIRED GUSSET PLATE 2) 2" x r x 0.060" MATERIAL SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) k x ® \ HINGE LOCATION ANGLES ATTACHED TO WOOD INTERNAL SCREW BOSSES FRAME WALL W/ MIN. (2) 3/8"x xx >< >< >< WHEN FASTENING 2"x 2" THROUGH GUSSET PLATE C x >C k -\- x ® \ X k c X k \ C® >C USE #10 x 2" (3) EACH MIN. C x k k X k ® \ \ x >` x'I k x k -x \ c k k x ALL GUSSET PLATES SHALL J 1 BE A MINIMUM OF 5052 H-32 v ALLOY OR HAVE AMINIMUM ® ` N TO YIELD STRENGTH OF 23 ksi \ ® J db = DEPTH OF BEAM \ ds = DIAMETER OF SCREW 2d, 2Yda\ STRAP TABLE 2"x 6" x 0.050' x 0.120' \ \ EAM S SIZE # r SIZE LENGTHUPRIGHTSHOWN zxr 2,V4'- X'6` L4)#14 3-14- 2—x-§' a 1a 3-1/4' x 6 1 NOTES: ' ALL SCREWS 314• LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2"x 7" AND LARGER. 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION SCALE: 2" =1'-0" PRIMARY FRAMING BEAM SEE TABLES 3A.1.1, 2) 1-1/2" x 1-112"x 0.080" ANGLE EACH SIDE OF CONNECTING BEAM WITH SCREWS AS SHOWN MINI. #8 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-1/2" INTERNALLY INTERIOR BEAM TABLES: 3A-1.3 BEAM TO BEAM CONNECTION DETAIL o SCALE: 2' =1'-0" Nz BEAM TO WALL CONNECTION: o 2 x 2 EXTRUSION 2) 2" x r x 0.060" ANGLE OR RECEIVING O EXTERNALLY MOUNTED CHANNEL EXTRUSIONS WITH HINGE LOCATION ANGLES ATTACHED TO WOOD INTERNAL SCREW BOSSES FRAME WALL W/ MIN. (2) 3/8"x MAYBE CONNECTED WITH 2" LAG SCREWS PER SIDE OR 2) #10 x 1-1/2' INTERNALLY TO CONCRETE W/ (2) 1/4" x } 2-1/4" ANCHORS OR MASONRY 0 W WALL ADD (1) ANCHOR PER J¢ MINIMUM #8 S.M.S. x 3/4" w ® SIDE FOR EACH INCH OF BEAM m LONG NUMBER REQUIRED m DEPTH LARGER THAN 3' EQUAL TO BEAM DEPTH w ~ ® to IN INCHES o w ALTERNATE CONNECTION: n ® F¢ 1) 1-3/4" x 1-3/4"x 13/4' x 1/8' ru INTERNAL U -CHANNEL M ATTACHED TO WOOD FRAME LU INTERIOR BEAM TABLES: WALL W/ MIN. (3) 318" x 2" LAG 0 SCREWS OR TO CONCRETE 3A.1.3 OR MASONRY WALL W/ (3)1/4" O x 2-1/4" ANCHORS OR ADD (1) z ANCHOR PER SIDE FOR EACH FINCHOFBEAMDEPTH ¢ LARGER THAN 3" (> LL BEAM TO WALL CONNECTION DETAIL z SCALE: 2" = 1'-0" U 2x2 NOTES: 1. Door to be attached to structure With minimum two (2) hinges. zz WO HINGE LOCATION o Nz 4. Bottom hinge to be mounted between 10 inches and 20 Inches from ground. o 2 x 2 EXTRUSION Zv O 6. If door location is adjacent to upright a 1" x 2" x 0.044" maybe fastened to upright with #12 x V HINGE LOCATION ul z O a OOLL w z W SCREEN DOOR CONNECTION DETAILSCALE: IL HINGEHINGE LOCATION in O Ot- Ow Z LL W K wwin D jwa J Q M Q 2 20 Z0 J co N i W U M H --I Zip U~ F Q W N Z in W W Z M in J Q v lfl co J W c) 0LL ? m# W C9 M x d W B Ll - 10 1O a) K o n (5n C (0W h N L W a o N zi m U O mNcaUnc J F 2. Each hinge to be attached to structure with minimum four (4) #12x 314' S.M.S.. 3. Each hinge to be attached to door with minimum three (3) #12 x 314" S.M.S.. w 4. Bottom hinge to be mounted between 10 inches and 20 Inches from ground. wu) 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. 6. If door location is adjacent to upright a 1" x 2" x 0.044" maybe fastened to upright with #12 x V S.M.S. at 12" on center and within 3" from and of upright O w z 5 TYPICAL SCREEN DOOR CONNECTION DETAILSCALE: N.T.S. 08-12-2010 OF z arwwz zzLu zI LU ANCHOR ALUMINUM FRAME TO WALL OR SLAB WITH 1/4"x 2-1/4" MASONRY ANCHOR WITHIN 6' OF POST AND 24" O.C. MAXIMUM RIBBON OR MONOLITHIC FOOTING (IF MONOLITHIC SLAB IS USED SEE NOTES OF APPROPRIATE DETAILS) 8' x 8' x 16" BLOCK WALL MAX. 32") CONCRETE CAP BLOCK OR BLOCK (OPTIONAL) 1) #40 BAR CONTINUOUS 1) #40 BAR AT CORNERS AND 10'-0" O.C. FILL CELLS AND KNOCK OUT BLOCK TOP COURSE WITH 2,500 PSI PEA ROCK CONC. DECK 6 x 6 -10 x 10 WELDED WIRE MESH (SEE NOTES CONCERNING FIBER MESH) 2) #40 BARS MIN. 2-1/2" OFF GROUND KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 114"= V.0" h' W N X' 32" 12' 2 10'-0' 40' 12' 2 8'-0" 48' 18' 3 F-0' 56" 18" 3 4'-0" 60' 24' 3 2'-8" 72' 30" 4 1'4" tow X Q WWm 8'x 12" CONCRETE FOOTING WITH (N) #5 BAR CONT. in W c LOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes: 1. 3-112" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Flbennesh ® Mesh, InForcaTM e3TM (Formerly Fbermesh MD) per maufacturer's specification maybe used in lieu of wire mesh. Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil 90% density. 2. Local code fooling requirements shall be used in of the minimum footings shown. Orange County footings shall be a minimum of 12"x 16' with (2) #50 continuous bars for structures / buildings over 400 sq. R. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 114"= V-0" ALUMINUM ATTACHMENT CONCRETE FILLED BLOCK STEM WALL 8"x 8"x 16' C.M.U. 1) #40 BAR CONTINUOUS 1) #50 VERT. BAR AT CORNERSAND Y O.C. MAX. FILL CELLS W/ 2,500 PSI PEA ROCK CONCRETE NEW SLAB 2O ALUMINUM FRAME SCREEN THROUGH 1"x 2" AND ROW EXISTING SLAB LOCK INTO FIRST COURSE OF HEADER k v D BRICKS 30 RE -BAR DRILLED AND ROW LOCK EPDXY SET A MIN. 4" INTO MIN. (1) #30 BAR TYP. UPRIGHT (DETERMINE EXISTING SLAB AND A MIN. 4" CONTINUOUS 8" INTO NEW SLAB 6' FROM BRICK OR OTHER NON- STRUCTURAL KNEE WALL EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB cOi SCALE: 3/4"= V-0' @ EACH POST FROM POST TO CONCERNING FIBER MESH) USE2"x4"OR LARGER SCREWS DETAILS FOR FRONT WALL SEE FASTENER TABLE) UPRIGHTS 1'x2" CHANNEL 1) #5 0 BARS W/ 3" COVER SLAB OR FOOTING 1/4" S.S. x_" LAG SCREWS TYPICAL) PER UPRIGHT TOP & BOTTOM LL _ W/ 1/4" x 1-1/2" FENDER 3/4" PLYWOOD DECK yl WASHER (SEE TABLE 4.2) @ 6- FROM IOF POST PDE ERIMETERAND 24F" AO.0 1-1/2' (MIN.) ANJ- 1/4" LAP PERIMETER DOUBLE 2 x 6 OR 2 x 8 STRINGER @ 16" O.C. ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P. Plywood 2-1/2' 5/4" P.T.P. or Teks Deck 3-3/4" 2" P.T.P. 4" SCREEN ROOM WALL TO WOOD DECK SCALE: 3'= V-0' 114' x 6" RAWL TAPPER 2O ALUMINUM FRAME SCREEN THROUGH 1"x 2" AND ROW WALL LOCK INTO FIRST COURSE OF HEADER k v D BRICKS ROW LOCK 0L BRICK KNEEWALL TYPE S ALTERNATE CONNECTION OF TYP. UPRIGHT (DETERMINE MORTAR REQUIRED FOR SCREENED ENCLOSURE FOR 1"x 2" TOP AND BOTTOM 0 LOAD BEARING BRICK WALL BRICK OR OTHER NON- STRUCTURAL KNEE WALL 4- (NOMINAL) PATIO 1' WIDE x 0.063" THICK STRAP cOi CONCRETE SLAB (SEE NOTES @ EACH POST FROM POST TO CONCERNING FIBER MESH) FOOTING W/ (2)#10x314" WK S.M.S. STRAP TO POST AND 1) 1l4" x 1-3/4" TAPCON TO 1) #5 0 BARS W/ 3" COVER SLAB OR FOOTING TYPICAL) BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/2"= V-0- (2) #5 BAR CONT. BEFORE .- TYPEI TYPEII FLAT SLOPE/ NO FOOTING MODERATE SLOPE FOOTING 0-7 / 12" 2'112"- V-10" Notes: 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psi. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 2. The slab / foundation shall be Geared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3-1/2" (4" nominal) slab Is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0'. Then a minimum of a Type II footing is required. All slabs shall be 3-11T (4" nominal) thick. 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fbermesh ® Mesh, InForceTM e3TM (Formerly Fibennesh MD) per manufacturels specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5. If local building codes require a minimum footing use Type II footing or footing section required by local code. Local code governs. See additional detail for structures located in Orange County, FL) 6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0' projection require a type II footing at the fourth wall frame and cnmfler beams. Structures exceeding 20'-0" shall have site specific engineering. SLAB -FOOTING DETAILS SCALE: 3/4"= 1'-0' REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY BLOCK KNEE WALL MAY BE ADDED TO FOOTING (PER SPECIFICATIONS PROVIDED WITH APPROPRIATE KNEE WALL DETAIL) ALUMINUM UPRIGHT CONNECTION DETAIL SEE DETAIL) 16" MIN. TOTAL W0 zC9 O O w Co 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH (SEE NOTES CONCERNING FIBER MESH) 2) #50 BARS CONT. W/ 3" COVER LAP 25" MIN. E3-1/2• MIN. 6 MIL.VISQUEEN VAPOR BARRIER IF AREA TO BE ENCLOSED TERMITE TREATMENT OVER UNDISTURBED OR COMPACTED SOIL OF UNIFORM 95% RELATIVE DENSITY 1500 PSF BEARING Notes: 1. All connections to slabs or footings shown in this section may be used with the above footing. } 2. Knee wall details may also be used with this footing. 0 3. A11 applicable notes to knee wall details or connection details to be substituted shall be complied with. J 4. Crack Control Fiber Mesh: Fibennesh ® Mesh, InForceTM e3TM (Formerly Fbennash MD) per maufacturer's specification may be used in lieu of wire mesh. MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA a SCALE: 1/2"= V-0" W 2 W 8' LL EXISTING FOOTING NEW SLAB W/ FOOTING O zO LIJ 2) #5 BARS -DOWELED INTO EXISTING FOOTING W/ EPDXY\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ 8- EMBEDMENT, 2S MIN. IAP z TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING a SCALE: 1/2" = V -W a z 0 2)1/4" MASONRY ANCHORS PER SECTION 9) INTO CONCRETE EXISTING FOOTING ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL UNDER WOOD FRAME'PORCH SCALE: 2"=V-0" J Q c 3 o v 2 O Z O N C LLI0 Z < n W C LL, o0 D rn U`a J U W o Q W U) W _ m W a Z U `o In o J N Q It 2 C W CO C -IJ n qk 2 J W mLL2 W cea0 uJ O O u- J o C 0 ma) Z) r Ib rj Npip L Ild x n a) J Co U > O m C U o 0 LCL J m J ~ SHEET L_,-< x D~6DZ VN 08-12-2010 OF 7 Oz L 0 LuWz C9zW W zzW 12 0 2O yz EXISTING WOOD BEAM Ola O HEADER k v D 1/4" x 2" LAG BOLT (2) PEjr z POST 'r m00LLL TYP. UPRIGHT (DETERMINE Q w HEIGHT PER SECTION 3 v 1"x 2" TOP AND BOTTOM 0 TABLES) PLATE SCREW T-0" O.C. W i m0OF mUWzLL WK WWWNZ zw ZJLL: C 10 x 1-112" SCREWS (3) MIN. O w PER UPRIGHT TOP & BOTTOM LL _ 2)1/4" MASONRY ANCHORS PER SECTION 9) INTO CONCRETE EXISTING FOOTING ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL UNDER WOOD FRAME'PORCH SCALE: 2"=V-0" J Q c 3 o v 2 O Z O N C LLI0 Z < n W C LL, o0 D rn U`a J U W o Q W U) W _ m W a Z U `o In o J N Q It 2 C W CO C -IJ n qk 2 J W mLL2 W cea0 uJ O O u- J o C 0 ma) Z) r Ib r j Npip L Ild x n a) J Co U > O m C U o 0 LCL J m J ~ SHEET L_,-< x D~6DZ VN 08-12-2010 OF 7 Oz L 0 LuWz C9zW W zzW 12 0 F, UNIFORM LOAD i A B SINGLE SPAN CANTILEVER UNIFORM LOAD I i A B C UNIFORM LOAD 1 aI A B 1 OR SINGLE SPAN UNIFORM LOAD L l i A B C D UNIFORM LOAD l l L l A B C D E 4 SPAN NOTES: 1) 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. SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. ALLOWABLE BEAM SPLICE LOCATIONS SINGLE SPAN BEAM SPLICE 2 3 J a d = HEIGHT OF BEAM @ 114 POINT OF BEAM SPAN 0 COCO CD BEAM SPLICE SHALL BE ALL SPLICES SHALL BE zJ WrNi MINIMUM d -.50' STAGGERED ON EACH LL z U d-.50' d-.50" 1' MAX SIDE OF SELF MATING BEAM K Q.. tL LL al m PLATE TO BE SAME. az OLL THICKNESS AS BEAM WEB 7s eo rn co L d-.50' d PLATE CAN BE INSIDE OR 75 N m U 50 mOF- a: OUTSIDE BEAM OR LAP CUT DENOTES SCREW PATTERN m LL; Wto1' MAX NOT NUMBER OF SCREWS z JZW 0ulLL J HEIGHT 2 x (d - .50') LENGTH Minimum Distance and Spacino of Screws' Gusset Plata ' Screw ds Edgeto enter to Size (M.) Center Center Beam Size Thickness gds n.) 2-11243 n. n. 8 0.16 318 7/16 2'x 7'x 0.065'x 0.1120'•• 1/16-0.063 10 0.19 318 1 Tx8'x0.0 0x0. 4' 1/8-0.125 12 021 7/16 9/16 T x 9' x 0.072' x 0.224" 118=0.125 14 or 114- U25 1 5/8 2-x9'xo. 2xo.3o6 15=025 5116• 0.31 1 518 314 12'x 1 x . ' x .369' refers to each side of splice use for T x 4' and 2' x 6' also Note: 1. Ali gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi. TYPICAL BEAM SPLICE DETAIL SCALE: 1" = V-0" If SELF -MATING BEAM SIZE VARIES) SUPER OR EXTRUDED GUTTER 2"x 2' ANGLE EACH SIDE SELF -MATING BEAM — POST SIZE PER TABLE 3A.3 THRU-BOLT # AND SIZE PER TABLE 3A.3 LOAD PER TABLE 3A.3 AND SIZE OF CONCRETE ANCHOR PER TABLE 9.1 U z TRUFAST SIP HD FASTENER r --r t"+1-112' LENGTH (t+1') @ < 8' O.C. t+1-1/4' O '' 4 m (5 Se C 3F W m' J a THRU-BOLT # AND SIZE PER TABLE 3A.3 J a BEAM SIZE PER TABLE 1.10 z U) j2O Z O U) N } J W i W Lu LL, 06 U cce) z IL U O z U O I Q W c¢i N z fn L W Lu Z ALTERNATE SELF -MATING BEAM CONNECTION z TO SUPER OR EXTRUDED GUTTER ¢ zO F ULL 2 3 J a z W z y 0 COCO CD z".0. O r 2 Of zJ WrNi o LL LL z U 2 at W , x W R K Q.. tL LL al m 3; az OLL C C o C Q1 C0 ru- W N :3 mo a t7 eo rn co L W X iL m N m U 50 mOF- a: c od a EE z m LL; Wto t— Z_ z JZW 0ulLLJ SHEET v Lu 0 S N c CL E mn V) M N m v0U v 9m m o CD 0 N 20 0. L C WWz y z W z Q LL W R n1 m 08-12-2010 OF G o o_t Table 3A.1.1-110 E Eagle Metals Distributors, Inc. Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Roams For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #ISF (47.1 #/SF for Max. Cantilever) Aluminum Alloy 6061 T-6 2" x 2" x 0.043" Tribute Load Width 5'-0' 6-0" T-0" 8'-0" 10'-0' 112.