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HomeMy WebLinkAbout302 Mayback Ct Lot 1860611:9/2011 222:13.LI.4078307778 SUN STATE SIDING PAGE 03105 r RECEIVED JUL 6 2H`' C#TY OF SANFO.K13 BY: BUILDING & FIRE PREVENTION PERmrr APPLICA-11ON Lyl Application NO: Y)ociklikentcd Construction Value. $a _-- Job .Adifress: ' `-14,rJ26 KV Historic District: Yes Q Na Parcel I: — C3— SLf kto ®— Zoning: Description ofWoriz:. CU-1 y'r ' i :2 a e? T Flan Review Cout'act PCR -Sou. :12csc1 (Ih Title. 0110 Fax.: ,. -3.31 C1 E -mat . --633 "'1 PropeMr Omrnfrr Information Name hA t- e `> Phone: `W) ' • > ti C Resident of property? city, State Zip: L C.ontri,,li.otor Information M fir , fatale = )or-, aatza- cit „4,- 'bone: 461 LK.eI_gq t Street: c - i 1. Ct-L I Fax:__-- City, State Zip: 2 ?Ce State ]License No.:i Arolhritectdl ?ng1'irne!er Information Nairne: Nl t- <G- Street: q191 rat ru .i' ' it Fax: city, ty, St a Zip: ROr+ 4-c-i — ?17:7r T E-mail: doC . I;' C.. et7 Y1 3Bondiag Company: Mortgage Lender: Address: Address: PEI:iIl I'F INIwC h1;INAMON IluddingPerloit S. footage: Coxtstraked".om Type: _ No. of Stories: No. of Dwelling Units: Flood Zoite: Electrical El New Slcrvice — No. of AWS: Mechanical © (Duct layout mquixed for new systems) PlIambing 0 New Construction -?;Yrs. of Fixtures Fire SprinklerlAlarkn No. of heads: P-Viep Application is hereby made to obtain a permit to do the wdrk 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 Xpature s released. f 0 er/Agent a eS ignature of Contractor/Agent y Date ma Print Owner/Agent's Name Print Contractor/Agent's Name — It 11 Signa re of otary-State of Florida Date Signature of Notary -State of Florida Date L. GRISELDA BREA MY COMMISSION #DD989965 EXPIRES: MAY 09, 2014 OF Bonded through is ate Insurance Owner/Agent is al Personally— Known to Me or Produced ID Type of ID APPROVALS: ZONINGAA14#11 UTILITIES: ENGINEERING: COMMENTS: Rev 11.08 FIRE: L. GRISELDA BREA MY COMMISSION #DD989965 EXPIRES: MAY 09, 2014 Bonded through 1St State Insurance Contractor/Agent is 4, --Personally Known to Me or Produced ID Type of ID WASTE WATER: BUILDING: G 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 SCCO48423 PROPOSAL# 1 DATE 10/22/09 Job Location: Riverview Townhomes, Models: Trenton & Princeton We propose to furnish all the materials and perform all the labor necessary for the completion of: Furnish and install an 8'x 12' screen room on existing slab with 3" Elite panel roof 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" 2,200.00 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 cant' 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. GEISSLER, JR., PRESIDENT This proposal may be withdrawn by us if not accepted within 30 days. EPTANCE 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. Signature Date Printed Name j ' ! Land Surveyors 769 Douglas Avenue, Aftamonte Springs, Florida. 32714 (407)788-8808 Member of the Florrda Surveying and !Crapping Socfely and American Congress on Stsveying andMap#ng Map of Survey 0 m a CIL Maybeck Court a4' R/IfvJ tract B'Access CITY OF SANFORD - EUILD100 P4,AN REVIE N-,— PLANKING ND DEVELO tIIENT SERVICES APPROVED DATE • LEGAL DESCRIPTION Lois ' 186, _ R/Yandw Townhomes Phase II", Use pubffcrea nisV(5ernfrrata Cam; booftc 75af page(sj 51-38of FLOODHA AWMTA7hePWpetslrownhereavrties» tibolone W eactirfagirg the f•Tood fr urarrtx Rate aanrrrtnilypfar Irxrmbar 12028I-AGW dat6dWWW..• FlaodZanedVWmltWft wasPWkVV dbyVWf*Pb6irghornRoad firwvarxa® pirovicfedbyFEMi4. K0Wdstnvey*VMWperfom)edby thls firm to dafamme thfszona The weamne location can a*be dvbm rued byanabWWstu* WeasnamnotaWmabWforaciadflooft General Notes: p1. This is a BOUNDARY Survey ped donned in the field one 01"',056D 2 No aerial, surface orsubsruface uttidyinstatlatronA underground improvements or subswfacwberiat encroachment; if any, were lbcaied. 