-0" Allowable Span W / banding W or deflection'd' 14'' 16'$" x " x .045" tlr-9" d2' x 4" x 0.050' Hollow 13'-T dk2Z4r 1(Ur d 9'S' d Load Width (ft) Max.Span'Ul(bendin 'b'ordeflection'd') Max. 1 8 2 Span 3 Span 4 Span Cantilever Load Max. Spa n'L'/(bendin 'Wor deflection'dj Width (ft) Max. 1 8 2 Span 3 Span 4 Span Cantilever 5 5'<- d 6'-T d 6'-9' d 0'-t 1' d 5 6'-1' d T$' d TT d 1'-1' d 6 5'-0- d 6'-2' d 6'-0' d 0'-11' d 6 5'$' d T-0' d T-2' d 1'4r d 7 4'-9' d 5'-11' d 6-0' d V-10' d 7 5'S' d 6'$' d 6'-10' d T-11' d 8 4'-T d S$" d S-9' d 0'-1g' d 8 V-2' d 6'-5' d 6'$' d V-11" d 9 4'-5' d 6-5' d S$' d UAW d 9 4'-11' d 6'-T d 6•-3' d 0'-11' d T. 4'3' d 6-3' d S-4' d 0'-9' d 10 - 4'-10' d S-11' d 6'-1' d 0'-11- d 11 4'-7" d 54" d S-2' d 0'-9' d 11 4'-B' d S-9' d Fitt- d 0'-10' d 12 3'-71' d 4'-77' d W -O" d 0'-9' d 12 4'$- d 5'-T d F-8- d 0'-10' d 3"z "x 0 x "x 0. Load Width (ft) Max. Span'L' 1 8: 2 Span I (bending W or deflaction'd') 3 Span 4 Span Cantilever Load Max. Span'L' I (bandit n W or deflection'd') WIdUt (ft) 1 8 2 Span 3 Span Cantilever56'-11' d 8'-6"d 8•$' d 1'3' d 5 T$' d 9'-5' d 1' -S d66$' d T-11' d 8'-2' d 1'-2' d 6 T-2' d B'-11' d 1'-0' d76-2" d T -T d T-9' d 1'-1' d 7 6'-10' d 8-5' d 1'-3" d85-11' d Ta- d T-5' d 1'-1' d 8 6$' d 8'-1' d tSpanCa T-2' d95'$' d 6'-11' d T-2" d IW d 9 6J" d T-9' d 1'-T d105'$'d6 0'd6-11' d 0'-11' d 10 6'-1' d T-6' d 1'-1' d115.3' d 6'S d 6$" d 0'-11' d 11 6-11- d T3" d 1--1" d125'-2' d 6-0' d 6$" d 0.11" d 12 S-9' d T-1" d 1'-0' d 2" x 4' x .050 2-x x 0.060 Load width (ft') Max. Span •L• / bendin 'b' or deflection'd 1 8.2 SpanT3 Span 4 Span Ce Max. Load Max. Span'L' / bendin •b' or deflection 'd') width (ft) 1 8.2 Span 3 Span 4 Span Can lever 5 10'-0' d 174' d 1Y -T d 1'-10' d 5 1Y-9' d 15-9' d 16'-1' d Y4' d 6 9'-S d IIW d 11'-11" d 1•-9' d 8 tY-0' d 14'-10' d 15-2' d 2'-2' d 7 B'-11- d 11'-1' d 11'-3" d 1'-B' d 7 11'-5' d 14'-1" d 14'-4' d 2'-1' d B 8'-T d is -T d 1g'-9' d 1'-T d B 10'-11" d 13'S' d 13'-9' d 1'-11' d 9 8•-3" d 10'-2' d 10'S' d 1'$' d 9 t0'$' d 1Y-11' d 13'J' d 1'-11" d 10 T-11" d 9'-10' d 9'-11' b 1'S d 10 10'-2' d 1Y-6' d 1Y-9' d 1'-10" d 11 T$' d 9•S' d 9'S b 1'S d 11 9'-10' d 72'-t' d 17-0' d 1'-9' d 12 T$' d 9'3' d 9'-0' b 7'-0' d 12 9'S d 71'-9' d 11-11' b 1'-9" d Notes: 1. Above spans do not Maude length of Imes brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.3 -110E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF Aluminum Alloy 6061 T$ Hallow and -" Single Self -Mating Beams 2'-0" T-0' 4'-0" Tribute Load Width 5'-0' 6-0" T-0" 8'-0" 10'-0' 112.-0" Allowable Span W / banding W or deflection'd' 14'' 16'$" 18'-0" tlr-9" d2' x 4" x 0.050' Hollow 13'-T dk2Z4r 1(Ur d 9'S' d 8'-11" d 8'-T d T-11" dRZ-1 T-1' d 6-10" d 6$' d 2" x 5" x 0.060' Hollow 1T-0' d 13'-9' d 17-90 d tY-0' d 11'-S d 10'-11' d 10'-1' d T-1' d 8'$" d 8'-4" d 2" x 4" x 0.045 x 0.088" 15'-T d 12'-4" d 11'-5" d 10'-9' d 10'-3" d 9'-10' d T-1' d 8'-T d T-9' d T3' b 2" x 5" x 0.050' x 0.116" SMB 19'-0" d 15-1' d W -O" d 13'-T d 12'-6' d IV -11"d 11'-1" d 9'-11' d 9'S b 8'-10" b 2" x 6" x 0.050" x 0.120" SMB 2Y -T d 1T -T d 164" d IF -T d 14'-T d 13'-11' d 17-117d 11'-0' b 10'-4' b 9'-9" b 2" x 7" x 0.055' x 11.120" SMB 25'-2' dd 19'-11'd 18'-T d 1T$' d 16'-T d 15-10"b 14'-2' b 11'-11" b 11'-T b 10'-T b 2" x 8' x 0.070" x 0224" SMB 30'-6' dd 24'-2" d 2YS" d 21'-1' d 2g'-1' d 19'-Z d 1T -10'd 15-11'd 15'J' d 14'$' d 2" x 9' x 0.070" x 0204" SMB 3Y-10"dd 26'-1" d 24'-2" d 2Y-9' d 21'; d 20'$' d V9r Z dd 1T 2" d 16'-5" d 15S b 2" x 9' x 0.082" x 0.326" SMB 353' d 30'-10" d 2T-11' d 25'-11' d 24'S d 23'J' d 2Y-3- d 20'-T tl 19'-5' d 18'S' d 1T$' d 16-11' d 2" x 10' x 11.090' x 0.374" SME 41'-1' d 1 W-11' d I 3Y -T d I 30'-4" di 28'$' d I 2T-1' d 25-11' d 1 24'-1' d I 2Y$" d I 21'-6' d I 20'-T d 19'-9" d Note: 1. It Is recommended that the engineer be consulted on any miscellaneous haming beam that spans more than 40' 2. Spans are based on wind load plus dead bad for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be Interpolated. Table 3AAAA-110 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #ISF Aluminum Alloy 6061 T-6 Self Mating Sections 5-0" Tdbuta Load Width'W': Punin Spacing 6-0" T-0" 8'-0" Allowable Span 'L' / bending'& or deflection'd' r x 4" x 0.045 x 0.088" 15.4' d 14'3' b 13'-T b 1Y-4" b 11'-T b 11'4' b 10'-8' b 10'-7' b 2" x 5" x 0.050' x 0.116- 16.9' d 1T-2- b 15-11' b 14'-10' b 14W b 13'4' b 1Y$' b t Y -T b 2" x 6" x 0.050" x 0.120" 20'-7' b 11YAT b ITS b 16'3' b 15'-4' b 14'-7- b 1T-11" b 13'-4' b 2" x 7" x 0.055" x 0.120" 2TS b 2W -F b 18'-11' b 1T-9" b 16'$' b 15'-10' b 15-1" b 14'-6' b T x 8" x 0.070' x 0224" 30'-1' d 28'-4' d W-11' d 25-3' b 23'-10' b 2Y -T b 21'-T b 20'$' b Y x 9" x 0.070" x 0204" 32'5 d 30'-7" b 27'-10' b 26-0' b 24'-7' b 233" b 27-2' b 21'3' b 2" x 9" x 0.082' x 0.326' 34'-70' d 3Y-9" d 31'-Y d 29'-9' d 28'$' d 2T$' d 26'-9' d 26'-0' d Z" x 10" x 0.090" x 0.374" 4U-7' d 363" d 36'4' d 34'A' d V-5" d 3Y-3' d 1 31'3' d 30'-0" d Notes: 1. Tables assume extrusion oriented with longer extrusion denenson pam8el to applied load. 2. spans may be Interpolated. Table 3A.2 E 6061 110 Allowable Upright Heights, Chair Rall Spans or Header Spans Under Solid Roofs Proprietary Products: Eagle Metal Distributors, Inc. 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans maybe interpolated. Table 3A.3 Schedule of Post to Beam Size Minimum post I beam may be used as minimum knee brace Thru-Bolts Knee Brace Min. Length Max. Length T x 2' x 0.043' V-4' Y-0- 2' x 2' x 0.043' 1'-0' Y-0' 2' x 2" x 0.043' 1-0' Y-0" T x 3" x 0.045 1'$' 2'$' T x 4' x 0.050' 71S" 3'-0' EAGLE 6061 ALLOY IDENTIFIERTM' INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique 'raised' external identification mark (Eagle 6061 T) and its location next to the spline groove, to signify our 6061 alloy exWsions. It Is ultimately the purchaser's / contractors responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this Identification mark to simplify identification when using our 6061 -Alloy products. - - -------- -- - - A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should took for the Identification mark as specified below to validate the use of 6061 engineering. <- EAGLE 6061 I.D. DIE MARK 0 Q rnJ~ W2 J 0 U. W O ZO U U. WW U OZQ ZO t= QU LL 0ZZ 2OWrnWz WO U. O? oro Q ~ rnz_ W 0 O f. W Z LLWRo: WWWtoZQ Z wZJwa K C6OWLLJ OWr J Q f!) Z Z fn Q IL 20 m J W UJ0 Z 2W W C-6 ir fJ LL CL J i Q O V) Z Q W n W Z U O U Q fn CO R CD r Orn N J W ar LL W LLL yj? mai C7 co x I L w m Lr. e; O ISjti na) 0) co r7 n a N CoVtm d U > p m C U rng 0 WW 0 0 rC E CL V) o' 0 m 00U rAc m ma LL 0 N u! a WZZwm uj wUZWK g O ZO InN Wa LL W 3 W I- f- O f- 0: 0- Z Z WO W Ox Z EU, O 0OOiYaLu w OF- O Z a w W SEAL tr W ZSHEET UWrnJ = WZW Lr 8-110 Z Q LLK n12 Wm 08-12-2010 OF 0 Table 3A.1.1-120 E Eagle Metals Distributors, Inc.' Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF (48.3 #/SF for Max. Cantilever) Aluminum Alloy 6061 T-6 2" x - x .043" T-0" 4'-0" Tri Load Width 5'-0' 6-0" T-0" 8'-0" 10'-0" I 1T-0" 1 Allowable Span'L• / bending W or deflectlon'd' 14'-0" 1 3" x " x 04 2" x 4" x 0.050" Hollow 17-10' d 11'-3' d 1 V-2' d 9'-6' d 8'-11' d B'S d 8'-1' d T-6' d T-1' d Load Width (R) Max.Span'L'/(bending 2 Span 3 Span V ordeflection'd') 4 Span Cantle er Load Max. Span' L• I(bend in 'b' or deflection'dJ lvl1Width (ft) 1 & Span 3 Span 4 Span Cantilever2ver 5 5--1' d 6J' d 6'4' d 0'-11' d 5 5-9' d T-1' d T-2' d 1•-1' d 6 4'-9' d 5-10' d V-11" d 0.11' d 6 9-5' d 6'-0" d 6'-g' d 1'-0' d 7 4'-6' d S -T d 5*4r d 0'-10' d 7 5-1- d 6'4' d 6'S d 0'-11' d 8 4'4' d 64' d 5'-5" d 0'-10' d 8 4'-11" d 6'4' d 6'-Z' d 0'-11' d 9 4'-2' d S-2- d 5`-3' d 0'-10' d 9 4'-6' d 5-10" d F-11' d 0'-11' d 10 4'-W d 4'-11' d 5'-1' d 0'-9- d 10 4'-6' d S -T d S-9' d 0'-10' d 11 3'-11' d 4'-10" d 4'-11' d V T d 11 4'-5' d 5-5" d 5'-6' d 0•-10' d 12 3'-9' d 4'-8' d 4'-0' b 0'-9' d 12 4.3' r d 5'.1' d 5-S d 0'-10 d x "x 0" @ 12- O.C. 2" x 10" x 0.090" x 0.389" SMB I 4"x4'x0.125' 2 x3 x 4 2"x Tx0.055"x0.135' 6)#14 14 Load Width (h') Max. Spa n'I:I (bending b' or deflection'd) 1 8 2 Span 3 Span 4 Span C.nt'lever Load - Max. Span'L' I (bond ng b' or deflection W) Width (ft) 1 & 2 Spark 3 Span 4 Span Cantilever 5 65'' d 8'-W d 8'-2" d 1'-3' d 5 T-0' d '8'-11' d V-1' d 1'-5' d 6 6-1' d T -T d 79' d 1'-2' d 6 6'-10' d 6'-5' d 8'-7- d 1'-4' d 7 5-10" d T-2' d T-4" d 1'-1' d 7 6'-V d T-11' d 8'-2' d 1•-3" d 8 T -T d V-10' d T40' d 1'-1' d S 6-2' d T-0' d T-9' d 1•-2' d 9 54' d 6-T d 6-9' d 1'-0' d 9 S-11' d T4' d T-6' d V-2' d 10 S -T d 65' d 6.6' d 0'-11' d 10 S-9' d T-1' d T-2' b 1'-1' d 11 5'-0" d 6-2' d 6'4' d 0'-11' d 11 5'-T d 6-10' d 6-10' b 1'-1" d 12 4'-10' d 6-0' d 6-1- d 1 0'41' d 12 1 5-5" d 6.8' d 6'-T b 1•-0" d 2 x 4 x 0.050- 2" x 5"x 0.060" Load Width (ft) Max. Span'I:I (bend ng Wor d ectlon'dl 1 &2 Span 3 Span 4 Span Max. Cantilever Load Max. Span'L•/(bond in 'b' or deflection'ti Width (ft) 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 g'-6" d 11'-8' d 11'-11' d 1'-10' d 5 17-1" d 14'-11' d 15'-3' d 74' d 6 V-11" d 11'-0' d 11'-3' d 1•-8' d 6 11'4' d 14'-W d 14'-4' d 7-2' d 7 8'5'' d 10'-6' d 10'-8' d 1•-T d 7 10'-9' d 13'-4" d 13'-T d Z-1' d 8 8'-1" d 10'-0' d 10'-2' b 1•-T d 8 10'-3- d 17-9" d 13'-0' d 1'-11" d 9 T -g' d 9-T d gr -7' b 1'-0' d 9 9'-11" d 1T -T d 12'-6" d 1'-11- d 10 TS' d 9-3' d g-1' b 1'-5' d 10 9'-7' d 11'-10' d 17-0- b 1'-10' d 11 TJ" d 6-11' b 8'-8' b 1'-5' , d 11 g'-3" d 11•-6- d 11'-5' b 1'-9' d 12 T-1" d 8'-T b 8.4' b 1.4' d 12 9'-0' d 11•-2' d 10'-11' b 1'-9" d Notes: 1. Above spare do not Include length of knee brace. Add horizontal distance from upright to ranter of brace to beam connecllah b the above spans for total beam spans. 2. Spans may be interpolated Table 3A.1.3 -120E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF Aluminum Allay 6061 T-6 Table 3A.2 E 6061 120 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs Proprietary Products: Eagle Metal Distributors, Inc. a Aluminum Alloy 6061 T-6 Hollow and Single Setf-Mating Beams 7-0' T-0" 4'-0" Tri Load Width 5'-0' 6-0" T-0" 8'-0" 10'-0" I 1T-0" 1 Allowable Span'L• / bending W or deflectlon'd' 14'-0" 1 16'-0" T-0" 2" x 4" x 0.050" Hollow 17-10' d 11'-3' d 1 V-2' d 9'-6' d 8'-11' d B'S d 8'-1' d T-6' d T-1' d 6-9" d 6S" d 6-2' d 2" x 5" x 0.060" Hollow 16-5' d 14'-4' d 17-11" d 12'-1' d 11'-4' d 10'-9' d 10'-4' d V -T d 9'-0" d 8'-T d 8'-T d T-10' d 2" x 4" x 0.045" x 0.088" 14'-8' d 17-10' d I V -S' d 10'-10' d 10'-T d 9'-0' d 9'-3" d 6-7" d 6-1' d T-0' b T -T b 6-g' b 2" x 5" x 0.050" x 0.116" SMB 1T-11" d 15-8' d 14'J" d 13'-3' d IZ-T d IV -10'd 11'4" d 10'-6' d T-11' d g'-3" b 8'5'' b 8'-2" b 2" x 6" x 0.050" x 0.120" SMB 20'-11' d 18'4' d 16.8' d 15-5' d 14'-T d 13'-10' d 13'-3" d IV -11"b Vr-11" b 10'-2' b 9'5'' b 8'-11' b 2" x 7" x 0.055" x 0.120" SMB 23'-10' d 20'-10' d 16-11- d 177- d 16'-6' d 15-T b 14'-T b 13'-0' b 11•-11' b 11'-0' b 10'4' b 9'-9' b 2" x 8" x 0.070" x 0.224' SMB 28'-10'd 25'-T d 27-10" d 21'-3' d 19'-11' d 18'-11' d 18'-T d 16-10' d 16-10"d 15-1' d 14'-5' d 13'-10" d 2" x 9" x 0.070" x 0.204" SMB 31'-1' d 2T-1' d 24'-8' d 27-11' d 21'-6- d 20'S d 19'-T d 18'-T d 1T-1' d 16-T b 15-T b 14'5'' b 2" x 9" x 0.082" x 0.326" SMB 334' d 29'-T d 265' d 24'-T d 23'-T d 21'-11' d 21'-0' d 19'5' d 18.4" d 1T -S d 165'' d 16-0' d 2" x 10" x 0.090" x 0.374' SM 36-11' d 33'-11' d 30'-10' d 28'-6' d 26-11' d 25'-T d 24'5'' d 27-9' d 21'5' d 20'4' d 19'S d • 18'-W d Note: 1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind Mad plus dead bad for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to ft above spans for total beam S. Spans may be Interpolated. Table 3A.1.4A-120 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 NSF Self Mating Sections or Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be Interpolated 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. Table 3A.3 Schedule of Post to Beam Size Minimum post / beam may be used as minimum knee brace Knee Brace Min. Length Thru-Bolts 1 11 1 1! " 1/4"0 318"e T x 2" x 0.043' 114' T-0" Beam Size Minimum Post Size Minimum Min. # Knee Min. Slltehing Knee Brace' Brace Screws Screw S aci Hollow Beams Z'x2*x0.043' 1.4' T-0" T x 3' x 0.045" 11-T TS' 2' x 4" x 0.050" 2" x 4" x 0.050" Hollow 3'x3"x0.090' 2 2"x 3'x0.045' 3 #8 Z" x 5" x 0.060" Hollow 3" x 3" x 0.090' 2 T x 3" x 0.045' 3 #8 Self -Matin Beams 2"x 4" x 0.048"x 0.109" SMB 3'x3'x0.090' 2 Tx3'x0.045' 3 #8 8 @ 12- O.C. 2"x5"x0.050"x0.131"Siva 3"x3"x0.090' 2 Tx3'x0.045' 3 #8 8 0 12- O.C. 2"x 6" x 0.050"x 0.135" SMB 3'x3'x0.0N' 2 2"x3"x0.045' 3)#10 10 @ 1T O.C. 2"x7"x0.055"x0.135"SMB 3"x3"x0.090' 2 2 Tx3"x0.045' 3)#10 10 @ 12- O.C. 2"x8"x0.070"x0.239"SMB 3'x3'x0.12S 3 2 7x4'x 0.048"x0.109" 3)#12 12 C 12- O.C. 2"x9"x0.072"x0219"SMB 3'x3'x0.125' 3 3 Tx5'x0.0S0"x0.131" 3)#14 14 0 12- O.C. 2"x9"x0.082"x0.321"SMB 4'x 4'x0.125' 4 3 Z'x6*x0.050"x0.135' 4)#14 14 @ 12- O.C. 2" x 10" x 0.090" x 0.389" SMB I 4"x4'x0.125' 5 4 2"x Tx0.055"x0.135' 6)#14 14 12- O.C. Double Self -Matin Beams 2)2 .0.239 "S B 2"x5'x0.050"x0.131' 1 6 1 4 1 2' x 4" x 0.048' X 0.109' 8)#12 12 12- O.C. 2 2"x9"x0.072"x0.219"SMB 2x6"x0050'x0.135' 6 4 2'XSx0.QS0'x0.131" 8)#14 14 1T O.C. 2 2"x9"x0.082"x0.321"SMB I 2xTx0.055'x0.135' 1 8 6 TxS'x0.050"x0.135 8)#14 4@1TO.C. 2 2"x 10"x 0.090" x 0.389" SMB 1 T x 8' x 0.07(r x 0.239' 1 10 8 T x T x 0.055"x 0.135' 10)#14 1 #14 @ 12- O.C. The minimum number of thru bolls is (2) Minimum post / beam may be used as minimum knee brace Knee Brace Min. Length I Max. Le th T x 2" x 0.043' 114' T-0" T x T x 0.043' 1'4" T-0' Z'x2*x0.043' 1.4' T-0" T x 3' x 0.045" 11-T TS' 2' x 4" x 0.050" 1'5' X (r EAGLE 6061 ALLOY IDENTIFIERTh7 INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised' external identification mark (Eagle 6061-) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchasers / contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this Identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final Inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. EAGLE 6061 I.D. DIE MARK O m a 2 w 9 W O ZO a U LL W WU OZ ZO i= U U. F Z w Z It N0-Z u- 0_1 0! ZW to O OOf LLZ w WWrQn 0 ulZJWiz W triOwLLJ J Q f) Z Q a 20 it 0 IX m CO) }- W 13 Z W C0 2 LU 06 U LL U } (L U Q N Z QWn W ZU O U) LU U Q U) 4 Co O toto J LuLLW ti ti w tL O 0 m c D. to I; C U to n m - 2toa o Cl) r a) m O m W JJ W SHEET W 8-120 12 08-12-2010 OF 0 7Z KLuIIIZ 7ZW E ZZW 0 Table 3A.1.1-130 E Eagle Metals Distributors, Inc. Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15.0 NSF (56.6 #ISF for Max. Cantilever) W. -In- All- rnri T -A x 2- x 0.04 ` Tributary Load Width 5--0` I 5-0" I To" 1 8'-0" 1 10'-0" I 12'-0" I Allowable Span 1: / banding b' or deflaction'd' 14'-0" I 15-0' 3" x 2" x .045" 2" x 4' x 0.050" Hollow 12'3' d 10'-0' d 9'49' d 9'-0" d 8'5-' d 5-1" d T-9' d Load Width (fL) Max. Span'L' I (banding b' or deflaction 'dy 1 8 2 Span 3 Span 4 Span Cam aver Load Max. Span'L' I (bend in 'b' or donection'dl Cantle erWidth (fL) 1 8 2 Span 3 SpanKV-10" 5 4'-10' d 5-11' d 6'-1' d 0'-11' d 5 5'-S d F-9" d 7"-6" d 1'-0' d 6 4'•6" d 5'-T d 5'-9` d 0'-10' d 6 S -Y d 54' d 12'-8' d 11'-11' d 0'-11' d 7 4'4" d 5'4' d S-5- d 0'-10' d 7 4'-10' d 6'-0' d 11'-Y b U-11' d 6 4'-1' d 5-1' d 5-Y d 0'A' d 8 4'-8' d 6-9" d T -T b 0'-11' d 9 T-11' d 4'-11' d 4'-11' d 0'-9` d 9 4-6' d S-6" d 18-8 0'-10' d 10 3'-10' d 4'-9' d 4'-10' b 0'-9' d 10 4'4' d 5'4' d x 10` x 0.090' x 0.374" SM 37'-1' d 1 32'5-' d 1 29'5-' d I 0'-10' d 11 3'-0" d 4'-T d 4'-T b 0'-0' d 11 4-2" d 5-2" d @ 12" O.C. U-10' d 12 3'-T d 4'5-' d 4'4' b 0'-V d 12 4'-1' d 5.0' d 5'-0' b 0'-9' d x x0.0 0" YX6'x0.050"X0.135- 4'M 14 2"x 3`x 0.045' 2"x 10'x0.090"x0.389"SMB 4'x4 -x0.125- 5 Load Width (fL) Max. Span 'L'/(bending b'or deflaction 'd 18.2 Span 3 Span 4 Span Max. Cantilever Load Max. Span' L' I(bend in b' or deflectlon'dl Width (R) 1 8.2 Span 3 Span 4 Span Max. cantilever 5 6'-2' d T-8' d TAG" d 1'-2' d 1 5 6'-11' d 6'-6' d 8'-8' d 1'4' d 6 5-10' d T-3' d T4" d 1'-1' d 1 6 55' d 8'-0" d 8'-Y d 1'J' d 7 S -T d 6'-10' d 6-11" d 1'-1' d 7 6'-Y d T -T d T-9' d 1'-2" d 8 5-4' d 6'-7- d 6'-8' d 1'-0- d 8 5-11' d TJ" d T -S d 1'-1' d 9 5'-1' d 54" d 55' d 0'-11' d 9 SS' d 5-11' d T-1' b 1'-1' d 10 4'-11" d 6'-1' d 5-2* d 0'-11' d 10 SS' d T-9' d 6'-8' b 1'5' d 11 4'-9' d 5-11' d 6'-0' d 0'-11' d 11 5-4' d 6'-T d 6'4' b 1'-0' d 12 4'5-' d S-9' d S-10' d 0'-11" d 12 5-Y d 6'4' b 6'-1' b 0'-11' d 2`x4'x 2"x 'x 0.060- O6 " LoadLoad Width (IL) n'L'/ (bendingb'or daflectlon'd' 3 Span 4 Span vWidth(R)1 Load Max. Span 'L'/ (bend ng 'b'or deflectlon'd 8 2Span 3 Span 4 Span n{e er 5 11'-2' d 11'-5' d 1'-9' d 5 11'-0' d 14'J' d 14'-6" d 7-Y d 6 F2S 10'-0' d 10'-9' d 1'-T d 6 10'-10" d ITS' d 13'-8' d T-1' d 7 9-11' d 10'-1' b V-6' d 7 10'-3' d 175' d 12'-11' d 1'-11' d a 9'5-' d W -6w b 1'-6' d a 9'-10' d 17-Y d 17-5' d TAW d 9 9'-2' d a'-11" b 1'S' d 9 9-0' d 11'-8' d 11'-9' b TAX d 10 r-2*d 8'-9' b 8't" b 1'4' d 10 9'-T d IT -3' d 11'-2' b 1'-9' d 11 6'-11' d1 6'4" b 8'-1' b 1'4' d 11 8'-10" d 10'-11' b 1'-W d 12 5-9' d T-11' b T-9' b 1'3'd 12 5-7' d 10'-T d10'-8- 0'-Y b I 1'5-' d Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. Table 3A.1.3 -130E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF Ah -T.- All- nnnl TA Hollow and Single Self -Mating Beams 2'-0' 1 3'-0" 1 4'-0' 1 Tributary Load Width 5--0` I 5-0" I To" 1 8'-0" 1 10'-0" I 12'-0" I Allowable Span 1: / banding b' or deflaction'd' 14'-0" I 15-0' jKla7 2" x 4' x 0.050" Hollow 12'3' d 10'-0' d 9'49' d 9'-0" d 8'5-' d 5-1" d T-9' d T-2" d 6'-9' d 6'5-' d 6'-Y d 5-10' b 2- x 5" x 0.060" Hollow 15'-7' d 13'-8' d 17-5' d 11'5-' d 10'-10' d 10'-0' d 9'-10' d 9'-Y d 8'-7' d 8'-2* d T-10' d 7"-6" d 2" x 4" x 0.045" x 0.088' 14%W d 17-3' d 11'-Y d 10'4' d 9'-9' d 9'-3' d 8'-10' d 8.2' d T4' b T-2" b 64r b 6'4' b 2" x 5' x 0.050" x 0.116' SMB 1T-2' d ICA I' d 13'-7' d 12'-8' d 11'-11' d 113' d 10'-10' d 10'4' d 914' b 8'-7- b 8'-1' b T -T b 2" x 6" x 0.050" x 0.120" SMB 20'-W d 1TS' d 16-11"d 14'-9' d 13'-10' d 13'-Y d 12'-6' b 11'-Y b 10'-2' b T-5" b 8'-10' b 8'4' b 2" x 7" x 0.055" x 0.120' SMB 27-9' d 19'-10' d 10'-0' d 15-9' d 15-8' b 14'5-' b 13'-T b 12'-2' b 11-1' b 10'J' b T -T b T-1' b 2' x 8" x 0.070' x 0.224' SMB 2T -T d 23'-11' d 21'-10"d 20'-3' d 19'-1' d 18'-1' d 1T4' d 15-1' d 15-1' d 14'4' d 13'-8' b 17-11' b 2' x 9" x 0.070' x 0204" SMB 29'-T d 25-10' d d 231S 18-8 1T4' d 1-3 ' 15-1'- b IVA' b 134" b 31'-10d d 2 -d2 dd270'- 0' dd219- 161'' d 1' -d2d 8'-T d 6 d 15$2"x9'x0.082'x0.326"SMB d 15-11'd 15-3d2T-9' x 10` x 0.090' x 0.374" SM 37'-1' d 1 32'5-' d 1 29'5-' d I 2T4' dl 2S-9' d 1 24'S' d 1 23'4' d 1 21'-0' dl 20'5-' dl 19'5-' di 18'3' d 1T -10"d Note: 1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Sports are based on wind load plus dead load for framing. 3. Span Is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to ranter of trace to beam connection to the above spans for total beam spans. S. Spans may be interpolated. Table 3A.1.4-130 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF Self Mating Sections or Notes: 1. Tablas assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be Interpolated. Table 3A.2 E 6061 130 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs Proprietary Products: Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 1. Above spans do not Include length of knee trace. Add horizontal distance from upright to center of trace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.3 Schedule of Post to Beam Size Minnnurn post I beam may be used as minimum knee brace Knee Brace Min. Length Max. Length 2'x 2"x 0.043' 1'4' Z -(r 2"x 2"x 0.043" 114' 7-0' 2'x Yx 0.043" 1'4' 2'-0' Y x Y x 0.045' 1'5-' 2'-6' Y x 4' x 0.05(r 1'5-' 3'-0' EAGLE 6061 ALLOY IDENTIFIERTMI INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These Identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised' external identification mark (Eagle 6061 TM) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. el - EAGLE 6061 I.D. DIE MARK O JF W2 WQ W 0 ZO a V wV OZ ZO f= ULL_ f Z W 20 t2"yWZa0X O N W Zm0 O F HWOW zWWz WwW N2 ¢ O wZJWa t: N 0.5 J Q fn Z Z fn Q d 2 O W Z owW m fA J W W Z W 06 2 LLULL V a U Q M U) Z Q W ') W Z U O U U LU Q U) o N CO T- r z J I! WLL2LL# W r7 S)X li w 2 L O m a w ca C, L 0 Wu 0 0 N c E a CLoCo m N m U co m m LL 0 N t0 Thm Bolts l IN 318o jKla7 SEA Beam Sha Minimum Post Size Minimum Min. #KneeMin. Stitching Knee Brace' Brace Screws Screw S acro Hollow Beams 8-130 2"x4"x0.050"Hollow 3'x3"x0.090' 2 OF 2'x3'xO.045' 3 #8 2" x 5" x 0.060" Hollow 3" x 3' x 0.090' 2 2' x 3" x 0.045' 3 #8 Self -Matt Beams 2" x 4" x 0.048" x 0.109" SMB 3" x 3' x 0.090' 2 2"x 3' x 0.045' 3 #8 8 @ 12" O.C. 2" x 5'x 0.050' x 0.131" SMB 3x3"x0.090' 2 2"x3'x0.045' 3 #8 8 @ 12-O.C. 20x6"x 0.050'x 0.135" SMB 3x3"x0.090' 2 2'x 3'x 0.045' 3)#10 10 @ 12- O.C. 2"x7'x0.055"x0.135'SMB 3'x 3'x 0.090" 2 2 2'x 3'x 0.045' 3)#10 10 @ 12" O.C. 2'x6"x0.070"x0.239"SMB WxYx0.125" 3 2 2" x 4'x 0.048x 0.109' 3)#12 12 @ 12" O.C. 2'x9"x 0.072'x 0.219" SMB 3'x 3'x0.125' 3 3 2*x5*x0.050"x0.131' 3 )014 14 @ IT O.C. 2" x 9'x 0.082" x 0.321' SMB 4x4"x0.125" 4 3 YX6'x0.050"X0.135- 4'M 14 12" O.C. 2"x 10'x0.090"x0.389"SMB 4'x4 -x0.125- 5 4 2"x 7- x 0.055- x 0.1N; 6 #14 14 @ 12" O.C. Double Self -Mating Beams 2 2"x8'x0.070'x 0.239SMB Yx5'x 0.050'x0.131' 6 4 Yx4'X0.048"xO.te9' 8)#12 12012-0. 1212- x9'x0.072"x0219"SM118 2' x6'x0.050'x0.135' 6 4 2*x5'x0.0S0'x0.131' 6 #14 14 12" O.C. 2 2'x9"x0.082"x0.321'SMB 2"x'rx0.055*x0.13S' 8 6 2x6'x0.050'x0.135' 8)#14 1 #14 @ t2" O.C. 2 2'x10"x0.090"x0.389"SMB 2"x8"x0070'x0.239' 10 8 2'x7-x0.055'x0.135' 10)#14 14@12-O.C. The rrimimum number of Oyu bolts is (2) Minnnurn post I beam may be used as minimum knee brace Knee Brace Min. Length Max. Length 2'x 2"x 0.043' 1'4' Z -(r 2"x 2"x 0.043" 114' 7-0' 2'x Yx 0.043" 1'4' 2'-0' Y x Y x 0.045' 1'5-' 2'-6' Y x 4' x 0.05(r 1'5-' 3'-0' EAGLE 6061 ALLOY IDENTIFIERTMI INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These Identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised' external identification mark (Eagle 6061 TM) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. el - EAGLE 6061 I.D. DIE MARK O JF W2 WQ W 0 ZO a V wV OZ ZO f= ULL_ f Z W 20 t2"yWZa0X O N W Zm0 O F HWOW zWWz WwWN2 ¢ O wZJWa t: N 0.5 J Q fn Z Z fn Q d 2 O W Z owWm fA J W W Z W 06 2 LLULL V a U Q M U) Z Q W ') W Z U O U U LU Q U) o N CO T- r z J I! WLL 2LL# W r7 S)X li w 2 L O m a w ca C, L 0 Wu 0 0 N c E a CLoCo m N m U co m m LL 0 N a OWCD OZ WLULUZ 0ZW ZZWGo t0 W jKla7 SEA y SHEET J W 8-130 12 08-12-2010 OF a OWCD OZ WLULUZ 0ZW ZZ WGo Table 3A.1.1-140 E Eagle Metals Distributors, Inc. Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-182 MPH velocity; using design load of 17.0 #NSF (65.7 NSF for Max. Cantilever) Aluminum Alloy 6061 T$ 2'x2"X0.043' 14'-0" 1 16'-0' I 1B'-0" 3"x 2'x 0.045 T-9" d TS' d 6'-10' d 6'-6' d Load width (fl-) Max. Span •L' 1 (bend 1 8 2 Span 3 Span ng 'b' or deflection' 4 Span Cantilever Load Max. Span'L' I (bending V or deflection'd Width (ft.) 1 8 2 Span 3 Span 4 Span MM Cantilever 5 4'-7' d T-8" d S-10" d T-10' d 5 5'-3' d 6'-6' d 6'-T d 0'-11' d 6 4'4' d 54' d 5'S" d 0'-10" d 6 4'-11' d 6'-1' d 6'-2' d 0'-11' d 7 4'-2' d 6-1' d 5-2' d 0'-9' d 7 4'-8' d 5'-9' d 6-11' d 0'-11' d 8 T-11' d C-11" d 4'-11' d 0'-9' d 8 4'$' d S$' d S$' d 0'-10' d 9 TAW d 4'$' d 4•-9' b V-9' d 9 4'4' d 64" d 5'S' d 0'-10' d 10 3'$' d 4'S' d 4'$" b 0'$" d 10 4'-T d 5-2' d 5-2' b 0'-9' d 11 3'-T d 4'-5" d 4'4' b 0'$' d 11 4'-0' d 4'-11' d 4--11' b 0'-9" d 12 3'-S d 4'3' b 4'-1' b 0'$' d 12 3'-11' d 4'-10' d 4'-9' b 0'-9' d 3" x 2" x 0.070 y2 Cm in x cccc L W -1 0 O a 2" x 3- x 0.045" MJ :iiU >_ m lY C7 W Load d't' (m') Max. Span 1' /(bend in 'b' or deflection 'dj. 1 8 2 Span 3 Span 4 Span CaMax. r Load Max. Span'L' / (bend Width (d) 1 8 2 Span 3 Span ng 'b' or deflection'd 4 Span Ca Uax. lever 5 5-11- d T4' d T$' d 1•-1' d 5 6-T d 8'-2* d 8'4' d V-3" d 6 5'-7' d V-1 V d T-1' d 1'-i' d 6 6'-3' d T$' d 7'-10' d 1'-2' d 7 5'4' d 6-7' d 6$' d 1'-0' d 7 5-11" d T4' d TS' d T-1" d B 5'-1' d 6'J' d 6'S' d 0'-11' d 8 6-8' d 6'-11' d T -T b T-1" d 9 4'-11' d F-1- d T-2' d V-11- d 9 S-5' d 6-9' d 6'-T b 1'-0' d 10 4'-9' d 5'-10' d S-11' d 0'-11' d 10 6-3' d V-6" d 63' b 0'-11' d 11 4'-T d 5'-8' d 5'-9' d 0'-10' d 11 5'-1' d 6'-2' b 5-11" b 0'-11" d 12 4•-5' d 5-6" d T -7'd V-10' d 12 1 4'41' d 5'41' b 5--9' b 0'-11" d 2"x4"x0.050" 2'x5"x0.060" Load Width (fl') Max. Spa n'L'/ (bend ng 'b' or deflection' 1 8 2 Span 3 Span 4 Span Caa ver Load Max. Spa n'L'/ (bandIngV dth (IL) 1 8 2 Span 3 Span or deflaction 'd' 4 Span Cantilever 5 8'4r d 10•$' d 10'-11' d 1'$' d 5 11'-0' d 13'$' d 13'-11" d 7-1' d 6 8'-T d 10'-1' d 10'-W b 1£ d 6 10'-5" d 12'-10' d 13'-1' d 1'-11' d 7 T-9' d 9'-7' d 9$' b 1'-6" d 7 T-10" d 12'-2' d 17.5 d 1'-10' d 8 T -S' d 9'-T d 8'-11" b 1'-S d B 9'-5' d 11'-8' d 11'-9' b T-9' d 9 T-1" d 8'-6' b 8'S" b 1'4" d 9 9'-1' d 11'-T d 11'-1' b 1'-9' d 10 F-11' d 8'-3" b T-11' b 1'4' d 10 8'-9' d 10'-10" d 117$" b T-8" d 11 6$' d FIT b T -T b 1'3 ' d 11 8' d 10'4' b 10'-0' b 1'-T d 12 6$' d T$" b T3' b 1'3' d 12 8'3' d 8'-11' b 9'-T b 1 1'-T d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. Table 3A.1.3 -140E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-182 MPH velocity; using design load of 17.0 #/SF Aluminum Alloy 6061 T-6 Hollow and Tribute Load Width Single Self -Mating Beams 2%0" T -W 4'-0" 5'-0" V-0" T-0" 8'-0" 10--0" 1 12'-0" Allowable Span'L' / bendin 'b' or deflaction'd' 14'-0" 1 16'-0' I 1B'-0" 2"x 4"x 0.050" Hollow 11'-9' d 10'3' d 9'4' d 8'$' d V -T d T-9" d TS' d 6'-10' d 6'-6' d 6'-2' d VAT b S$" b 2" x 5" x 0.060" Hollow 14'-11' d 13'-1' d 11'-11' d 11'-0' d 10'-5 d 9'-10' d T -S" d 8'-9' d B'-3' d T-10' d T$' d T -T d 2" x 4" x 0.045' x 0.088" 13'5' d 11'-9' d 10'$' d T-11' d 9'4' d 8'-10" d 6$' d T-10' d T-3' b 6'48" b 6'3' b 5.41' b 2" x 5" x 0.050 x 0.116' SMB W -T d 14'4" d 13'-1' d 17-1" d 11'47 d 10'-10' d 10'4' d 9'-T b 8'-9' b B'-1' b T -T b T -T b 2' x 6" x 0.050" x 0.120" SMB 19'-2- d 16'-9' d 15-3" d 14'-T d 13'4' d 17-6- b 11'-9' b W-6' b 9-T b 8'-10' b 8'3' b T-10" b T xT x 0.055" x 0.120" SMB 21'-9' d 19'-W d 104" d 16'-1' d 14=9' b 13'-7' b 17-9' b 1l'S' b 10'-S b 9'-0' b 9'-0' b 9-6' b 2" x 8" x 0.070" x 0.224" SMB 264' d 23'-0' d 20'-11'd 19'-5" d 18'3" d 104' d 16'-7- d 16-5' d 14'-6' d 13'-9' b 17-10' b 12'-1' b 2" x 9" x 0.070" x 0204" SMB 2(r.F d 24-10' d 27$' d 20'-11' ill 19'-8' d 18'$' d 1T-11' d 16-7' d 154' b 14'-T b 13'-3" b 12'$' b 2" x 9" x 0.082" x 0.326" SMB 30'-6' d W-8' d 243' d 27$' d 21'-T d 20'-1' d 19'-3' d 1T-10' d 16'-9' d 15'-11' d 15'3' d 14'-8' d x 10" x 0.090" x 0.374" SM 3S -T d 31'-1' d ZB'-3' d 26-T d 24'$' d 23'5- d 275' d 20'-10' d 19'-T d 18'-T d 1T-9' d 17"-1' d Note: 1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind toad plus dead bad for framing. 