3. Buffft ties shown are to the exte,*W ur 9shed foundation surface orfmmboard 4. EWoations shown hervor, Many, are assumed and were obbkmd fiam approved Conslructfon Pfans Provided by Me Client uniess oLherwao noted, and are shown only to dppiat the proposed oraMW ddfemnce In elevation relative to the assumed temporary BBnahmarlt shown hereavn. a The p&W shown hereat is 94ect to ag.easmmenft nWrvaZi M resblc6orr, and Rights-swayofmcwdWmfherdeplded ornot on this doarment No search ofthe Pubfic Reconk has been made by this offli:p- 6. The legal desmWm shown hereon is as fwr&hed by client 7. PMW and measured distances and directions are the same unless otherndse acted Copies of M Survey maybe made far Me wtMal bartsactron only. Denotes Id' bort rod *M plastic cap madmd L"37, orX'bon rod oM ted P b3 tcGAA mafifed'Wifness Comer ; unless otherwise noted. O Denotes RaP. ftimnanent cavrb*of pok o Denotes Permanent Reference Monument 2011 Henn & Associates I= Ari rights reserved Of& Abd* A Cam L Rz ARU Herz b AssocWnIna, Stant O OFFICE SE7VACKS.' Frani:21.5' Side :7.121 Rear:4.5' BFARWGB 4SE7hebearr{gsshown harem webased ww fhe eastam pratbo&uxW as bWV J%W'10W W. Yerlfrardahn Is based on mgseWMp w as prodded by Me dian4 preparedbyEvansFngir "7% Ina.Job#12001. Legend TemporeryBerfrhmarlr o,s es* afsk1 O.R.B. Ol RewftBook BOW efdeKeYcra& PS FWBW* Centw PC Fb4WofCarrdLse 16 P=1Fb fnt a CALC Cabulffie } pa'- Conlr Paw ChmdBewkV.powPG Chord P.R.M. PPWV;&av&RehuaxvM nw= C -K cwxmeNorxmferd AL Properly Lire B any Eevaffm (P 1 P.O.B. Pokt of ftf ing g n Odl P.O.C. P.I. FbfntdLbrmne7CW1Wt PQWaf4%Wwc66nFA Finn Ebv. Focwd Fkfabed AbwE evaSon PRG POW&Reverm curvamm I.P. Iron Pipe Pr. Print or Tsnyerx7 LR L Iron Rod An; Length R RAD Redzw pi"Um La L/censedBuzkw= RES. ReskWwo LS. LendSZmyor MW RW -of -Way NAWRDI NaffwdDisk 7YP TempasryBendxnadr NA NotRp" FcncvsymbW(-oftj*W x-* Fertoe symbdrsee oYaNfrg) W93k—fre4r.few Sketch of Legal Description This is Not a Survey maw W mw Draw br. CM checxedby: DP Job Mwxbar: 07-005-M Sara fW-0, PW P&ff Per an"O& 4? -15.11 Fwmbmd Sirtve . Ra•Fa Su vfry: Flnaf surv'oy: Ir ROOF FLO14 Fiewr w9u, Slt .WAU T ft a R1UEylE1n% LoT SUO STATEE LENELLE DRIVE ULUOTA, FL 32766 DONALD G. GEISSLER, JR. SCCO48423 407 830-7778 PHONE/407 365-3194 FAX E-A iST' cM, l Y7711 KxT z D Frra, M I lZ 8 3 EuTE i ovi . Zx NZ _ 11 zxz Itz C Zx3 Fi cR ,oa MflY VAiLY. t vtm o r z)(z Iilz x3T Zx3 Z)(q lZ 8 3 EuTE i ovi . Zx NZ _ 11 zxz Itz C Zx3 Fi cR ,oa MflY VAiLY. t vtm o r z)(z Iilz ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT 1 hereby certify that the engineering contained in the following pages has been prepared in compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building Code. Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live loads, and/or loads as listed in the appropriate span tables. All wind loads used in this manual are considered to be minimum loads. Higher loads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter of review and statement no financial interest is available upon request. A copy of Brian Stiriings' letter is posted on my web site, www.febpe.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 Forth. 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 10A: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET 10B: Roof connection details. SHEET 10C: Roof connection details, valley connection elevation, plan & section views, pan & compostite panels to wood frame details, super & extruded gutter to pan roof details. SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water relief detail, beam connection to fascia details, pan roof achoring details. SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section, composite roof panel with shingle finish details. SHEET 10F: Tables showing allowable spans and applied loads for riser panels. SHEET 10G: Manufacturer specific design panel. SHEET 10H: Manufacturer speck design panel. SHEET 11: Die shapes & properites. SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable loads tables. 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 TM) 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. lc l 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 only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use of the plans and the calculations in the ASDM; 1.6. 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 Contractor's requirements (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's enfire liability, if any, for any claim(s) for damages relating to Contractors 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 passibility 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 party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand, cause of action, debt, or liability, including reasonable atlomeys' fees, to the the extent that such action is based upon, or in any way related to, Contractors use of the ASDM. CONTRACTOR NAME: i O I.-Yal—D (" , , , CONTRACTOR LICENSE NUMBER: Ccs LI J . 3 COURSE # 0002299 ATTENDANCE DATE. CONTRACTOR SIGNATURE: ..0 SUPPLIER: 0 G L• C BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS 1. Check the building permVt for the following: a Yes No a. Permit card & address . .. . . . . . . . . . . . . . . . . . . . . .. . . . — b. Approved drawings and addendums as required . . . . . . . . . . . . . . . . — c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . .. . — d. Notice of commencement .— 2. Check the approved site specific drawings or shop drawings against the "AS BUILT" structure for. Yes No a. Structure's length, projection, plan & height as shown on the plans. . . . . . . . . — b. Beam sizes, span, spacing & stitching screws (if required). . . . . . . . . . . . — c. 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 1 walls to deck for. Yes No. a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . — b. Correct number, size & spacing of fasteners to upright . . . . . . — c. Correct number, size & spacing of fasteners of angle to deck and sole plate d. Upright is anchored to deck through brick pavers then anchors shall go through pavers into concrete . . . . . . . . . . . . . . . . . . . .. . . 4. Check the load bearing beam to upright for. Yes No a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . — b. Number, size & spacing of anchors of beam to receiver or receiver to host structure — c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . . — d. Roof panel attachment to receiver or host structure . . . . . — e. If angle brackets are used for framing connections, check number, size & thickness of fasteners . . . . . . . . . . . . . . . . . . . . . . . — f. Post to beam attachments to stab . . . . . . . . . . . . . . . . . . . . . . 5. Check roof panel system for. Yes No a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . . — b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . . — c. Header attachment to host structure or beam . . . . . . . . . . . . . . . — d. Roof panel attachment to receiver or beam . . . . . . . . ' . . . . . . . . . . . — Notes: PffmIT ## OFFICE 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 DRAW;NGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE 2007 FLORIDA BUILDING CODE WITH 2009 SUPPLEMENTS. ' JOB NAME: 0) PONES y ADDRESS: 30Z rilQ11 SXICK G'7— L -6-r J$6 L)uCtty"I S. DRAWING FOR ONE PERMIT ONLY 08-12-2010 J X W Q2 p OZ Z O W Z W Z W Z W W 0 QU W w J fnCLU) V ZZ H QJIM Z Z 2W 2W MW Z_j ZOf0 q 552U) w n J Q coCO O 2^ J M U. W tl W2 LLO c ay N j CoMmFg crn LLI m o co N -J m C; c nmm n , H SHEET Z 7 zLu 1 Z Z Lu OF 12 c im 1 DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS 1. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with The 2007 Florida Building Cod -6 Edition with 2009 Supp ments, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure IT U or'C' or'D'_: Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher, 120 M H or - MPH for 3 second wind gust velocity load; Basic Wind Pressure ]Z Design Pressures for Screen /nyl ooms can be found on3A-Ik a. "B" exposure = PSF for Roofs & PSF 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 bads, multiply "B" exposure loads by factors in table 3A -C on page 3iii. 2. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structurewill be solid. Ao ALD b' 60116 )A)2 /L Phone: " 40 -19 Z 1 ntractor / Authhorized Rep' Name ( lease print) d Date:3 ontractor / Authorized Rep' Signa re M1 t,o r fbbit%,tL}t1;r Job Name & Address Note: Projection of room from host structure shall not exceed 16'. 100 3. Building Permit Application Package contains the following: No A. Project name & address on plans . . . . . . .. . . . . . . . . . . . . . . YB. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . . : C. Contractor's / Designers name, address, phone number, & signature on plans T - 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 120 2. Front and side elevation views with all dimensions & heights . . . . . . . . . 3. Beam span, spacing, & size . . . . . . . . . . . . . . . . . . . . . . Select beam size from appropriate 3A.1 series tables) 1.00 4. Upright height, spacing, & size . . . . . . . . . . . . . . . . . . . . . . . Select uprights from appropriate 3A.2 series tables) Check Table 3A.3 for minimum upright size) 0.98 S. Chair rail or girls size, length, & spacing . . . . . . . . . . r// Select chair rails from appropriate 3A.2 series tables) 6. 