3. Span is measured from center of connection to fascia or x 11 connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be Interpolated Table 3AAAA-140 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-182 MPH velocity; using design load of 17.0 #/SF Aluminum Allov, 6061 T-6 Self Mating Sectlons S -0"6,-o- Max. Lenqth TributaryLoad Wldtin'W' m Purlln Spaci T$" 0'-0" -09'" 10'-0"I 11'-0" Allowable Span'L' / bending'b• or deflectlon'd' Ir -0 - 2" x 4" x 0.045" x 0.008" 17.6" b 11'-5' b 10'-T b 9-11' b 9'4' b 8'-10' b 6S' b V-1' b 2" x 5" x 0.050" x 0.116" 15'-2" b 13•-10' b 17-9' b 11'-11" b 11'3' b 10'-8' b 10'-2' b 9'-9" b 2" x 6" x 0.050" x 0.120" 16'-7" b 15'-2' b W -W b 17-1' b 174' b 11'-9" b IV -2, b 10'$' b 2" x 7" x 0.055" x 0.120" 18'-0' b 165" b 16-3' b 14'3" b IT -s' b 12'-9' b 17-2' b 11=8' b 2" x 8" x 0.070" x 0224" 26.8- b 23'$' b 21'-9' b 20'4' b 19'-2' b 18'-T b 104' b 16-7' b 2' x 9" x 0.070" x 0204" 26$' b 24'-T b 27-5 b 20'-11' b 19'-9' b 18'-9' b 1T-10' b 1T-1' b 2" x 9" x 0.082" x 0.326" 30'-T d 28'4' d 26'-11' d 25'$' b 24'2' b 22•-11' b 21'-11" b 20'-11' b 2" x 10" x 0.090" x 0374" 36-2' d 33'-1' d 31'-5' d 30'-0' d 28'-11' d 2T$' b 264' b 2S3' b Notes: 1. Tables assume extrusion oriented with longer extrusion dimension paraw to applied load. 2. Spans may be Interpolated Table 3A.2 E 6061 140 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs Proprietary Products: Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated Table 3A.3 Schedule of Post to Beam Size Minimum post / beam may be used as minimum knee brace Thru-Bolts Screw Knee Brace Min. Length Max. Lenqth T x 2" x 0.643" 1'4' 7-0' Tx Tx 0.043' 1=4' Z -W 2'x T x 0.043' 1'4' 7-0' T x 3" x 0.045' 1'S' 2'$' T x 4" x 0.050' 1'$' 7-0' EAGLE 6061 ALLOY IDENTIFIERT''' INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised' external identification mark (Eagle 6061 TM) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchasers / contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this Identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. ell EAGLE 6061 I.D. DIE MARK iy" WrW o J Z a ZtriZ W Z fn Q v Q a W U o N Z J W WQ Z m u.3^ m Y U) >- W m W O W Z m Z W a Ito 2 06 to W o e W s g0U LLa o 08-12-2010 E o D U g U) J Q O C UQ W U) Z Q 9 Q. a W M rn Z Z Z 9 Z O `oU cal LP) WN w u J V) Q HF- U G Z O uj N F 4 V co Z N n a Z ZW LL tuWLL 6 KO LLI W 6'. O It O d W O LL ai 3 WO jti n W o o ami " n o y2 Cm in x cccc L W -1 0 O a M MJ :iiU >_ m lY C7 W 0) V iz O Z ulW F Z J ~ zy¢ 0 W o WZ Jiz d' O Lu M rn iy" WrW o L ZJ W SEAL E W SHEET W z J W ZZ Co 8-140 Z W 12 08-12-2010 OF Q REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON GS -16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS/RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/#8x 1" DECK SCREWS @ 16.O.C. VERTICALLY REPLACE VINYL SIDING ALTERNATE: 4" x 4" P.T.P. POST W/ SIMPSON 4'x 4" POST BUCKET INSTALLED PER MANUFACTURERS SPECIFICATIONS TOP & BOTTOM THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE r MANUFACTURED HOME ISTALL NEW 48" OR 60" UGER ANCHOR PER RULE iC @ EACH NEW PIER. ISTALL 1/2" CARRIAGE BOLT HRU PERIMETER JOIST AND TRAP TO NEW AUGER NCHOR ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4"= V-0" REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS -16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS/RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING 8-'L' BOLT @ 32" O.C. TYPE III FOOTING OR 16"x 24" RIBBON FOOTING W/ (2) #50 BARS, 2,500 PSI CONCRETE THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I sacra kern toren unh= KNEE WALL W/ 2 x 4 P.T.P. BOTTOM PLATE, STUDS & DOUBLE TOP PLATE NAIL PER TABLE 2306.1 FLORIDA BUILDING CODE EACH STUD SHALL HAVE A SIMPSON SP -1 OR EQUAL SHEATH W/ 1/2" P.T. PLYWOOD NAILED W/ #8 COMMON V O.C. EDGES AND 12' O.C. FIELD OR STRUCTURAL GRADE THERMAL PLY FASTENED PER THE MANUFACTURERS SPECIFICATIONS STRAP SIMPSON COIL STRAP OVER SHEATHING ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1W=1' -(r INTERIOR BEAM (SEE TABLES 3A.1.3) BEAM SPAN USE W/2 FOR BEAM SIZE) SEE INTERIOR BEAM TABLES AFTER COMPUTING LOAD WIDTH' LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED KNEE BRACE (SEE TABLES 3A.3) LENGTH 16- TO 24" MAX. ALL FOURTH WALL DETAILS POST SIZE (SEE TABLE 3A.3) MAX. POST HEIGHT (SEE TABLES 3A.2.1, 2) TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A MOBILE / MANUFACTURED HOME Table 3A3 Schedule of Post to Beam Size Nanenum poet / besrh may be used as muwrum knee baro 12" SCALE: 1/8"= V -W Knee Brow Min. Length Max Length Tx 2' 14' Mr. Tx 2'- n4' z••a' 2'x 2* 14' Z•0• rxr 11{' 2'-6 Tx 4- 1'•S 1., 1 @ e" O.C. 1 a 6- O.C. 312#/13SF STUD WALL OR POST 4 e 3A.8 Anchor Schedule for Composite Flanel RooM Components Connection Description 6o-100 MPH 110-130 MPH 140-150 MPH Receiving channel to roof 10 x (7+117) SMS 10 x (r+12") SMS 10 x fr+12') SMS panel at front wall or at the 1 @ 6' from each side 1 @ 6" from each 1 @ 6" from each receiving channel. of the panel and of the panel and of the panel and 0.024" or 0.030" metal 1 @ 12' O.C. 1 @ e" O.C. 1 a 6- O.C. 312#/13SF 114'x 1-12- lag 1/4' x 1-12' lag 318"x 1-12" tag Receiving channel to 1 @ 6" from each end of 2 @ 6' from each end of 2 @ 6' from each end of wood deck at front wall. receiving channel and receiving channel and receiving channel and 2 pine or p.t.p. framing 1 @ 24" O.C. 2 @ 24- O.C. 2 @ 24- O.C. 7121N30 -SF 1/4' x 1-12" Tapcon 114'x 1-12" Tepcon 316' x 1-12" Tapcon Relceving channel to 1 @ 6" from each end of 1 @ 6' from each end of 2 @ 6" from each end of wnrxate deck at front wall. receiving channel and receiving channel and receiving channel and 2,500 psi concrete 1 @ 32- O.C. 1 @ 24' O.C. 2 @ 24- O.C. Receivingchannel to uprights, 8 x 314" SMS 10 x 314' SMS h 14 x 314' SMS headers and other wall 1 @ 6' from each and 1 @ 4' from each end 1 @ 3" from each and connections of rmcoonent and of component and ofoornporientand 0.024" metal 1 @ 36" O.C. 1 @ 24" O.C. 1 @ 24.O.C. 0.030" metal 1 @ 48' O.C. 1 @ 32- O.C. 1 @ 32- O.C. 114'x 1-12' lag 1/4" x 1-12' lag 318"x 1-12" lag Receiving channel to existing 1 @ 6" from each end 1 @ 4" from each end 1 @ 3" from each end structure, wood beam, host structure, deck of component and of component and of component and or Infiwnneost tlons to wood 1 @ 30' O.C. 1 @ 18' O.C. 1 @ 21" O.C. Receiving channel to existing 114'x 1-314' Tapcon 1/4"x 1-12" Tapeon 316' x 1-12" Tapcon concrete beam, masonry wall, 1 @ 6' from each end 1 @ 4' from each and 1 @ 3" from each end slab, foundation, host structure, of component and of component and of component and or Infill connected to concrete. 1 @ 48- O.C. 1 @ 24" O.C. 1 @ 24' O.C. 1 @ 6' from each end 1@4 * @4" from each 1 @ 3" from each Roof Panel to top of wail of component and of component and of component 1@1T O.C. 1 a a- O.C. 1@6.O.C. a. To wood 10 x'r+1-12' 15x"r+1-12' tox"r+1-12" b. To 0.05* aluminum 10 x'r+12' 10 x'r+12" 10x"r+12" Notes: 1. The anchor schedule above Is for mean roof height of 0.20', enclosed structure. exposure "8', I - 1.0, maximum front wall projection from host structure of 16', with maximum overhang of Z, and IV wall height. There is no restriction on mom length. For structures exceeding this criteria consult the engineer. 2. Anchors through receiving channel into roof panels, wood, or concrete/ masonry shall be staggered side to side at the required spacing. 3. Wood deck materials are assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of anchors by 0.75. Reduce spacing of anchors for "C" exposure by 0.83. 4. Concrete is assumed to be 2,500 psi @ 7 days minimum. For concrete strength other than 2,500 psi consult the engineer. Reduce anchor spacing for "C' exposure by 0.83. S. Tapoon or equal masonry anchor may be used, allowable rating (not ulUmate) must meet or exceed 411# for 1-1/2' embedment at minimum 5d spacing from concrete edge to canter of anchor. Roof anchors shall require 1-114' fender washer. Table 4.2 Schedule of Allowable Loads I Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load / Maximum load area (Sq. FL) @ 120 M.P.H. wind load Diameter Anchor x Embedment 1 Number of Anchors 2 3 4 114"x1" 264#/11SF 528#/22SF 792#J33SF 1056#/44SF 114" x 142" 396#/17 -SF 792#!33 -SF 1188#150SF 1584#166SF 114"x242" 660#/28SF 1320N55 -SF 1980#183SF 26407#110SF 5116" x 1" 312#/13SF 624#126SF 936#/39SF 12481#52SF 5116" x 1-12" 468#20SF 936#/39 -SF 1404#/59 -SF 1872#/78SF 5116"x2-12" 780#!33 -SF 1560#/65SF 2340#/98SF 3120#1130SF 318"x1" 356#/15SF 7121N30 -SF 1068#145SF 1424fN59SF 318" x 1-12" 534#22SF 10661#45SF 1602JN67SF 2136#/89SF 318" x 2.12" 8901#37 -SF 1780#l/4SF 2670#l111SF 3560#/148SF Nota: 1. Anchor must embed a minimum of 2' Into the primary host w • / WIND LOAD CONVERSION TABLE: For wind Zones/Reglons other than 120 MPH (fables Shown), multiply allowable bads and roof areas by the conversion factor. RIBBON FOOTING SCALE: 1/2"= 1'-0" Minimum Ribbon Footing Wind #/ x Post Ancho Stud• Zone S . FL @ 48" O.C. Anchors 100-123 + 10 -14 1'-0" ABU 44 2P1 @ 3T O.C. 130 -140.1 + 30 -17 1'-0' ABU 44 SP1 @ 3T O.C. 140-2 -150 + 30 -20 1'-3' 1 ABU 44 1 SPH4 gh 48' O.C. Maximum 16' projection from host structure. For stud wags use 1/2x 8'L -Bolts @ 48' O.C. and T square washers to attach sole plate to looting. Stud anchors shall be at the sole plate only and coil strap shag lap over the top plate on to the studs anchors and straps shall be per manufacturers specficat ons. WIND REGION Applied Load CONVERSION FACTOR 100 26.6 1.01 110 26.8 1.01 120 27.4 1.00 123 28.9 0.97 130 32.2 0.92 140.1 373 0.86 140.2 37.3 0.86 150 42.8 0.80 Allowable Load Covorsion Factors for Edge Distances Less Than 9d Edge Distance Allowable Load MuIU hers Tension Shear 12d 1.10 127 11d 1.07 1.18 10d 1.03 1.09 9d 1.00 1.00 ad 0.£8 0.90 7d 0.95 0.81 ., 6d 0.91 0.72 Sri 0.88 0.63 Note: 1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between anchors shall not be less than 9d where d is the anchor diameter. 2. Concrete screws are limited to T embedment by manufaehners. 3. Values listed are allowed loads with a safety factor of 4 applied. 4. Products equal to yawl may be substituted. S. Anchors receiving loads perpendicular to the diameter are In tension. Anchors receiving loads parallel to the diameter are shear loads. Example: Determine the number of concrete anchors required by dividing the uplift load by the anchor allowed load. For a T x 6" beam with spacing -T-0 O.C.; allowed span - 25-9' (rabic 1.1) UPLIFT LOAD = 12(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = [12(25.757 x T x 7# / Sq. FL] /ALLOWED LOAD ON ANCHOR NUMBEROFANCHORS - 630.875#1300# = 2102 Therefore, use 2 anchors, one (1) on each side of upright. Table Is based on Rawl Products' allowable loads for 2.500 p.si. concrete. O m 0ro to ru 2 Wa W O zO Q U K WU Oza zO ULL z zWO zO Wz ZO F U F K W Z a 0OOU. OW a OOI' I- tYQ) LOU Z W W W Z Q 0 wZJW0- 0 LUOWLLJ J Q co Z (n :o Q 2 2 o n w Nzmc) 0 0 00 W c W } ~ 0 m y d = a W 06 U rn rn U -J X o J < 0 v U0 Z v Q Q Q c ch 0 v iA Z ZZ g W O Q m m Zw `o C U) U) LL r0 J col Q It 2 O COm J WLu u- rNir m # W 6 too 0- UJ two LL O om C U to Ctm tail W etc o 0) _r CO U > O mUo 06m m F p m SHEET U W QJ W W = z 9oz 0 y7 LL 08-12-2010 1 OF N v Oz 0KWWz zzW k zzW 12 0 ROOF PANELS GENERAL NOTES AND SPECIFICATIONS: 1. Certain of the following structures are designed to be married to Site Built block, wood frame or DCA approved modular structures of adquate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live load shall be 30 PSF. 5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard" Tables for allowable spans 6. When 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 U1 B0. B. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift bads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 112" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16" O.C. each wa 10. Spans may be interpolated between values but not extrapolated outside values. 11.Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1. 12. All fascia gutter end caps shall have water relief ports. 13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon sealent. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14.AII 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 CorobDund Cold Galvanizing Primer and Finisher. 16.Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless steel grade 3D4 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall not be used. ROOF PANELS DESIGN STATEMENT: The roof systems are main force resisting systems and components and cladding in conformance with the 2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using loads for components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 30; roof slope 0 to 20'; 1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00 for open structures, 0.18 for enclosed structures. All pressures shown are in PSF. 1. Freestanding structures with mono -sloped roofs have a minimum live bad of 10 PSF. The design wind loads are those for an open structure and are reduced by the ASCE 7-05 open monoslopeci factor of 0.75. 