0.95 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 & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . . Section 3A tables used: 0.87 Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to 0.89 MPH wind zone and/or "C' or "D" Exposure for bad width_ 150 Look up span on 120 MPH table and apply the following formula: 0.87 SPAN REQUIRED F- REQUIRED SPAN NEEDED IN TABLE borb)= 0.85 1 EXPOSURE MULTIPLIER see this page 3) EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaitions or other B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . . . Tables 3A.2.1, 3A.2.2, or 3A.2.3) from the building site in any quadrant Upright or wall member allowable height / span conversions from 120 MPH w 1. Any building located within Exposure B -type terrain where the building Is within 100 feet m Wind zone, 'B' Exposure to _MPH wind zone and/or'C' Exposure for bad Cf width_: W Look up span on 120 MPH table and apply the following formula: site will be V. 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant or gr SPAN REQUIRED F- REQUIRED SPAN NEEDED IN TABLE bord)= N w L- EXPOSURE MULTIPLIER u i= - o see this page 3) Yes Nq JC. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . . . . D. Connection details to be used such as: 1. Beam to upright / 100 2. ........................... - 1.09 3. Beam to wall . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . - 12.0 4. Beam to beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - 1.12 S. Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . . . . . - 6. Extruded gutter connection . . . . . . . .. . . . . . . . . . . . . . . . . - Y f E. U -clip, angles and/or sole plate to deck . .. . . . . . . . . . . . . . . . . -' 1.09 Foundation detail type & size . Must have attended Engineer's Continuing Education Class within the past two years. 120 Appropriate multiplier from page 1. 1.00 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 al his expense) shall hire anq ( Pen ) 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 mobile / manufactured home shall use "fourth wail construcOW. This applies to uliliy 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" x 2" 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 infills 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.febpe.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 coaling. 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 / NPEA / NSA 2100-2 for catagory I, II, & III sunrooms, non -habitable and unconditioned. 17. Postmembers set in metals that as shown on the following details shall not require knee braces. 18. Aluminum hat 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 FBG 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 panellsolid 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 20 120 screen or larger. All pressures shown in the below table are 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" Note: Framing systems of screen, vinyl and glass rooms are considered to be main frame resistance components. To convert the above loads from Exposure re' to Exposures "C" or *W see Table 3A -C next page. Table 3A -A Conversion Factors for Screen & Vinyl Rooms Frnm 12a MPH Wind lone to n,h- E--"R- Roof soosure"R" Roof Walls Wind Zone Applied Load Deflection Bending Applied Load Deflection Bending MPH iN5 d b #f5 ( (b) 100 10.0 1.09 1.14 12.0 1.06 1.12 110 11.0 1.06 1.09 13.0 1.05 1.07 120 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 0.91 0.87 21.0 0.89 0 85 150 20.0 0.87 0.81 24.0 0.85 0.79 Table 3A -B Conversion Factors for Over Hangs From exposure -B toexposure c- Wlnd Zone Applied Load Deflection Bending MPH (#IS d 100 46.6 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 0.92 140.1 65.7 0.90 0.86 140.265.7 Factor 0.9D 0.86 150 716.4 0.86 0.80 SITE EXPOSURE EVALUATION FORM r-•-- --•--•--•-----•-7 z I I O Conversion Table 3A -C o i soa EXPOSURE 13 I v Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" m Exposure 2 to" " O B"to" Mean Roof Load Span Multiplier Exposure Load Span Multiplier Q Height' Conversion Conversion Z I -- F Factor Bending Deflection Factor Bending Deftec8on o -15' 121 0.91 0.94 15' . 20' 1.29 0.88 0.92 1.47 1.54 0.63 0.88 0.81 0.87 J 20'-25' 1.34 0.86 0.91 1.60 OJ9 0.86 Q 25'-30' 1.40 0.85 0.89 1.66 0.78 0.85 Dl Use larger mean roof height of host structure or enclosure NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD Z w p Values aro from ASCE 7-05 USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS W, 'C', OR'D' tum Z m Z w EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaitions or other W Fri O 0 Lu from the building site in any quadrant p m w 1. Any building located within Exposure B -type terrain where the building Is within 100 feet m horizontally in any direction of open areas of Exposure C-type terrain that extends mor Cf than 600 feet and width greater than 150 R W 2. No short term changes in'b', 2 years before site evaluation and build out within 3 ars, J site will be V. 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant or gr d tep U N w 4. Open terrain for more than 1,500 feet in any quadrant u i= - o SITE IS EXPOSURE:EVALUAT BY: DATE: rI IW y LL F SITE EXPOSURE EVALUATION FORM r-•-- --•--•--•-----•-7 z I I Q QUADRANTI ! o i soa EXPOSURE 13 I v I I Z I _ _ 6 I 2 QUADRANT IV ` I O EXPOSUR11W tar I IE CmIQUADRANTII41V4FZI -- I 100 EXPOSURE ;9 g ban -.-. I F w z CL - I I LLo QUADRANTIll I wsoo EXPOSURE I jb- tu ILI L L oFJ NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD Z w SITE USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS W, 'C', OR'D' tum Z m EXPOSURE. 'OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. C' w EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaitions or other W Fri irregularities, having heights generally lass than 30 feet extending more than 1,500 feet 0 Lu from the building site in any quadrant p m w 1. Any building located within Exposure B -type terrain where the building Is within 100 feet m horizontally in any direction of open areas of Exposure C-type terrain that extends mor Cf than 600 feet and width greater than 150 R W 2. No short term changes in'b', 2 years before site evaluation and build out within 3 ars, J site will be V. 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant or gr d tep than 1,500 feet N w 4. Open terrain for more than 1,500 feet in any quadrant u i= - o SITE IS EXPOSURE:EVALUAT BY: DATE: rI IW y LL SIGNATURE: LICENSE* S Ui g=1z3 08-12-2010 J a U) Jim Q 2 U5 LLO MO owZOU) WWQ, H COJO Z ZQ w W°6 WLU1 -- Ix C) IxU Z 5 H J 0 Z W Fes" Q W N W W 1- Z W 0 Z CO U co W J W 0 Q p I n4t2 ^ J rt LL W(9 corn x CLW2 LL 6 J O qac<$ C a v aa)) m a CIA LL) (C) N m U O SHEET 0 LU 0 r E roaCL N m0 CIA0 e1v U ac co m oaL 0 N 010 2 OF 12 a z O Z z 0W. LuLuZ 0ZLu ZZLUM O; INTERIOR 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) /- 7 FOURTH WALL FRAME USE BEAM TO WALL DETAIL RIDGE BEAM PER TABLES 3A.1.4) TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. EDGE BEAM (SEE TABLES LW` FOR H. UPRIGHT HEIGHT (h) 1'x2" x MIN. 3-1/2- SLAB ON GRADE VARIES OR RAISED FOOTING TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILS W/ SOLID ROOF TYP. FRONT VIEW FRAMING PAGE 7) 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/Z 'P12 @ FASCIA ALLOWED SIZE BEAM AND UPRIGHTS ( SEE SECTION 7 FOR DETAILS) SEE TABLES) wO O.H. x F v SOLID ROOF NO MAXIMUM // U ELEVATION SLAB OR GRADE) u, 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-0" O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/#10 x 2-12" S.M.S. W/ WASHERS OR #10 x 2-12" WASHER HEADED SCREW Z -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 P2 OR P/2+ O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A1.3 4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 1100-1231' 130 1 140 150 1 48 ' #10 #12 #12 TYPICAL SCREEN -ROOM' SCALE: 1/8" = 1'-0" , U z o ', 4 3 to m ' a a J Q o r Z U) vui p-0 o a Z O N o -iU c to N J EWma0Z o. fco) > UJ w W °d y j U Qi? U fh U. p V j o a F Q U) 2 U fn Z LL W m W v v Z U `o z LL a z J Of O QF aULL tp z Nd 0 (o zC zJ w &P ZOF ?LL k W K (LW E LL Otwz Ov it c aq- u C U m r 0 m8 n w ~ N L na. LLI o m Q7 Z mtooU50 mUa0 O o U' LL n m ww F wwU) W- J 20 0 0 N a J- SEAL SHEET z0 zw o 3 w W N zz Q LL W K n to 08.12-2010 OF n Q PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING 4) 98 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. 3.6 LOAD WIDTH SHALL HAVE A MAXIMUM UPRIGHT SPACING AS FOLLOWS WINDZONE MAX.UPRIGHT SPACING 100 T-0" 110 6'-T 120 6'-3- 123 6'-1' 130 5'-8- 8" 1401&21401 &2 S.M.S. 150 10 x 1-1/2" S.M.S. MAX. 6" 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 THE POST AND HAVE A TOTAL (12) #10x 3/4" S.M.S. SIDE AND MIN. (4) #10 x 1/2" POST AT 24' O.C. MAX. OR azW N S.M.S. THROUGH ANGLE AT 24" O.C. 10 x 1-1/2" S.M.S. MAX. 6" MAX. 1"x 2"x 0.032" MIN. OPEN BACK MIN. 3-1/2" SLAB 2500 PSI — EXTRUSION CONC. 6 x 6 -10 x 10 W.W.M. ° 1" x 2-1/8" x l" U -CHANNEL OR OR FIBER MESH n •" 1-1/8" MIN. IN CONCRETE ALTERNATE WOOD DECK- 2" 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" =1'-0" ALTERNATE CONNECTION DETAIL 1" x 2" WITH 3) #10 x 1-1/2" S.M.S. INTO SCREW BOSS 2) #10 x 1 112"S. M. S. INTO SCREW BOSS ANCHOR 1" x 2" PLATE TO CONCRETE W/ 1/4"x 