2. Attached covers such as carports, patio covers, 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 bads 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 rive loads use a minimum live load of 20 PSF or 30 PSF for 1408 and 150 MPH zones. Wind E 7 tion 6.5 Analytical Procedure for lass and modular rooms. loads are from ASC -05 Sec Yb 9 5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for roll formed roof panels by 0.93 and composite panels by 0.89. Design Loads for Roof Panels (PSF) Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D - Exposure "8- to "C- D" Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 INDUSTRY STANDARD ROOF PANELS w 1 lJ 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2"= V-0" 0 k- 12.00" 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE 2"= 1'4" WET 1 I12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2" = 1'-0" ALUMINUM SKIN TABLES E.P.S. CORE Z SIDE CONNECTIONS VARY Qa (DO NOT AFFECT SPANS) 48.00" Minimum live bed of 30 PSF controls in high vAnd velocity zonas. To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 713 on this page. Anchors for composite panel roof systems were computed on a bad width of 10' and a maximum of 20' projection with a T overhang. Any greater load width shall be site specific. COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2"= 1'4r PRIMARY CONNECTION: 3) It_: SCREWS PER PAN WITH 1' MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. (2) PER RAFTER OR TRUSS TAIL 10 x 3/4" S.M.S. @ 12" O.C. EXISTING FASCIA FOR MASONRY USE 1/4"x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1P2" S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAILS ROOF PANEL TO FASCIA DETAIL SCALE: 2" = V -W ROOF PANEL TO WALL DETAIL 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 1-1/2" x 1l8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL - x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED rn SCREW HEADS f SCALE: 2" =1'-0" w ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' 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) u. EACH # 'x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH 0 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # ' x 9116' TEK p SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #-* x 112" S.M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. U. IIGO-1231 130 1 140 1 150 1it 8 1 #10 1 #12 #12 ul EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: t l 10 x 3/4' S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA Exposure"B"lo"C" FOR FOURTH WALL CONSTRUCTION Exposure"B"to"D" Q: O Mean Roof Load Span Multiplier Load Span Multiplier Height' Conversion j c) 03 Z Z Conversion Z PAN ROOF PANEL Factor Bending Deflection Factor Bending Deflection 0-15, 121 0.91 0.94 1.47 0.83 0.88 IS' ---2W 1.29 0.88 0.92 1.54 0.81 0.87 20'-25' 1.34 0.86 0.91 1.60 0.79 0.86 25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 INDUSTRY STANDARD ROOF PANELS w 1 lJ 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2"= V-0" 0 k- 12.00" 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE 2"= 1'4" WET 1 I12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2" = 1'-0" ALUMINUM SKIN TABLES E.P.S. CORE Z SIDE CONNECTIONS VARY Qa (DO NOT AFFECT SPANS) 48.00" Minimum live bed of 30 PSF controls in high vAnd velocity zonas. To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 713 on this page. Anchors for composite panel roof systems were computed on a bad width of 10' and a maximum of 20' projection with a T overhang. Any greater load width shall be site specific. COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2"= 1'4r PRIMARY CONNECTION: 3) It_: SCREWS PER PAN WITH 1' MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. (2) PER RAFTER OR TRUSS TAIL 10 x 3/4" S.M.S. @ 12" O.C. EXISTING FASCIA FOR MASONRY USE 1/4"x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1P2" S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAILS ROOF PANEL TO FASCIA DETAIL SCALE: 2" = V -W ROOF PANEL TO WALL DETAIL 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 1-1/2" x 1l8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL - x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED rn SCREW HEADS f SCALE: 2" =1'-0" w ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' 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) u. EACH # 'x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH 0 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # ' x 9116' TEK p SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #-* x 112" S.M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. U. IIGO-1231 130 1 140 1 150 1it 8 1 #10 1 #12 #12 ul EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: t l 10 x 3/4' S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA ALTERNATE MOBILE HOME FLASHING 0 FOR FOURTH WALL CONSTRUCTION Z Q: O Z PAN ROOF PANELS O 6" x T x 6" 0.024" MIN. BREAK W FORMED FLASHING O LL j c) 03 Z Z W Z Ca Z PAN ROOF PANEL W0 H UW06 Z Ix Z W O J J ZF } Q rn 0 a EL Z 31 U W LL IX Q W 0c 2w IrU z W W K W Z Z Zw U Q.2 v CL o_ - mm LL H 00 Q o FS W U u- LL w W ILW POST AND BEAM (PER OTABLES) 0 w7L cc WwWyZ ALTERNATE MOBILE HOME FLASHING z 1J FOR FOURTH WALL CONSTRUCTION W a Q: O ro ui PAN ROOF PANELS SCALE: 2"= V-0" W INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE PAN 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. J Z Q 0 J in Q Z U) p W o 6 Q: O W Zp U O N U cjc) 03 Z m W Z Ca m W O aa H UW06 y Ix Z W o J J ZF } Q m 0 a EL c 31 U W LL IX Q W 0c U 0a W W m W Z Z Zw U Q.2 v CL LL H n Q o FS W U 4 R O 9 2 C'4 rpNm LLtU LL th W U rn x d W P LL U J 0 v D I; C D n m r o D m U > O mCUn: a c 3 cJco---I SEAL SHEET J ui WZ 10A m0 08-12- 010 OF 12 0rowwZ 0 Zw r - zZ m EXISTING TRUSS OR RAFTER 10 x 1-1/2' S.M.S. OR WOOD WOOD SCREW (2) PER — RAFTER OR TRUSS TAIL 10 X 3/4" S.M.S. OR WOOD — SCREW SPACED @ 12.O.C. a 98 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 2"= l -W #14 x 1/2" WAFER HEADED WOOD FRAME, MASONRY OR r S.M.S. SPACED @ 12- O.C. OTHER CONSTRUCTION FOR MASONRY USE: 2)1/4"x 1-1/4" MASONRY ANCHOR OR EQUAL @ 12.O.C. FOR WOOD USE: 14 x 1-1/2' S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I 10 x 3/4' S.M.S. OR WOOD SCREW SPACED @ 12' O.C. 1/2• SHEET ROCK FASTEN TO EXISTING FASCIA Q FOR FASTENING TO ALUMINUM USE TRUFAST FLOOR PANEL HD x ("P + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED D" EXPOSURE. ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 2" = 1'-0" WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "P. THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: IGO -1231 a 130 140 150 8 -1- #10 #12 #12 EXISTING TRUSS OR RAFTER 10 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 8 x 1/2' S.M.S. SPACED @ PAN RIB MIN. (3) PER PAN FLASH UNDER SHINGLE Sao _ 1-1/2" x 1/8"x 11-1/2" PLATE OF 6063 TS, 3003 H-14 OR 5052 H-32 HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL ROOF PAN TO SCALE: 2" =1'-0" EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL A DETAIL REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE 8 x 1/2' S.M.S. SPACED @ 8.O.C. BOTH SIDES FLASH UNDER SHINGLE HOST STRUCTURE SITE ROOF PANL HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2• =1'-0" 48 x 1/2" ALL PURPOSE SCREW @ 12- O.C. BREAKFORM FLASHING 6" x T x 6" 0.024" MIN. BREAK 6" 10" FORMED FLASHING ROOF PANEL' w WC OMPOSITE ROOF PANEL SEE SPAN TABLE) SCREW #10 x ('P + 1/2") W/ STRIP SEALANT BETWEEN FASCIA AND HEADER 1-1/4• FENDER WASHER 1/2• SHEET ROCK FASTEN TO RAFTER Q3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. PANEL W/ 1• FINE THREAD 7=7POSTANDBEAM (PER SHEET ROCK SCREWS @ 16'RATION NTHICKNESS BETWEEN TABLES) O.C. EACH WAYND EXTEND UNDER DRIP EDGE 1" PANEL IS DROP. FASTENING SCREW SHOULD/4" 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" THE FLASHING 03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE BE A MIN. OF 1" BACK FROM RISER OF PAN AS SHOWN SYSTEM SHOWN IS REQUIRED 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" THE EDGE OF FLASHING SEPARATION MINIMUM. 8 x 3/4" SCREWS @ 16" O.C. ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE 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 @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS 0 SCALE: 2"= l -(r NOTES: HOST STRUCTURE TRUSS OR 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. RAFTER Q3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 1" FASCIA (MIN.) 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. BREAK FORMED METAL SAME w NTHICKNESS AS PAN (MIN.) 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS EXTEND UNDER DRIP EDGE 1" DROP. MIN. ANCHOR TO FASCIA AND 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" z 03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE Q RISER OF PAN AS SHOWN 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" SEPARATION MINIMUM. 8 x 3/4" SCREWS @ 16" O.C. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. wU 8 x 1/2" SCREWS @ EACH RIB 0z ROOF PANEL z iE Q HOST STRUCTURE TRUSS OR a RAFTER la. ap z BREAK FORMED METAL SAME o Z. THICKNESS AS PAN (MIN.) O 1-1/2" x 1/8"x 11-1/2" PLATE OF 1' N MIN. ANCHOR TO FASCIA AND N 6063 T-5, 3003 H-14 OR 5052 O O H-32 1" FASCIA (MIN.) 8 x 1/2' S.M.S. @ 8" O.C. 10 x 1-1/2" S.M.S. @ 16' O.C.m y 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 o m @ 24" O.C.FOR WOOD USE 10 x 1-1/2" S.M.S. OR WOOD i SCREWS @ 12" O.C. ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS 0 SCALE: 2"= l -(r 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 Q3. 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 w INSTALLED. m 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. O 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" z 03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE QFLAPLIPOFTHEHEADERBACKFROMTHEEDGEOFTHEFLASHING. 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. wU 0zQ z HOST STRUCTURE TRUSS OR a RAFTER F - z BREAK FORMED METAL SAME o Z. THICKNESS AS PAN (MIN.) OEXTENDUNDERDRIPEDGE1' N MIN. ANCHOR TO FASCIA AND N RISER OF PAN AS SHOWN O O 1" FASCIA (MIN.) G 10 x 1-1/2" S.M.S. @ 16' O.C.m y 0.040" ANGLE W/ #8 x 1/2" a S.M.S. @ 4" O.C. 0 0LLLL COMPOSITE ROOF PANEL o m M•.:::•.:::.:...................... z•a i co 0w r-:- . w Z LL Kw HEADER (SEE NOTE BELOW)Z 8 S.M.S. 8" O.C. u) zx (d+1/2") @ jwa FOR MASONRY USE w 1/4"x 1-1/4' MASONRY LL EXISTING HOST STRUCTURE: ANCHOR OR EQUAL w 4 WOOD FRAME, MASONRY OR @ 24" O.C.FOR WOOD USE M - OTHER CONSTRUCTION #10 x 1-1/2" S.M.S. OR WOODV"a SCREWS @ 12" O.C. J Q D z (A 20 J O Q o LU LUJ UJI Z O_ W °6 W Z Z U} o J LU Q Q NZ a g W LL. 20 of U J Q 2 co r- 0 n k z J uj — 1 W LL LLI2 m6rn x 0_ W ``i$ 0 N K o n m c " C ` pppppp' n H.0 L moo - J m 0 >_ 0 m U o L Ln ca FJ 0 ww 0 r E n U) 0 r. m0 U v m' mv 0 U. 0 N 20 ALTERNATE ROOF PANEL TO WALL DETAIL ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL w SHEET SCALE: 2"= 1'-0" J wSCALE: 2"= 1'-0" ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT F S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAUIJKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH v 0 OBETWEENTHEWASHERANDTHEPAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2' SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. w N PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND y THE ABOVE SPECIFIED RIB SCREW. LL 12 08-12-2010 OF 0 N 0 0 0z uiw z 0 zw r_ zI m LNu CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF SPAN PER TABLES) 8 x 1/2" WASHER HEADED CORROSIVE RESISTANT SCREWS @ 8" O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT2//: ---A PLYWOOD / OSB BRIDGE FILLER COMPOSITE ROOF: 8 x "t" +1/2" LAG SCREWS W/ 1-1/4"0 FENDER WASHERS @ 8' O.C. THRU PANEL INTO 2 x 2 2"X 2"x 0.044" HOLLOW EXT 5/16"0 x 4" LONG (MIN.) LAG SCREW FOR 1-1/2" EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL ALUMINUM USE TRUFAST HD x (T + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. WEDGE ROOF CONNECTION DETAIL SCALE: T = l'-0" COMPOSITE PANEL 1"x 2" OR 1"x 3" FASTENED TO PANEL W/ (2) 1/4" x 3" LAG SCREWS W/ WASHERS FOR 140 8150 MPH USE 2) 3/8"x 3' LAG SCREWS W/ WASHERS 11 POST SIZE PER TABLES BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF 12 Q 6 SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4"= l -W EXISTING TRUSSES OR W IdI A p RAFTERS I A 81 II B II IIII HOST STRUCTURE Z II FASCIA OF HOST STRUCTURE 00 II 2"x -RIDGE OR ROOF BEAM a II II ( SEE TABLES) SCREEN OR GLASS ROOM UL— WALL (SEE TABLES) PROVIDE SUPPORTS AS REQUIRED W / VARIES I ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB SCREEN OR SOLID WALL ROOM VALLEY CONNECTION PLAN VIEW SCALE: 1/8" = l'-0' 30# FELT UNDERLAYMENT W/ in 220# SHINGLES OVER za COMPOSITE PANELS CUT PANEL TO FIT FLAT 10 x 2" S.M.S. @ 1T O.C. AGAINST EXISTING ROOF 0.024" FLASHING UNDER a EXISTING AND NEW SHINGLES FASTENERS PER TABLE 313-8 MIN. SLOPE 1/4": V) MIN. 1-1/2" PENETRATION 3) #8 x 3/4" S.M.S. PER PAN W/ wo 2 x"4 RIDGE RAKE RUNNER zO CAULK EXPOSED SCREW TRIM TO FIT ROOF MIN. 1" @ INSIDE FACE HEADS FASTEN W/ (2) #8 x 3" DECK EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR 1/4'x 8' LAG SCREW (1) PER114"x RAFTERS RIDGE BEAM - 2" x 6" FOLLOWS ROOF SLOPE ATTACH TO ROOF W/ RECEIVING CHANNEL AND 8) #10 x 1" DECK SCREWS AND (8) #10 x 3/4" S.M.S. RIDGE BEAM 2" X 6" EXISTING 1/2" OR 7/16" SHEATHING A - A - SECTION VIEW SCALE: 112"= l -W B - B - ELEVATION VIEW SCALE: 1/T =1' W B - B - PLAN VIEW SCALE: 1/2" =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) 114"x 4' THROUGH BOLTS TYPICAL) TRUSSES OR RAFTERS 2) 1/4" x 4" LAG SCREWS AND WASHERS EACH SIDE POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U -CLIP W/ (4)1/4" x 1-1/2' LAG SCREWS AND (2) 1/4"x 4" THROUGH BOLTS TYPICAL) RISER PANEL ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0" OR LESS PAN TO WOOD FRAME DETAIL FOR FASTENING TO WOOD SCALE: 2"= 1' 0 USE TRUFAST SD x ("t" + 1-1/2") AT 8' O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6' O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE'D" ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 18'-0" OR LESS 3) #8 WASHER HEADED SCREWS W/1'EMBEDMENT CAULK ALL EXPOSED SCREW HEADS AND WASHERS UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL O m J F UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER w LLO zO U COMPOSITE PANEL TO WOOD FRAME DETAIL 9 SCALE: 2" =1'-0" wU PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER 10 x 2" S.M.S. @ 12* O.C. EXISTING FASCIA SEALANT SUPER OR EXTRUDED GUTTER > a EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 m O SCALE: 2"= 1'-0" ~ O EXISTING FASCIA EXISTING TRUSS OR RAFTER 114"x 8" LAG SCREW (1) PER TRUSS/ RAFTER TAIL AND 1/4" x 5" LAG SCREW MID WAY BETWEEN RAFTER TAILS EXTRUDED OR SUPER GUTTER PLACE SUPER OR EXTRUDED in GUTTER BEHIND DRIP EDGE za SEALANT zO 10 x 2" S.M.S. @ 1T O.C. i= 1/2" 0 SCH. 40 PVC FERRULE a 3" PAN ROOF PANEL v LL MIN. SLOPE 1/4": V) z 3) #8 x 3/4" S.M.S. PER PAN W/ wo 3/4" ALUMINUM PAN WASHER zO CAULK EXPOSED SCREW z HEADS 2 m z U SEALANT 21.