2-112" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND 24" O.C. MAX. MIN. 3-11T SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE n;r&v ="i ION ANGLE CLIPS MAY BE SUBSTITUTED FOR INTERNAL SCREW SYSTEMS MIN. (3) #10 x 1 1/2" S.M.S. INTO SCREW BOSS 1"x 2" EXTRUSION 1-1/8" MIN. IN CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 2"= l' -O' ANCHOR 1"x 2" 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"ORTx3"OR,2"S.M.B. POST MIN. (4) #10 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" =1'-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 2-1/8"x 1" U -CHANNEL OR RECEIVING CHANNEL CONCRETEANCHOR PER TABLE) 1-1/8" MIN. IN CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 1 SCALE: 2'= l' -O" 1" x 2-1/8"x 1"U -CHANNEL OR 2" x 2" OR T x 3" POST RECEIVING CHANNEL 8 x 9/16" TEK SCREWS BOTH SIDES COMPOSITE ROOF PANELS: 4) 1/4" x 4" LAG BOLTS W/ 1-1/4" FENDER WASHERS PER 4'-0" PANEL ACROSS THE FRONT AND 24" O.C. ALONG SIDES 2"x2'OR2"x3"HOLLOW GIRT AND KICK PLATE 2" x T HOLLOW RAIL ANCHOR RECEIVING CHANNEL FRONT AND SIDE BOTTOM OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050' x 1,/4" x 4' STRAP RAILS ATTACHED TO AND (4) #10 x 3/4' S.M.S. SCREWS TO POST AND GIRT OU TO CONCRETE W/ FASTENER 1"x 2" OPEN BACK ATTACHED THE POST AND HAVE A TOTAL (12) #10x 3/4" S.M.S. CONCRETE / MASONRY 8 x 9/76' TEK SCREWS BOTH azWN PER TABLE) WITHIN 6" OF ANCHORS @ 6" FROM EACH 10 x 1-1/2" S.M.S. MAX. 6" SIDES POST AND 24" O.C. MAX. AND EACH SIDE OF EACH POST @ WALLS MIN. 1" FROM EDGE OF 1" x 2-1/8" x l" U -CHANNEL OR POST ATTACHED TO BOTTOM 24" O.C. MAX. MIN. RECEIVING CHANNEL W/ MIN. (3) #10 x 1-112" TYPICAL & ALTERNATE CORNER DETAIL •, SCALE: 2' =1'-0" t S.M.S. IN SCREW BOSSES MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. CONCRETE ANCHOR OR FIBER MESH <° PER TABLE) VAPOR BARRIER UNDER ° 1-1/8" MIN. EMBEDMENT INTO CONCRETE CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 2 SCALE: 2" =1'-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 ALTERNATE CONNECTION: 2) #10 x 1-1/2" S.M.S. THROUGH SPLINE GROOVES IDE WALL HEADER TTACHED TO 1"x 2" OPEN SACK W/ MIN. (2) #10 x 1-112" M.S. PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST W/ INTERNAL OR EXTERNAL I' { CLIPOR'U'.CHANNELW/MIN. 4) #10 S.M.S. IDE WALL GIRTATTACHED TO x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2' S.M.S. IN SCREW OSSES PURLIN, GIRT, OR CHAIR RAIL SNAP OR SELF MATING BEAM ONLY TYPICAL UPRIGHT DETAIL SCALE: 2"= l'-0" - - RISER PANELS ATTACHED PER ROOF PANEL SECTION HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-11T S.M.S. IN SCREW BOSSES 2"xT.2"x3"OR3'x2' HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH } MIN. (3) #10 x 1/2" S.M.S. IN 00 SCREW BOSSES a fn 1" x 2" OPEN BACK BOTTOM RAIL E w U 1/4"x 2-1/4" MASONRY ANCHOR @ 6" FROM EACH O POST AND 24' O.C. (MAX.) z UrL z wU Oza z0 1= aU M z zLua z SCREW BOSSES 0 U) z ZFO C U az SNAP OR SELF MATING BEAM LL LLOO ONLY 91 Q mLL 0 o i) LLL w PURLIN TO BEAM OR GIRT TO POST DETAIL ww z N SCALE: 2"= V-0" (7 w LJ a Ow U. J OFOR WALLS LESS THAN V-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND 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 FRONT AND SIDE BOTTOM OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050' x 1,/4" x 4' STRAP RAILS ATTACHED TO AND (4) #10 x 3/4' S.M.S. SCREWS TO POST AND GIRT OU CONCRETE W/ 1/4' x 2-1/4" 1"x 2" OPEN BACK ATTACHED THE POST AND HAVE A TOTAL (12) #10x 3/4" S.M.S. CONCRETE / MASONRY TO FRONT POST W/ azWN ANCHORS @ 6" FROM EACH 10 x 1-1/2" S.M.S. MAX. 6" LL POST AND 24" O.C. MAX. AND FROM EACH END OF POST WALLS MIN. 1" FROM EDGE OF AND 24" O.C.1" CONCRETE MIN. TYPICAL & ALTERNATE CORNER DETAIL •, SCALE: 2' =1'-0" t PURLIN, GIRT, OR CHAIR RAIL SNAP OR SELF MATING BEAM ONLY TYPICAL UPRIGHT DETAIL SCALE: 2"= l'-0" - - RISER PANELS ATTACHED PER ROOF PANEL SECTION HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-11T S.M.S. IN SCREW BOSSES 2"xT.2"x3"OR3'x2' HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH } MIN. (3) #10 x 1/2" S.M.S. IN 00 SCREW BOSSES a fn 1" x 2" OPEN BACK BOTTOM RAIL E w U 1/4"x 2-1/4" MASONRY ANCHOR @ 6" FROM EACH O POST AND 24' O.C. (MAX.) z UrL z wU Oza z0 1= aU M z zLua z SCREW BOSSES 0 U) z ZFO C U az SNAP OR SELF MATING BEAM LL LLOO ONLY 91 Q mLL 0 o i) LLLw PURLIN TO BEAM OR GIRT TO POST DETAIL ww z N SCALE: 2"= V-0" (7 w LJa Ow U. J OFOR WALLS LESS THAN V-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND 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 i OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050' x 1,/4" x 4' STRAP AND (4) #10 x 3/4' S.M.S. SCREWS TO POST AND GIRT OU 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. h azWNm LL 08-12-2010 J Q Z !n Q:2 20 Z0 J N > W Lu 06 o w U M I Z i pv QM H Q W to Z gw w Z_ W n J Qn 0 ww 0 N E ma a N 00 m U v mm 0 LLA 0 N N v z SEAL w SHEET Wz 5 z 4-, W W zzW of 12 p SOLID) ROOF PANELSFASTENPANELS TOPEDGE BEAM TYPE) PER DETAILS IN SECTION 7 AND / OR 2" STRAP - LOCATE @ EACH POST, (2) 1/4" x 2" LAG SCREWS @ 24" O. C. (MAX.) EACH STRAP 2) #10 x 1/2" 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 FASTEN 2 x 2 POST W/ (2) EACH #10 S.M.S. INTO SCREW SPLINES 2"x 2"x 0.062• ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH HEADER 6" MAXIMUM PANS OR COMPOSITE PANELS PER SECTION 7 EDGE BEAM TABLES: 3A.1.1.2 EXTRUDED OR SUPER LEG INTO POST AND INTO I ® GUTTERS I MAX. DISTANCE TOGUTTER (MIN.) / HOST STRUCTURE WALL FASCIA AND SUB -FASCIA 36" WITHOUT SITE SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER / RISER OR TRANSOM) WALL A FASCIA (WITH SOLID ROOF) SCALE: 2"= V-0" POST TO BEAM SIZE AND POST SELECT PER TABLE 3A.3 # OF BOLTS USE 2 x 3 MINIMUM (SEE TABLE 3A.3) BEAMS MAY BE ANGLED FOR GABLED FRAMES BEAM AND POST SIZES SEE TABLES 3A.3) 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' =1'-0" x HINGE LOCATION m0E:— J W W — U' 4. Bottom hinge to be mounted between 10 Inches and 20 Inches from ground. 0 QaxWz IF KNEE BRACE LENGTH> j W W EXCEEDS TABLE 1.7 USE W z F z CANTILEVERED BEAM U) 0 rn r7 CONNECTION DETAILS WO w m v SCREEN OR SOLID WALL MAY FACE IN OR OUT) BOLTS FOR SIDE BEAM ANGLES ATTACHED TO WOODANGLES HOST STRUCTURE ROOFING SEE TABLE 3A3 FOR NUMBER t- 2" STRAP - LOCATE @ EACH POST, (2) 1/4" x 2" LAG SCREWS @ 24" O. C. (MAX.) EACH STRAP 2) #10 x 1/2" 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 FASTEN 2 x 2 POST W/ (2) EACH #10 S.M.S. INTO SCREW SPLINES 2"x 2"x 0.062• ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH HEADER 6" MAXIMUM PANS OR COMPOSITE PANELS PER SECTION 7 EDGE BEAM TABLES: 3A.1.1.2 EXTRUDED OR SUPER LEG INTO POST AND INTO I ® GUTTERS I MAX. DISTANCE TOGUTTER (MIN.) / HOST STRUCTURE WALL FASCIA AND SUB -FASCIA 36" WITHOUT SITE SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER / RISER OR TRANSOM) WALL A FASCIA (WITH SOLID ROOF) SCALE: 2"= V-0" POST TO BEAM SIZE AND POST SELECT PER TABLE 3A.3 # OF BOLTS USE 2 x 3 MINIMUM (SEE TABLE 3A.3) BEAMS MAY BE ANGLED FOR GABLED FRAMES BEAM AND POST SIZES SEE TABLES 3A.3) 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' =1'-0" BEAM AND POST SIZES I 1"x 2" MAY BE ATTACHED FOR SEE TABLE 3A.3)tti SCREEN USING (1) 10 x 1-1/2" @ 6" FROM TOP POST NOTCHED TO SUR AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" =1'-0' 2" x " S.M.B. NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION U -BOLT HEADER OUGH POST AND ANCHOR 2) #10 x 3/4• S.M.S. @ 6" M EACH END AND @ 24" MAX. E BRACE tEQUIRED POST ALTERNATE 4TH WALL BEAM CONNECTION'DETAIL SCALE: N.T.S. 2' x s• x 0.072• x 0.224" BEAM SHOWN ym 1-3/4' STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) WHEN FASTENING 2"x 2" THROUGH GUSSET PLATE USE #10 x 2"(3) EACH MIN. D \ X ® \ o. XX XX XX \ X X X 0) \ X X XX XX XX ® \ XX XX X \ X XXX XX XX® \ XX XX XX X \ 1® ® XX XX XXX® ® \ X® Xk I v J ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 \ J ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi \ ®v db = DEPTH OF BEAM \ f ds = DIAMETER OF SCREW \ ® L1 2d' 2%d3 \\ STRAP TABLE 2" x 6" x 0.050"x 0.120' \ SIZE #/SIZE LENGTH UPRIGHT SHOWNx7 4 #t - 4 xa" a to 3-t a 2-x- 4 14 1 Z1114- 6)#14 1 4 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 T 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• = V -W r PRIMARY FRAMING BEAM SEE TABLES 3A.1.1, 2) 1-112"x 1-1/2" 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 w ROOF PANEL HINGE LOCATION SCALE: 2"= l -T SEE SECTION 7) 4. Bottom hinge to be mounted between 10 Inches and 20 Inches from ground. 