- 1/4'x 8' LAG SCREW (1) PER114"x w z TRUSS/RAFTER TAIL AND a 114'x 5" LAG SCREW MIDWAY O OLL BETWEEN RAFTER TAILS LL o WJO SUPER OR EXTRUDED GUTTER > a EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 m O SCALE: 2"= 1'-0" ~ O EXISTING FASCIA EXISTING TRUSS OR RAFTER 114"x 8" LAG SCREW (1) PER TRUSS/ RAFTER TAIL AND 1/4" x 5" LAG SCREW MID WAY BETWEEN RAFTER TAILS EXTRUDED OR SUPER GUTTER PLACE SUPER OR EXTRUDED z LL GUTTER BEHIND DRIP EDGE z SEALANT Luw I 10 x 2" S.M.S. @ 1T O.C. a Z5 1/2" 0 SCH. 40 PVC FERRULE w i SEALANT 1) # 8 x 3/4" PER PAN RIB Rw' SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL D SCALE: 2"= 1'-0' n DETAIL CAULK EXPOSED SCREW HEADS j z 3" PAN ROOF PANEL w MIN. SLOPE 1/4":11 a 0, SEAL 3" HEADER EXTRUSION w FASTEN TO PANEL W/(3) t r 8 x 1/T S.M.S. EACH PANEL o z z wU) 0 m 2 08-12-2010 ITIt .9 CD 9On J WrNi LL W LL m W m o IL w m 'L J o r mNon c U M nO QfD y N j LLI oa Q) J to O > O m c U R nm 0 w 0 cm E CLCL ul m00 m9 U m co m s U- 04N 0 N 0O rm z 2010 z SEAL SHEET wwz 0 zw l oC zw OF 12 p BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER BEHIND DRIP EDGE i EXISTING TRUSS OR RAFTER SEALANT 910 x 2" S.M.S. @ 24" O.C. 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL EXISTING FASCIA SEALANT 10 x 4' S.M.S. W/ 1-1/2"0 FENDER WASHER @ 12" O.C. CAULK SCREW HEADS & WASHERS CAULK EXPOSED SCREW HEADS 3" COMPOSITE ROOF PANEL MIN. SLOPE 1/4":1') 1/2'0 SCH. 40 PVC FERRULE EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2' = 1'-0" OPTION 1: t' + 3/4') AT 8" O.C. FOR UP TO 2' x x 0.050" STRAP @ EACH awm COMPOSITE CAULK EXPOSED SCREW W Y BETWEEN EACH SIDE W/ HEADS 3) #10 x 2" INTO FASCIA AND PLACE SUPER OR EXTRUDED 3) #10 x 3/4" INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: ptOW LU CL 1/4"x 8" LAG SCREW (1) PER y TRUSS / RAFTER TAIL IN 100 0 SCH. 40 PVC FERRULE LL M SEALANT 10 x 2' S.M.S. @ 24' O.C. m)3 3" COMPOSITE ROOF PANEL j m FOR COMPOSITE ROOFS: MIN. SLOPE 114":11 O o 10 x (t + 1/2") S.M.S. W/ EXTRUDED OR 3" HEADER EXTRUSION EXISTING TRUSS OR RAFTER FASTEN TO PANEL W/ SUPER GUTTER J 8 x 1/2" S.M.S. EACH SIDE EXISTING FASCIA @ 12" O.C. AND FASTEN TO SEALANT GUTTER W/ LAG BOLT AS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2" =1'-0" GUTTER BRACE @ 7.0" O/C CAULK SLOPE I i v 01 COMPOSITE ROOF SUPER OR HEADER EXTRUDED CAULK GUTTERSOFFIT 2"x 9" BEAM 2) #10 x 112" S.M.S. @ 16" O/C 2"0 HOLE EACH END FOR FROM GUTTER TO BEAM WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2"= V-0" ALTERNATE 3/4"0 HOLE GUTTER PAN ROOF AB 12 3/8' x 3-1/2" LOUVER VENTS FASCIA COVERS PAN & SEAM ® I/ OR 3/4'0 WATER RELIEF OF PAN & ROOF HOLES REQUIRED FOR 2-1/2" 3" RISER PANS GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8'x 4" LOUVER @ 12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-112" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2"= T-0" FLASHING 0.024" OR 26 GA. GALV. 2"x 2"x 0.06"x BEAM DEPTH + 4" ATTACH ANGLE "A" TO FASCIA W/ 2-3/8" LAG SCREWS @ EACH ANGLE MIN. 2" x 3" x 0.050" S.M.B. (4) 10 S.M.S. @ EACH ANGLE EACH -SIDE A—A B I A= WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: 2) 2" x 2"x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8"x 2' LAG SCREWS PER SIDE OR (2)1/4' x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4"x 1/8" INTERNAL U -CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 3/8" x 2' LAG SCREWS PER SIDE OR (3) 114"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 2-1/2" 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 0 MUST REMAIN FOR ANGLE STRENGTH yJ CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) ul SCALE: 2" = V-0" RIDGE CAP 8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS & WASHERS 8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: 8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER PAN ROOF ANCHORING DETAILS LLO zO Q ULL uj wv OZQ zO F SEALANT u PAN HEADER (BREAK- F FORMED OR EXT.) zw HEADERS AND PANELS ON o BOTH SIDES OF BEAM FOR z0 GABLED APPLICATION yz ZO U Lu Z PAN OR COMPOSITE ROOF IL PANEL 0 OLLLL 98 x 1/2" S.M.S. (3) PER PAN 0 -Lu ALONG PAN BOTTOM Q IL ROOF PANEL TO BEAM DETAIL mo WHEN FASTENING TO SCALE: 2' =1'-0" z ALUMINUM USE TRUFAST HD x C7 t' + 3/4') AT 8" O.C. FOR UP TO FOR PAN ROOFS: awm 130 MPH WIND SPEED EACH x LONG S.M. yEXPOSURE "D"; 6" O.C. FOR L11 WPER12" PANEL W/ 314" PER A ABOVE 130 MPH AND UP TO ALUMINUM PAN WASHER w z J150MPHWINDSPEEDptOWLUCL EXPOSURE'D"........ y 0 CAULK ALL EXPOSED SCREW LL M HEADS & WASHERS ROOF PANEL' m)3 PER TABLES SECTION 7) j m FOR COMPOSITE ROOFS: O o 10 x (t + 1/2") S.M.S. W/ SUPPORTING BEAM w 1-1/4"0 FENDER WASHERS PER TABLES) J @ 12" O.C. (LENGTH = PANEL THICKNESS + 1") ROOF BEARING ELEMENT SHOWN) AND 24" O.C. @ NON-BEARING ELEMENT (SIDE WALLS) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 2'= V-0" - oo wN LL 08-12-2010 J Q Z U) Q E 20 J Z O H e W W CZ O > I- W W U Z O J Q Q to Z D_ W LL D J Q Id' 9 Orn r,_ 2 J WrNi LL W ti W x d W E LL O 0 n m IL r C (~j c ID W o m ;m U > O m aa) o d J 0 ww 0 0 N cm E CLCL3 a N m 0 U v m a 2 LL 0 mN AUG 112A SHEET OD OF 12 z wwLuz 99zLu zzwm O1 x 0.024"x 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 118" x 3"x 3" POST OR SIMILAR 10 x 4" S.M.S. W/ 1/4x 1-112" S.S. NEOPRENE WASHER @ 8" O.C. SEALANT 8 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 3) 1/4"0 THRU-BOLTS CrYP.) 8 x 9/16"TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM @ POST DETAIL SCALE: 2"= T-0" 0.024'X 12' ALUMINUM BRK co MTL RIDGE CAP FASTENING OF COMPOSITE w PANEL' VARIABLE HEIGHT RIDGESEALANT BEAM EXTRUSION Z O H8x9/16' TEK SCREW @ 8' Of w J 0 O.C. ROOF PANEL to i- Z W Z pCAULKALLEXPOSEDSCREW to 0HEADSANDWASHERS 2"x— SELF MATING BEAM W C6 w U Z rno 1/8" WELDED PLATE SADDLE Z F— >- OW/ (2) 1/4" THRU-BOLTS 5 REBAR IMBEDDED IN TOP j UOFCONCRETECOLUMN (BY OTHERS) WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("C + 3/4") AT W O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE 'D" PANEL ROOF TO RIDGE BEAM 0— CONCRETE POST DETAIL SCALE: 2" = V -W 0.024' ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET W TYPICAL INSULATED PANEL SCALE: 2"= 1* -G* 8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS @ 24" O.C. ALTERNATE #8 x 1/2" S.M.S. W/ 11T 0 WASHER. 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 518" CORROSION RESISTIVE WASHER HEADED SCREWS. 5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24' O.C. FIELD ON EACH PANEL- 6. ANEL6. ALUMINUM END CAP WILL BE ATTACHED WITH (3)#8x 112" CORROSION RESISTIVE WASHER HEADED SCREWS. NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL 81.20 FOR H-14 OR H-25 METAL COVERED AREA TAB AREA 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2:12 SUBSEQUENTROWS STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'. APPLY ADHESIVE IN A CONTINUOUS BEAD 318' 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 UNDERTHE 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- 2000 COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE: N.T.S. COVERED AREA TAB AREA W/ 1" ROOFING NAILS INSTALLED PER MANUFACTURERS SPECIFICATION FOR NUMBER AND LOCATION MIN. ROOF SLOPE 2-1/2:12 O 0 0 0 0 o SUBSEQUENT ROWS 0 3/8" TO 1/2" ADHESIVE BEAD FORA 1" WIDEADHESIVE 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 2-1/2:12 AND GREATER 1. INSTALL PRO -FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 3. SEAL ALL SEAMS WITH BASF DEGASEAL TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL 4. APPLY 3/8"0 BEAD OF BASF DEGASEALw 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL 7116" O.S.B. OVER THE GLUE AND PANELS. ALL9W AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/2009 SUPPLEMENTS, 1507.38. 6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/2009 SUPPLEMENTS, 1507.3. 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK SCREWS @ 8" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6" 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. O Q ro J i w 0 zO ULL wU C2a zO F ULL zz 0 zO Nz ZO 0 z Ir21-z a OOLLOLL oW w a w°- m0 OHm Ow w mzwwNZ¢ U wZJwa K :s 0 .w.l 1 w u= U)~ 09 N_ y LL 08-12-2010 Q co w a: Z co Q 2 Uow w Z 20 J Z Z O H m Of w J 0 ui w to i- Z W Z p E m z w to 0 gWC6w U Z rno LL0 Z F— >- O m Zo j U EnLUv Q Z w Z CL v a 2 W LL 0O m v LL LL Z LL N o LL F J Q r F C Itct c0 9 i- Orn n Z N J W c-, ui LL Lu 2 c mILwWLL m O a) CL c v a) m ti r G I.I (/) N 2 L o `" O m U > O U U d ma) r cuJ M-YTJ2 io SEAL SHEET 10E QF 12 0 N X F h Table 7.1.1 Allowable Spans and Design /Applied Loads' (#/SF) ' Wind Open Structures" Mono -Sloped Roof assn Rooms b Attached Covers lass As ModularFscbsed s OverhangCantilever Zone 1 1 td2 3 4 1 3 4 All MPH s olid' a aMoad' s Mond' a Moad' s Mond' a ;.Id' spa Mond' a nlbad' spaennowr Roof. 1 -1' TS 25 T 1 5'-11' 2 T•5 fi' 26 T-2' 38 24 4 5-11 1 6'- e' 28 -4' 28 E 36 5S' 9' SS 11' 33 6'-1 33 641' 33 S-1 4 4 1' 65 i + Table 7.1.3 Allowable Spans and Design / Applied Loads' (#/SF) f Table 7.1.5 Allowable Spans and Design/ Applied Loads* (#lSF ' for Industry Standard Cleated Panels for Various Loads note: Total row panel WIM a room wgth+WON width +oVemang, -Oeshgn or appied We based M the atecave area of the panel now: ioanmwp3n8l WWM=momwkM+w8flwidth+ovamang. vesign or applied load treses on the anearve area of the panel Note: Total roof panel width- room width+ wap width+ overhang. 'Design or applied bad based on the affective area of file panel Table 7.1.2 Allowable Spans and Design /Applied Loads* (#/SF) Note: Total roof panel width =room width +wall width +overhang. 'Design or applied bad based on the effectve area of the panel. Table 7.1.4 Allowable Spans and Design / Applied Loads* (#/SF) for Industry Standard Riser Panels for Various Loads Nota: Total roof panel width =room width +wan width +overhang. 'Design or applied bad based on the affective area of the panel Nota: Total roofpenal wbtih - room Width +wap width +overhang. 'Design or appned bad based on the effedNe area ofthe panel U z 0 ! off 4 fy 4 3 Q $ h i J a Z U Eli OazJ C O r z QQ Q' U W LU o6 zW O z o V oe a a o Q w v W 2 Q W Lt. W ii W O U O U) QQ z J O QF tuU LL 0 f0 z r W nO 2 z J z2 LL ?LLQ UW 2 c0:- w ca LL S0U.1 z aid v m WW C aq- OLL OLL C U tom Ow m Q:r 3 Q O r0 Nto t a (JJ 43x W Q OR .. O() 0 m F C U O U- 1.1.1 3 W W J I 0OOV) z zW Z Oz o10F z Q LLR 12 WrD 08-12-2010 OF O I MANUFACTURERS PROPRIETARY PRODUCTS SET WITH DEGASEL 2000 OR EQUAL r CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE 0 0 a1 0 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 1 ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note: ELITE ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL ; Florida approved test lab & analyzed by SCALE: 2" = 1'-0" Lawrence E. Bennett & U180 Q W o Z In U) is d a Z0 m U O ui Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads' SF) Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads* (#/SF) y y J d m` 0" Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 Q W Z J m W 3' x 48' x 0.024" Panels Aluminum Alb 3105 H-14 or H-251.0 EPS Core DensityFoam 3' x 48' x 0.024" Panels Aluminum Allo 3105 H44 or H-25 2.0 EPS Con Dens Foam Q — W Wind Open Structures Mon lopsdRoofI Screen ooms & Attae vom lass ular ooms os zone erhangCantileverj nd n tructures oof Screen ooms & Attached oven lass Me u or Dome neloss orhang an ever ZN g ad• s Moad• s annooe s ard{oad' s Moad• s 'Pan/load, 13 20 16'-3 20 17-11 2 16'$' 23 15'-Y MPH s Moad' s aMoad' s Moad't13-6- 23 4-0' 45 MPH c anfload• s annoad' s Moad• s Moad• s annoad• s Moad' s Moad• s aMoad• s aMOad• 1 20'$' 13 23'-1' 13 4 1 16'-6' 18'-6 20 1T-70' 20 15'S' 23 1T-2 23 76- 4-0 45 W W 0i d co V_ LL N LL 1 18'-1 13 21-1 20'S" 1320 16'-10" 11 18-4' 14 20'$ 14 19'-10' 1425 16'S' 21 15'-11- 21 71'-11 32 13-4' 3 1T-10 1 16'- 1 18- 17 1T-11' 1730 15'-1' 25 13-3' 1g'- 3 12'-1 39 11$ 32 4' 55 9 4-0' 65 110 20'-7 14 275 14 21'$' 14 16'-1 1 1W-0 21 1TS" 21 13'-1 12 1 '-4' 17 1 $' 1 13'$ 30 16'S' 25 75'-11' 13.3' 3 1 -' 9 4' 65 tJ, 7 Q1 Z 16'-Y 1 18'-1' 17 1 'S' 1 32' 13'-5' 3 12'-11' 32 1a -r 41 11'-10' 41 11'-5' 41 4'-0' 69 18-2" 123 1T$' 17 18'-9' 1 19'-T 1 13'-Y 3 16'-1' 26 15'- 26 12'-71' 41 17$` 41 4'-0' 69 U. p V rq13015'-3' 20 1 -1' 20 16'$' 2035 17-9' 35 774' 35 9'S• 1 11'-3' 45 10'-10 17-11' 2 1 '-11' 15'4' 2340 71'-11' 40 11'-6' 40 9' S1 71'3` 45 10'-10' 45 3'-10' 45 T -T B9 111--4513D16'-9' 20 18'$' 20 18'-7' 2 1T$' 35 75'-4' 29 13'$' 35 1T-4' 4 11'-17' 45 4'-0' 77 1404 15'- ' 23 1 '- ' 23 16'-10' 23 11'$• 40 13'-1' 40 1T -T 40 17.4' 45 71'-17' 45 3-71' 09 ZO C140-1 IX Q Cr w140.2 17-11' 2 15'-11' 23 15'4' 2340 11'-11' 40 11$" 40 8'-9' 59 10'-4" 53 9'$' 1 12 32 13 2 72'-1 t' 322 11'-1' 46 1 -9' 46 B'- 68 9-Y 68 B-1 69 T-7' 89 3 ` 102 740-2 15'- 23 1T-5' 23 16'-10' 23 71'$• 40 73'-1' 40 17-T 40 11'4' 53 1g'-11' 53 3'-11' 89 15 13-2' 32 164' 6 1 -9' 26 10'-11' 1Y- 46 17'-9' 10'$' 60 1 4' 60 3$ 102 a t-• O 9nZ 0. Z 3 x "x 0.0 an® Aluminum AI t H-14 or H- 1. ore ensi oam x x 0. 0 ane s A um num 1 or H-2 0 ore ns oam V LL uJ 1 Wind n tnctures Mon ed oof en ooms &Attached Covers Glass & Modular Dome nelos Zone 1 1 3 4 1&2 4 MPH Moad•ad• Moad• Moad' Moad' s nnoad• s Moad• s Moad• arhangCantilever nd en fractures o 0o n Dome Attached overs lass Modular Dome ne os o ang Zorw 1 3 4 1 3 4 1 3 Cantlbver MPH s Moad• s annoad• s Moad• s aMoad' s Moad• s nfload• s oad• s Moad' s anlload• W W W a Z oaaMoad' s s s s 1 -Y 13 4'-9 13 13 1 $ 20 19'-9' 19'-1' ZO 16'$' 23 18'5 23 1T-70 17 1$' 14 24-1 1414 71-7-W-21 1 3 21 7B'$ 1 15'-3 27 1T-0' 27 16' 2 4-0' 45 27 4-0" 55 1 24 $' 13 2T-1 13 26- 13 1 -0' 20 21'$' 20 -11 20 18'-1 23 20-2' 23 1 '$' 23 4 45 11 23-T 14 26'4 14 25$ 1 18-11 21 21-Y 21 20'S 21 16'$ 2 18'$ 27 18-0' 2 4-0' 55 U Z U J LL W o W 1 7 $' 1 21-9 171 15'-1 25 1 $' 25 1T-1' 25 12'$ 3g 15-T 15'-1NO 32 4-0' S 127 214' 17 23-10 1 -0 1 4' 25 19'4 25 1 '-9' 25 15'4 32 1T-7 32 16 32 4-0' 65 11 J N F 1 18-11 17 1- 1 17 155 26 1 3 26 16$' 2 1 -5 41 15'-2 34 13-4 30 iT-11' 20 20 13'4' 35 1 'S• 29 15'-t 29 11'-9' 45 13'-Y 4 1T 41 4'-0 45 4- 123 20'-9' 1 23-3' 1 27S 1 1 18'-11 26 18'-3' 6 13'-7" 41 16'$ 34 16'-1' 34 4-0" 69 130 1 - ' 1'-17 21'-Y 20 16'-1' 29 1T-11' 29 1T4• 17-11• 45 15'$• 38 15'-Y 38 4'-0' O F a O140.1 16'$' 23 18'$' 2323 17S" 40 15'-2' 34 13'$' 40 11'-9" 45 13'-2- 45 17-9' 45 4'-0' 89 140.1 18'-3' 23 20'S' 23 19'-9' 23 73'$• 40 16'- 34 16'-1' 34 72'-11' 45 15'$' 38 75'-Y 38 4'-0' 89140-2 16'$' 23 18'$' 2323 17S' 40 15'-Y 34 13'$- 40 10'-10' 53 17-2' 53 71'•9' 63 4'-0' 89 140.2 18'-3' 23 20'S' 23 19'-9' 23 13'-8• 40 16'- 34 16'-1" 34 11'-11' 53 13'4' 53 17-70' 53 4'-0' B9LL1501S$' 26 1T$' 26 26 71'$' 48 13'-0' 46 12'-7' 46 9'-T 68 11'S' 60 71'-0• 4 x x0.024" Panels Alum num Alb3105N•14 or - ora DensityFoam 60 3'-11' 102 150 iT-2' 26 79'-Y 26 18'$' 28 1T-9' 46 15'$' 39 13'-10' 46 11'-Y 60 12'$' 60 17-1' S1 4'-0' 102 4 x "x 4' anals um num AI o 1 -14 or H- ore ens oam H Wind fractures Mon I d oo CreanRooms Attache overs ass Modular Rooms Enclosed Zona 1 3 4 1 3 4 3 4 erhangCantilever ind n fractures Mon oof en Dome Attached oven lass Modular Dome nelosed erhang Zone 1 4 1 3 182 3 4 Cantilever W a MPH s Moad' s Moad• s Moad• s anlload• s Moad' s Moad'ad' s annoad• s aMoad• 1D0 20'$' 13 -2' 13 22'4' 13 16'S 20 18S 20 iT-10' 2023 1T-3' 2 16'$ 2 23 4' 45 MPH s Moad• s nnoad' s Moad• s Moad• s Moad• s Moad• s annoad• s aMoad' s Moad• 1 22'$' 13 25'4 73 24 S' 13 70.1' 20 3 20 19'- 20 16'-11' 23 18'-11 2 18'-' 23 4'-0' 45 ZO Z_ R r^p Z Of 11 -1 14 22'S 14 21-9 74 1 -2 21 18-0' 21 1 -5 Ti 16'-11" 27 15'4 72 18'-7 17 20'4' 17 19'$' 17 13'S 16 25 15-77' 25 -73'3' 39 —17-7-39 27 4' S5 4' 65 22'-0' 14 24'$ 14 23-7 14 1 -8 21 1 -9' 21 19-1 21 15'- 2 1 5' 27 1 -10' 2 4-0 55 19'-11' 1 3 17 -TI'S 1 16-Y 25 18-1' 25 7T$ 25 12'-11 3 16'-0' 32 15'$" 3 4-0' 65 Z J A wN–U=i 1 1T-9' 1 19'-1 17 19'- -f7 1 -2 16-2 26 –15'-' 41 77-11 41 12'S 35 41 4' 6 19'- 17 21'$ 17 20'-11' 1 15-1 26 1 $' 26 7 -1' 26 17$ 41 15-T 34 15'-1' 4'-0' 69 0' O VPZ LL W ti WO 130 16'-9' 78'9' 20 18'-1' 20 1T 15'4' 29 13'$' 3545 12'4' 4 11'-11' 15'-T 23 1TS' 23 16'-10' 23 11'$` 40 13'-1' 4 17-8' 4045 12'4' 45 11'-11' 45 4'-0' 45 T-11' 89 1B'4' 20'$' 20 19'-10' 20 1 29 76'-70' 29 16'-3` 29 17-1' 45 13'$' 45 73'-0' 45 4'-0` 77 1 -1' 2 79'-1' 23 18'S' 23 12'-10' 40 15' ' 34 1 '-0' 34 12'-1' 4 13'$' 45 13'-0' 45 4'-0" 89Rx V7 w140-1 Z c m 140.2 15'-T 23 1TS' 23 16'-10' 23 11'$' 40 13'-1" 40 17$' 409 77'4' S3 10'-71' S3 3'-17' 89 17'-1' 23 79'-7' 23 18'S' 23 17-70' 40 15'S' 34 15'-0" 34 71'-1' S3 17S' S3 12'-0' S3 4'-0' 89 26 11'_11' 13'-0 46 1T-11- 46 60 1T$' 60 11'4' 60 4'4' 102 f0= to LL, ca W 750 73'-Y 32 16'-9'_ 26 15'-10" 26_ 10'-11' 46. ]T-2'46 71'-9_. 46_68 10'$'_ 60 10'4' 4 x x anels Aluminum Alb 10 or 1.0 ore ons oam tructures on I 0o roan ooma& Attac ad oven lass Modular ooms losed WindJ-5 60 T-8- 102 orhang 16'-0' 26 1T-11' 28 1T-4" 46 10'S' xX. als uminum All 105N•14 or H• F.bT9ore ens Foam Wind n lructures Mo oof on come ttaeh overs lass M ular ooms ncbsed erhang K K C Zone 4 1 4 1 3 4 MPHad• s anlload' s aMoad' s Moad' s Moad' a aMoad' s aMoad• s Moad' s aMoad• Cantilever Zone 1 3 4 1 3 1 3 4 Cantilever MPH s Moad' s Moad' s Moad• s Moad• s Moad• s nlbad• s nBoad' s aMoad' s Moad' O U. u_ C U Co N n O 1 13 2S$' 13 26-9' 13 79'-1 20 274' 20 20'- 20 Ir -9' 23 19'-10 23 19'- 1114 25-11 14 25-1 14 18'-T 21 -9' 21 -1' 21 6 2 184' 2 1 - 23 4'-0" 45 100 26-Y 13 29' 13 283' 13 20'-70' 20 23'4' 20 22'- 20 1 S 23 21-9' 1-0 3 4'-0` 45 2 4-0 55 11 25- S' 14 04" 1 -9 21 -0' 2 1 -11 2 -1 2 1 S 2 4 S5 W O CD a CO a m L W If 120 1 -5 17 17 1T-0 25 19'-1 18'S 25 15-1 32 16'-1 32 1 3 32 4-0' 65 1 0 -11' 24-10' 1 78'$' 25 20'-10 25 -7 25 16 $' 32 18 S' 32 -10' 32 4'-0' 65 a W aM W rd o 11 27-10' 1 2T1'17 1 $ 26 18'- 2 1T-11 2 134 41 1 'S 34 15'-10' 34 4'-0' 69 1 -4 24'-2 17 1B'3' 26 20'S 26 19'$ 26 16-1' 34 1T-11' 1 4' 34 4-0' 6 1 0 1T4 29 19'5 18'-9" 15'- 3816'-11' 16'4' 38 4-0' 77 a) J r U > OO140.1 Wca 13020 1-T -16' 20 15'-10' 1T$" 1T-1 291 -8 4 75S' 38 1 23 20'-1' 23 19'-5' 23 73'S' 40 i6'4' 34 1S- 34 17$' 45 15'-5' 38 13'-9' 45 4'-0' 77 --10 45 4'-ir 89 140-1 V-11" 3 21'3' 23 16'-W 34 1T-11' 34 1T-3' 34 4S -Y 38 16'-11' 3tl 16'4' 38 4'-0' 89VV -1 H U 0: 140.2 1T-17 23 20'-1' 23 19'-5' 23 13'$' 40 16'4- 34 15'-9" 34 11'$' 63 13'-1' 53 1T$' 26 18'-10' 26 18'3' 26 17-T 46 15'3' 39 13'-r 46 10'-11' 60 72'4` 60 11'-11' 53 4'-0' 89 140.2 19'$" 3 21'3' 23 16'-0' 34 1T-17' 34 1T3' 34 17-10" 53 15'A' 44 75'-Y 44 4'-0" B9 60 4'-W 102 150 16'5' 8 19'-11' 26 73'-9' 46 16'$' 39 16'-Y 39 17-1' 60 13'S' 60 73'-0' 60 4'-0' 102 9 LL.rte15016'-10' Z W m Note: Total mot panel width =room width + wall width + overhang. *Design or applied load based on the affective area of the panel Note: Total roof panel width = room width +wall width + overhang. *Design or applied load based on the affective area of the panel W It W J ~ Z NQQOJ o N ZWa r ix C6 rn u- 'r a wa F 7 io U w r 0: J t, Z E W W U W SHEET WZ J ZZ oCO y 10Gul Z Q LLK nn ul 08-12-2010 OF C o 0 co MANUFACTURERS PROPRIETARY PRODUCTS 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 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 Note: Total roof panel width - room width + wag width + overhang. *Design or applied 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 & U180 Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval 11Fl. 5500 & FL 7561 Note: Total mor panel width =room width +wall width +overhang. 'Design or applied bad based on the affective area of the panel z R i9 m II . Q C LLod Z U) rn w O Q ~ oZ Zo 0 N m io R' O ,,^ LJ J of m U a W Z_ -.1m N> Z n g Lij w W °& Q rn U LL o C O = Z 5- 0m 0Z F QZi` W U N Z Z U. W w v Lu Z U M '0 3: n W w o Z J r O Q o LL q* uQS O y a Z r m Z V W h to? N O Z J W co R W O L—L JO R t Z d£ WZ c m 8 3 m 0_ Woe Z LU i : rd v Lu a. d o 09 C U m nO oW N O ` Co O m a.. i LLlco ILI o J_ m w 4t co O V> O m O H K C U aLuZLLo. p m Z ww J ~ rQtn o za e Q: W 9 OulLL J CEO n EL5U W V SCD mZ w Z_ SHEET J W 10H ZLu m Q ,LR' ZW 08-12-2010 OF 12 m z 2.00"* *2.00'* *2.00"* y ^< I I I II II o A= 0.423in? A= 0. Mn.l 0 13 0.043" Ix = 0.233 in' Ix = 2.303 in' C! Ocli Sx = 0.233 in? o Sx = 1.142 in? 6061 - T6 V 6061 - T6 o 4 2" x 2" x 0.043" HOLLOW SECTION NOMINAL THICKNESS: 1 z 30.045' WEB, 0.044' FLANGE ` s scaCE r= r-0• o I a A = 1.880 in' A = 1.071 in? F mSTITCHW/ O # 10x314' S.D.S: HIX HFAD @ 1r O.C. Ix = 17.315 in' o r 5TOPANDBOTTOMOFEACHBEAMIx = 2.750 in. Sx = 4.312 in. Sx = 1.096 in? 2" x 4" x 0.045" x 0.043" 6061- T6 6°61- T6 2.00^* SELF MATING SECTIONNOMINAL THICKNESS: NOMINAL THICKNESS: I SCALE r= 1-0' 0.045' WEB, 0.044" FLANGE 0.070' TYPICAL 5.00' A = 0.580 in? STITCH W/ (1) 910x3/4- S.D.S. HEX HEAD @ 12^ O.C. Ix = 0.683 in.'TOP AND BOTTOM OF EACH BEAMIt0.045'i7i Sx = 0.453 in? ` 2.00^ 2" X 8" X 0.070" x 0.112" 5" EXSCAD2 D G-0TTER 6061 - T6 r I 2" X SELF MATING SECTION 2 X 3 x 0.044" HOLLOW SECTION A = 1.049 in, SCALE 2"= 1'-0" JSCALE2"= 1'-0' Ix = 4.206 in' Q c ui g Sx = 1.672 in? _ Q. Z fn `a 6061 - T6 Q 2 Wo W44NOMINALTHICKNESS: * 2.00' * M O U) N z 2,0(^ 0.050' WEB, 0.058' FLANGE I I Z 0 W w ur Of H H m STITCH W/ (1) #10x3/4' S.D.S. HEX HD @ 12" O.C. >: V) } W m WEA TOP AND BOTTOM OF EACH BEAM OJ W Z Q. o z g A= 0.745 in? 2" x 5" x 0.050" X 0.058" a 0> W M X 0050' W ° v Ix = 1.537 in.' m ( 1)a rn gSELFMATINGSECTION Sx = 0.765 in.- fO W U 0 0 6061 - T6 r= 1'-0 Ogu) J Z QSCALE r2" A = 1.972 in? 2" x 4' x 0.050" HOLLOW SECTION U o SCALE 2' = T-0' Ix = 21.673 in' W U 4 m N Sx = 4.800 in? j F Q = w2.00' * 6061 - T6 V) Z U) a NOMINAL THICKNESS: o. 2 W W_ m Z 0.070" WEB, 0.10r FLANGE 0 0LU 0 200" EARAISED EXTERNAL IDENTIFICATION MARK TM' Z U LLSTITCHW/ (1)#1 Ox314- S.D.S. HEX HD @ 12' O.C. ¢ U) ^ 3t A= 1.187 in? TOP AND BOTTOM OF EACH BEAM FOR IDENTIFICATION OF EAGLE 6061 a o W o Ix = 6.686 in' LL J N r Sx = 2.217 in? 2" x 9" x 0.070" x 0.102" ALLOY PRODUCTS 1,_ Q 6°61-T6 SELF MATING SECTION SCALE r=," 0 A = 1.005 in? o = r' NSCALE r = 1'-0" Z 17: 0.060' Ix = 3.179 In NOMINAL THICKNESS: < < t Sx = 1.268 in? 0.050' WEB, 0.060' FLANGE Z F 6061 -T6 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. a a 2" x 5"x 0.060" HOLLOW SECTION TOP AND BOTTOM OF EACH BEAM 2" = r-0- 2" x 6" x 0.050" x 0.060" 2A°^ TM, u. J " 0 SELF MATING SECTION EAGLE 6061 ALLOY IDENTIFIER INSTRUCTIONS 0 o LL. w u- V WSCALE FOR PERMIT PURPOSES - W 6 is X SCALE 2"= 1'-0" 00 a W o LL m 3.00' -T To: Plans Examiners and Inspectors, W z tQ. v ? A= 0.543 in? = O N> Q. r o Ix = 0.338 in.' These identification instructions are provided to contractors for permit purposes. The detail below illustrates 0L v C U M 0.045" g co cli Sx = 0.335 in? 2,00" IC our unique "raised' external identification mark (Eagle 6061 TM) and its location next to the spline groove, to Q W m 8 a OSsignifyour6061alloyextrusions. It is ultimately the purchasers / contractors responsibility to ensure that the ¢ y co N m t r 6061 -T6_..,, .. cof proper alloy is used in conjunction with the engineering selected for construction. We are providing this W Ltl ro o W 3" X 2" X 0.045" HOLLOW SECTION A = 3.003 in.' identification mark to simplify identification when using our 6061 Alloy products. to 0 (D '' m Ix = 42.601 in` 1, L) SCALE r =1' o^ OR o' C U a c m Sx = 8.493 in? A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is z LL o 0 6061 -T6 purchased. This should be displayed on site for review at final inspection. W m F m cA= 1.351 in? NOMINAL THICKNESS: w tu J t' 0 Ix = 9.796 in.' 0.090' WEBW1, 0.187- FLANGE The inspector should look for the identification mark as specified below to validate the use of 6061 z 0 Sx = 2.786 in. eng neer ng. w Ja a 6061 - T6 STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12' O.C. TOP AND BOTTOM OF EACH BM O wEAm 3.00" -T NOMINAL THICKNESS: W A = 0.826 In. - 0.055" WEB, 0.060" FLANGE 2" X 10" x 0.090" X 0.187" w F SELF MATING SECTION 2 0.070' $ Ix = 0.4981n' STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 1r O.C. SCALE 2" = E fJ 0 N Sx = 0.494 in? TOP AND BOTTOM OF EACH BEAM c7 fins, -T6 2" x 7" x 0.055" x 0.060" co s W 3" x 2" X 0.070" HOLLOW SECTION SELF MATING SECTION Q_ W SHEET z SCALE 2'= V-17 SCALE 2" = 1'-0' W wEAGLE6061I.D. F DIE MARK W = 11to ZW tl' n m 08-12-2010 OF n GENERAL NOTES AND SPECIFICATIONS: 1. The Fastener tables were developed from data for anchors that are considered to be "Industry Standard" anchors. The allowable load's are based on data from catalogs from POWERS FASTENING, INC. (RAWL PRODUCTS), other anchor suppliers, and design criteria and reports 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 ahoy 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, 1/2" 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 live bad / applied kdad shall be 30 PSF. 5. Spans may be interpolated between values but not extrapolated outside values 6. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 7. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 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 Associaton and should not be used. 9. 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. SECTION 9 DESIGN STATEMENT: The anchor systems in the Fastener section are designed for a 130 MPH wind load. Multipliers for other wind zones have been provided. Allowable bads include a 133% wind load increase as provided for in The 2007 Florida Building Code with 2009 Supplements. The use of this multiplier is only allowed once and I have selected anchoring systems which include strapping, nails and other fasteners. Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing As Recommended By Manufacturers) Self -Tapping and Machina Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi Table 9.1 Allowable Loads for Concrete Anchors Screw Size d=diameter Embedment Depth In.) I Min. Edge Dist 8 Anchor Spacing Sd On.) Allowable loads Tension Shear 139 ZAMAC NAILIN (Drive Anchors) 2DO 114' 1-12' 1 1-114' 2' 1 1-1/4' 1 273# 1 316# I 236# 236# 0.190' TAPPER (Concrete Screws 161 177 3116" 1-114" 15116' 1-3/4" 15116' 288# 371# 167# 259# 1/4- 1.114" 1-114" 1-314- 144 427# 544# 200# 216# 3/8" 142' 1-9/116" 1-14" 3-318" 511# 703# 402# 455# 12" POWER BOLT Expansion Bolt fi_14- 3f8" 114" 2" 1414" 624# 261# 5116" r 1-718" 936# 751# Angle 3-12" 1-9116" 1,515# 1.425# 1n' 5" 1 242" 1 2.332# 2.220# 0.3125"232 POWER STUD(Wedge-Bolt 0) 265 114 2314' 1-114" 811 326# 318' 4.114' 1-718' 1,358# 921# 12" 6" 2-12' 1 2,271# 1 1.2189 518" r 2-1/4' 1 3,288# 1 2.202# Wadis Bolt 1/4' 2-12" 2-114" 878# 385# 318' 34W 1 3414" 1,705# 916# 12' 4' 3.314" 1,774# 1,095# Notes: 1. Concrete screws are limited to Y embedment by manufacturers. 2. Values fisted are allowed loads with a safety factor of 4 applied. 3. Products equal to rewl may be substituted. 4. Anchors receiving bads perpendicular to the diameter are In tension. 5. Allowable bads are increased by 1.00 for wind bad. 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving bads parallel to the diameter are shear loads. 8. Manufacturers recommended reductions ler edge distance of 5d have bean applied. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2`x 6' beam with: spacing = T-0' O.C. allowed span - 20'-S (fable 1.1) UPLIFT LOAD =1W(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = 12(20.42) x T x 10# / Sq. FL ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS= 714.70# =1.67 427# Therefore, use 2 anchors. one (1) on each side of upright Table is based on Rawl Products' allowable loads for 2.500 ps.i. concrete. mWBott Allowable Tensile Loads on Screws for Nominal Wall Thickness rtJ (Ibs.) Multipliers Tension Shear 0.164' 122 139 153 2DO 228 255 9d 0.190' 141 161 177 231 263 295 2160#- 58 09 - 356C10 SF3SF602-12890#-32 SF 1 :-9r Sr3 for Metal to Meta(, Beam to Upright Bolt Connections Fastener I Length of Number of Fasteners Diameter Embedment 1 2 1 3 4 178 196 256 291 327 12" L114' fi_14- 3f8" 212 232 305 347 389 529 r x r x 0.072" Angle 1-12' x 1-12' 3/16'(0.1887 203 223 292 333 374 1/4" 0.3125"232 265 291 381 433 486 661 13/4'x 13/4' x 13/4' x 1/8' 3B' 14 317 349 457 520 584 793 Angle RZ'x1/8"(0.125") 5116' 423 465 609 693 779 1057 TYPE OF FASTENER - Expansion Bolts Rawl Power Bolt or Equivalent Allowable Shear Loads on Screws for Nominal Wall Thickness rt (Ibs.) Screw/Bolt I 1205# - 34 SF 2410# - 68 SF 3615# -102 SF 4820# -136 S 3-12' 1303#-37SF 2606#-73 SF 3909#-110 SF 5212#-147S Ingle Shear 1806#- 51 SF 13612# - 12LSA 5418#-152 SFJ 7224# - 203 S 5" 1993# - 56 SF 13986# -112 SFJ 5979# -168 SFI 7972# - 224 S Nd 0.044" 0.050" 0.055" 0.072" 0.082' 0.092" 0.125" 0.164' 117 133 147 192 218 245 0.190" 136 154 170 222 253 284 0210" 150 171 188 246 280 293K1114" 0.250' 179 203 223 292 333 374 508 0240" 172 195 214 281 320 358 487 0.3125" 223 254 279 366 416 467 634 0.375" 268 305 335 439 499 560 761 12" 0.50- 357 406 1 447 585 666 747 101s Allowable Shear Loads on Screws for Nominal Well Thickness r Ibs.) Bolt Double 5hear SW Nd 0.044" 0.050" 0.055" 1 0.072' 1 0.082" 1 0.092" I U525- 114' 0240" 343 390 1''6' 639 717 974 5116" 0.3125" 446 608 559 732 632 934 1269 318" 0.375' 536 610 670 1 878 1 998 1 1120 1522 12" 0.50" 714 812 894 1 1170 1332 1 1494 2030 Notes: 1. Screw goes through two skies of members. 2. All barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness of connacfion_ Use tables to select rivet substitution for screws of anchor specifications In drawings. 3. Minimum thickness of Imme members is 0.03E aluminum and 26 ga. steel. I Multipliers for Other Alloys I Allowable Load Coversion Multipliers for Edge Distances More Than Sd Edge Distance Multipliers Tension Shear 5d 1.00 1.00 6d 1.04 120 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 11d 121 12d 1.25 Table 9.5A Allowable Loads & Roof Areas Over Posts Allowable Loa Multi llers Tension Shear for Metal to Metal, Beam to Upright Bolt Connections 125 Enclosed Structures @ 27.42 #/SF Fastener diammin. edge min. Cr. No. cf Fasteners / Roof Area S distance to ctr. 1/Area I 2/Ama 3/Area I 4/Area 1/4" 112" 518" 1.454 - 53 2,908 -106 4,362 -159 5,819 - 212 5116" 318" 718" 1,894 - 69 3,788 -138 5.682 - 207 7:' 19-212 576-276 3/8" 314' 1" 2,272-82 1 4.544-1661 6,816 - 2491 9,088 - 331 112" 1' 1-114" 3.030-1101 6.060-2211 9.090 - 332 1 12.120 - 442 Table 9.5B Allowable Loads & Roof Areas Over Posts 2160#- 58 09 - 356C10 SF3SF602-12890#-32 SF 1 :-9r Sr3 for Metal to Meta(, Beam to Upright Bolt Connections Fastener I Length of Number of Fasteners Diameter Embedment 1 2 1 3 4 Enclosed Structures @ 35.53 #/SF Fastener diam. mln. edge min. ptr. No. of Fasteners / Roof Area S distance to car. 11Area 21Ar 3/Area 4/Area 12" 518" 1,454-41 2908-82 4,362-125 5,819-164fi_14- 3f8" 718" 1,894-53 3,788-107 5,682-160 7,576-213 314' 1" 2272 - 64 4,544 -128 6,816-192 9,088-256 1' 1-114" 3,030.85 6.060-171 9,090 - 256 12.120 - 341 Notes for Tables 9.5 A. B: 1. Tables 9.5 A & B are based on 3 second wind gusts at 120 MPH; Exposure "B'; I = 1.0. 2. Minimum spacing Is 2-12d O.C. for screws & bolls and 3d O.C. for rivals. 3. Minimum edge distance Is 2d for screws, bogs, and rivets. Allowable Load Conversions for Ed a Distances More Than Sd Edge Distance Allowable Loa Multi llers Tension Shear 12d 125 lid 121 10d 1.18 2.00 9d 1.14 1.80 8d 1.11 1.60 7d 1.08 1.40 6d 1.04 1.20 Sd 1.00 1.00 Table 9.2 Wood & 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 (27.42 # / SF) We un..d a,.,,t.,ns „th"r then 120 MPH. use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Number of Fasteners Embedment 1 2 3 4 For Wind Zonas/Regions other than 120 MPH 1" 264#-109F 528#-19 SF 792#-29 SF 1056#-39SF 1/4"e 1.12" 396#-14 SF 792#-29 SF IIBW-43SF 1584#-58 SF multiply allowable loads and roof areas by the 2-12' 660#-24 SF 1320#-48 SF 1980#-72 SF 2640#-96 SF conversion factor. 1" 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF 5;16"a 112" 468#-17 SF 936#-34 SF 1404#-51 SF 1872#-68 SF 2' x 4" it 0.044" z.,i2' LrL-2C SF 1560#.57 SF i 2340#-85 SF 3120#-114 SF REGION LOAD FACTOR 1'358#-I: b r 712#-26 SF 1068#-39SF .1424#-52SF 318"e 1-12" 534#-19 SF 108'- SF 2136#-78 SF 110 26.8 1.01 2160#- 58 09 - 356C10 SF3SF602-12890#-32 SF 1 :-9r Sr3 CONNECTING TO: CONCRETE (Min. 2,500 psi) for PARTIALLY ENCLOSED Buildings Fastener I Length of Number of Fasteners Diameter Embedment 1 2 1 3 4 TYPE OF FASTENER -"Quick Set" Concrete Screw Rawi Zamae Nallin or E IV tent) 114"0 1-1n" 273#-10SF 54b#-20SF 819#-30 SF 1092#-40 SF r 316#-12 SF 1 632#-23 SF 1 948#-35 SF 1 1264#-46 SF TYPE OF FASTENER= Concrete Screw (Rawl Tapper or Equivalent 3116"o 1-1/4' 288#-11 SF 576#-21 SF 864#-32 SF 1152#-42SF 13/4" 371#-14 SF 742#-27 SF 1113#-41 SF 1484#-54 SF 1/4"o 1.114" 365#-13 SF 730#-27 SF 1095#-40SF 1460#-53 SF 1-314' 427#-16 SF 854#-31 SF 1281#-47 SF 1708#-62 SF 318"o 1-12" 511#-19SF 1022#-37SF 1533#-56 SF 2044#-75 SF 13/4" 703#-26 SF 140611-51 SF 2109#-77 SF 2812#-103 SF TYPE OF FASTENER - Expanslon Bolts Rawl Power Bolt or Equivalent 318"0 10-3 S SF SF 200#-153SF 4370- 115 32#-17 3-1215#-57SF -715SF2#-172 SFJ 6300#-230 SF 12'0 3" 1399#-51 SF I 2798#-102 SFJ 4197#-153 SFJ 5596#-204 SF 5" 2332# - 85 SF 14664# -170 SFJ 6996# - 255 SFI 9328# - 340 SF Note: WIND LOAD CONVERSION TABLE: 1. The minimum distance from the edge of the For Wind Zonas/Regions other than 120 MPH concrete to the concrete anchor and spacing Tables Shown). between anchors shall not be lass than Sri where multiply allowable loads and roof areas by the d is the anchor diameter. conversion factor. 2. Allowable roof areas are based on loads for WIND APPLIED CONVERSION Glass / Enclosed Rooms (MWFRS); I = 1.D0. 2' x 4" it 0.044" Angle REGION LOAD FACTOR 3/16' 100 26.6 1.01 2"x S"x0.07r 110 26.8 1.01 1 -12'x1 -12'x1 -12"x0.124 120 27A 1.00 14 123 28.9 0.97 Uchannei 130 32.2 0.92 5116" 140-1 37.3 0.06 2" x 8" x 0.072" 140-2 1 37.3 0.86 1' x l' x 118' (0.125') 150 1 42.8 1 0.80 Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support Metal to Plywood 1W4ply S18"4 ply 1 314"4 ply Shear Pull Out Shear Pull Out Shear Pull Out Screw 0 lbs. (lbs.) (Ibs. Ibs.Obs.) lbs. 8 93 48 113 59 134 71 10 100 55 120 69 141 78 12 116 71 13178 143 94 1/ 132 70 145 88 157 105 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel Rivet Diameter Tension lbs. Shear Tension Ibs. Shear 1M' 129 116210 325 5/32' 187 263 340 490 3/16" 262 1 375 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size wl Wind Zone Use Next Larger Size for "C" c. Note: 1. # of screws to beam, wag, and/or post equal to depth of beam For screw sizes use the stitching screw size for beam / upright found in table 1.6. 2. For post attachments use wag attachment type = to wall of member thickness to determine angle or u channel and use next higher thickness for angle or u channel than the upright wag thickness. 3. Inside connections members shall be used whenever possible La. Use In lieu of angles where possible. 4. The thicker of the two members u channel angle should be place on the Inside of the connection O oossibte. Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH wind Zone (35.53 # 1 SF) re,., un".t p""r„"" ,.th"r the" 17n MPH. Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Dyna Bolts (I -M" and it Maximum Screw / Anchor Size Max Size of Beam Upright Attachment Type Size Description To Wall 0 To Upright/ Bea 0 2"x4"x0.044" Angla 1'xl'xO.045' 3116' 10 2' x 4" it 0.044" Angle 1' x r x 1/16 0.063 3/16' 12 2"x S"x0.07r U•channei 1 -12'x1 -12'x1 -12"x0.124 12' 14 2"x6-x0.07r Uchannei 1"x2 -118'x 1'x 0.050' 5116" 5116 2" x 8" x 0.072" Angle 1' x l' x 118' (0.125') 3/16, 12 2"xl0'x0.07T Angle 1-12'x1-12'1/16'(0.0527 1/4' 12 r x r x 0.072" Angle 1-12' x 1-12' 3/16'(0.1887 1/4' 14 rx 10'x 0ATr Angle 1 -12x1 -11T 1/6'(0.062') 1/4" 14 2"xrx 0.07r Angle I -WV x 1314' x 1/8'(0.125") 14' 14 2"x10"x0.072" Uchannal 13/4'x 13/4' x 13/4' x 1/8' 3B' 14 2" x 10" x 0.072" Angle 2" x T x 0.093" 318' 318' rx10"x0.07r Angle RZ'x1/8"(0.125") 5116' 5116' 2'x10'x0.072' Angle Tx2*x3f1S'(0.3137 12' 12' Note: 1. # of screws to beam, wag, and/or post equal to depth of beam For screw sizes use the stitching screw size for beam / upright found in table 1.6. 2. For post attachments use wag attachment type = to wall of member thickness to determine angle or u channel and use next higher thickness for angle or u channel than the upright wag thickness. 3. Inside connections members shall be used whenever possible La. Use In lieu of angles where possible. 4. The thicker of the two members u channel angle should be place on the Inside of the connection O oossibte. Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH wind Zone (35.53 # 1 SF) re,., un".t p""r„"" ,.th"r the" 17n MPH. Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Dyna Bolts (I -M" and it O Fastener Diameter Length of Embedment Number of 1 2 Fasteners 3 1 4 1/4"0 1" 264#-7 SF 528#-15 SF 792#-22 SF 1056#-30 SF 1-12" 396#-11 SF 792#-22 SF 1188#-33SF 1584#.45 SF 2-12" 660# - 19 SF 1320# - 37 SF 1980# - 56 SF 2640# - 74 SF 5116"e 1" 312#-9 SF 624#-18 SF 936#-26 SF 1248#-35 SF 1-12" 936#-26 SF 1404#-40 SF 1872#-5S 2"x9" 2-1n- 118-7SF F56#-44 SF 24#-66 SF 3120#-88 SF 318"9 1.00 30- tOSF 1068#-30 SF 142#-40 S1" F 1-1/2' 534#-15 SF 1068#-30 SF 1602#-45SF2136#-60SF 0.46 2" x 6" or less 3/16" #8 3/16' #8 2• i2' a 890# - 25 SF 178Qtl - 50 SF 2670#_- 75 SF3560# - 100 SF CONNECTING TO: CONCRETE In. 2,500 pall for PARTIALLY ENCLOSED Buildings Fastener JDiameter Length of Embedment I Number of Fasteners 1 2 1 3 4 PE OF FASTENER Quick Set" Concrete Screw Rawl ZamacNsilin or Equtvalent 1/4"e 1-12" 233#-8 SF 466#-17 SF 69FT 932#-34 SF 2" 270#-10 SF 540#-20 SF I 810#-30SF 1 10809-39SF TYPE OF FASTENER Concrete Screw Rawl Tapper or Equivalent 3116'0 113214' 461- 14 SF 317#-9SF6 73#-21 SF SF 9#--28 SF 1266 36 SF2- 18SF951#-27 114"a 1-"2"62 1314" SF 730#-21 SF 465# -13 SF 930#- 26 SF 1095#-31 SF I 1391 - 39SF 1460#-41 SF 1860# - 52 SF 318"e 1-12" 1314" 437#-12 SF 1 874#-25 SF 601#-17 SF 1 1202#.34 SF 1311#-378F 1803#-51 SF 1748#-49 SF 2404#-685F TYPE OF FASTENER - Expansion Bolts Rawl Power Bolt or Equivalent 318"02-12" 1205# - 34 SF 2410# - 68 SF 3615# -102 SF 4820# -136 S 3-12' 1303#-37SF 2606#-73 SF 3909#-110 SF 5212#-147S 1806#- 51 SF 13612# - 12LSA 5418#-152 SFJ 7224# - 203 S 5" 1993# - 56 SF 13986# -112 SFJ 5979# -168 SFI 7972# - 224 S Note: i. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less then Sri where d Is the anchor diameter. 2. Allowable bads have been Increased by 1.33 for wind leading. 3. Allowable roof areas are based on loads for Glass 1 Partially Enclosed Rooms (MWFRS) 1= 1.00 J WIND LOAD CONVERSION TABLE: ¢ For Wind Zonas/Ragi ins other than 120 MPH ru Tables Shown), mugkply allowable bads and roof areas by the conversion factor. W FACTOR Alternative Anchor Selection Factors for Anchor/ Screw Sizes O w Concrete and Wood Anchors concrete screws: r maximum embedment) Anchor Size 3116' 114" 318' 3116' 1.00 0.83 0.50 114" 0.83 1.00 0.59 3B' 0.50 0.59 1.00 Dyna Bolts (I -M" and it O Metal to Metal N z Anchor SW , 8 10 Table 9.9 Minimum Anchor Size for Extrusions z 318" Wall Connection 1.00 Extrusions Wall Metal Upright Concrete Wood 027 U 2" X 10" 114" #14 114" 1/4' 1.00 LL 2"x9" 114" #14 114' 114- 026 Z 2" x 8" 114" #12 114" #12 1.00 W rx7" 3116" #10 3116" #10 914 0.46 2" x 6" or less 3/16" #8 3/16' #8 0.78 Z0 Note: 0.46 toZ Wall, beam and upright minimum anchor sizes shall be used for super gutter O connections. 0.59 Z 0.79 318' Irk" Table 9.10 Alternative Anchor Selection Factors for Anchor /Screw SizesIr 0.56 Alternative Anchor Selection Factors for Anchor/ Screw Sizes O w Concrete and Wood Anchors concrete screws: r maximum embedment) Anchor Size 3116' 114" 318' 3116' 1.00 0.83 0.50 114" 0.83 1.00 0.59 3B' 0.50 0.59 1.00 Dyna Bolts (I -M" and it 1 Metal to Metal N to Anchor 3116' Size J Anchor SW , 8 10 912 14' 5116" 318" 8 1.00 0.80 0.58 0.46 027 021 10 0.80 1.00 0.72 0.57 0.33 026 12 0.58 0.72 1.00 0.78 0.46 0.36 914 0.46 0.57 0.78 1.00 0S9 0.46 5116' 0270.33 0.46 0.59 1.00 0.79 318' 021 026 0.36 0.56 0.79 1.00 Alternative Anchor Selection Factors for Anchor/ Screw Sizes O w Concrete and Wood Anchors concrete screws: r maximum embedment) Anchor Size 3116' 114" 318' 3116' 1.00 0.83 0.50 114" 0.83 1.00 0.59 3B' 0.50 0.59 1.00 MuJWy the number of #8 screws x size of anchodscmw desired and round up to the of screws. Example: If (10) #8 screws are required• the number of #10 screws desired is: 0.8x10=(8)#10 J Z EOZ W70J70_J tLl o ZU) ty) J C.6 W F'- J U) LL U i_ Q Z W W ZIX U) J Q 0 ul W 0 0 N 3 E mn U) 0 mv0U Eo Co m mv LL 0 N 4 CIDn LLL tuLu rL W 2 a 0 it w E LL t O C in cca LU h X ro J_ C , 0 m O U J/ ~ SEAL SHEET W d ZZZ m u) WUZ 3 0 ZO to 0: WD. Z W l- l- 0O F a Z D_ O W Ox 3 Z 0WU 0OKILWK m O O Z 1W2 Dyna Bolts (I -M" and it 1 2-114" embedment respectively) UJ N to Anchor 3116' Size J a 3116" 1.00 0.46 d 12" OAS 1.00 NWU. , MuJWy the number of #8 screws x size of anchodscmw desired and round up to the of screws. Example: If (10) #8 screws are required• the number of #10 screws desired is: 0.8x10=(8)#10 J Z EOZW70J70_J tLl o ZU) ty) J C.6 W F'- J U) LL U i_ Q Z W W ZIX U) J Q 0 ul W 0 0 N 3 E mn U) 0 mv0U Eo Co m mv LL 0 N 4 CIDn LLL tuLu rL W 2 a 0 it w E LL t O C in cca LU h X ro J_ C , 0 m O U J/ ~ SEAL SHEET W d ZZZ m u) WUZ 3 0 ZO to 0: WD. Z W l- l- 0O F a Z D_ O W Ox 3 Z 0WU 0OKILWK m O O Z 1W2 1N L a 12 08-12-2010 OF 0 0 N r, Z tYWLU 0Z tI W ZZWca Ij