0 z 1-3/4" x 1-0/4" x 0.063" I — — ------- 2 x 2 EXTRUSION SHEET RECEIVING CHANNEL THRURECEIVING S.M.S. at 12" on center and within 3• from end of upright O rn ANCHOR PER DETAIL FOR PAN BOLTED TO POST W/ THRU OR COMPOSITE PANEL BOLTS FOR SIDE BEAM ANGLES ATTACHED TO WOODANGLES m SEE TABLE 3A3 FOR NUMBER i ® - FOR NUMBER OF BOLTS AND OF BOLTS) SIZE OF POST (SEE TABLE 2" LAG SCREWS PER SIDEE OOR 3A3) a f__ O BEAM AND POST SIZES I 1"x 2" MAY BE ATTACHED FOR SEE TABLE 3A.3)tti SCREEN USING (1) 10 x 1-1/2" @ 6" FROM TOP POST NOTCHED TO SUR AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" =1'-0' 2" x " S.M.B. NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION U -BOLT HEADER OUGH POST AND ANCHOR 2) #10 x 3/4• S.M.S. @ 6" M EACH END AND @ 24" MAX. E BRACE tEQUIRED POST ALTERNATE 4TH WALL BEAM CONNECTION'DETAIL SCALE: N.T.S. 2' x s• x 0.072• x 0.224" BEAM SHOWN ym 1-3/4' STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) WHEN FASTENING 2"x 2" THROUGH GUSSET PLATE USE #10 x 2"(3) EACH MIN. D \ X ® \ o. XX XX XX \ X X X 0) \ X X XX XX XX ® \ XX XX X \ X XXX XX XX® \ XX XX XX X \ 1® ® XX XX XXX® ® \ X® Xk I v J ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 \ J ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi \ ®v db = DEPTH OF BEAM \ f ds = DIAMETER OF SCREW \ ® L1 2d' 2%d3 \\ STRAP TABLE 2" x 6" x 0.050"x 0.120' \ SIZE #/SIZE LENGTH UPRIGHT SHOWNx7 4 #t - 4 xa" a to 3-t a 2-x- 4 14 1 Z1114- 6)#14 1 4 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 T 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• = V -W r PRIMARY FRAMING BEAM SEE TABLES 3A.1.1, 2) 1-112"x 1-1/2" 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 HINGE LOCATION SCALE: 2"= l -T N 4. Bottom hinge to be mounted between 10 Inches and 20 Inches from ground. 0 z BEAM TO WALL CONNECTION: 00 2 x 2 EXTRUSION SHEET 2) 2"x 2" x 0.08(" S.M.S. at 12" on center and within 3• from end of upright O rn rr MOUNTED W ANGLE OR RECEIVING z ANGLES ATTACHED TO WOODANGLES m CHANNEL EXTRUSIONS WITH OLLO FRAME WALL W/ MIN. (2) x LL INTERNAL SCREW BOSSES 2" LAG SCREWS PER SIDEE OOR MAY BE CONNECTED WITH a TO CONCRETE W/ ( x O2) #10 x 1-1/2' INTERNALLY m O 2-1l4' ANCHORS OR MASONRY J WALL ADD (1) ANCHOR PER Ow w ® SIDE FOR EACH INCH OF BEAM It W MINIMUM#8 S.M.S. x314" Co ® DEPTH LARGER THAN 3" oiOLONGNUMBERREQUIREDEL EQUAL TO BEAM DEPTH wEL o ALTERNATE CONNECTION: Q IN INCHES a ® 1)1-3J4" x 1-3/4"x 1-0/4" x 1/8" G'j INTERNAL U -CHANNEL E ATTACHED TO WOOD FRAME UJ INTERIOR BEAM TABLES: WALL W/ MIN. (3) 318" x 2" LAG SCREWS OR TO CONCRETE 0 9 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 O INCH OF BEAM DEPTH Q LARGER THAN 3" ti BEAM TO WALL CONNECTION DETAIL w SCALE: 2"= l -(r U 2x2 NOTES: 1. Door to be attached to structure with minimum two (2) hinges. 0zQ z 1= U LL z zw0 J a M z CO a 2 20 Z0 CO )ZJ In i W W °0 0 U M J Z U o Imo- a W Cl) Z fn W W Z_ a-, U) J a It r Orn n l W aLLLL2 W c5 d w cc c rzv m tmp 3 C) N M LW .a x t N _J m U > O mCUedc c f0 Jo 2. Each hinge to be attached to structure with minimum four (4) #12 x 314" S.M.S.. NLU HINGE LOCATION O N 4. Bottom hinge to be mounted between 10 Inches and 20 Inches from ground. 0 z m 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. 'SEA{ 00 2 x 2 EXTRUSION SHEET6. If door location is adjacent to upright a 1 • x 2" x 0.044• maybe fastened to upright with #12 x 1" LL S.M.S. at 12" on center and within 3• from end of upright O rn rr WHINGELOCATION zmOLLO OF LL 1 W a HINGE LOCATION m O O Ow z LLLUItWWWW zQ w d J a M z CO a 2 20 Z0 CO )ZJ In i W W °0 0 U M J Z U o Imo- a W Cl) Z fn W W Z_ a-, U) J a It r Orn n l W aLLLL2 W c5 d w cc c rzv m tmp 3 C) N M LW .a x t N _J m U > O mCUedc c f0 Jo 2. Each hinge to be attached to structure with minimum four (4) #12 x 314" S.M.S.. NLULLm 3. Each hinge to be attached to door with minimum three (3) #12 x 314" S.M.S.. w 204. Bottom hinge to be mounted between 10 Inches and 20 Inches from ground. 0 m 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. 'SEA{ w_ SHEET6. If door location is adjacent to upright a 1 • x 2" x 0.044• maybe fastened to upright with #12 x 1" LL S.M.S. at 12" on center and within 3• from end of upright O rnJWx rAv r5oz W m TYPICAL SCREEN DOOR CONNECTION DETAIL a SCALE: N.T.S. OF08-12-2010 1 C0 w 0 N c E m o. CLN 0 0N- mv0U v 3 M Mv 0 LL N 0 N r Oz wwz a zW zzLU 12 0 h' '1M N I " 32" CONCRETE CAP BLOCK OR ANCHOR ALUMINUM FRAME 10'-0" BLOCK (OPTIONAL) TO WALL OR SLAB WITH 2 8'-0" 1/4"x 2-114" MASONRY 18' 1) #40 BAR CONTINUOUS ANCHOR WITHIN 6" OF POST— 56' 18" AND 24" O.C. MAXIMUM 1) #40 BAR AT CORNERS AND 24" f 10'-0" O.C. FILL CELLS AND 72' KNOCKOUT BLOCK TOP RIBBON OR MONOLITHIC iv COURSE WITH 2,500 PSI PEA FOOTING (IF MONOLITHIC_ tDiROCKCONC. DECK SLAB IS USED SEE NOTES OF COMPACTED SOIL OF CONCERNING FIBER MESH) APPROPRIATE DETAILS) 6 x 6 - 10 x 10 WELDED WIRE S.M.S. STRAP TO POST ANDco e 12" e MESH (SEE NOTES 8' x 8' x 16" BLOCK WALL CONCERNING FIBER MESH) MAX. 32') TYPICAL) BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS 2) #40 BARS MIN. 2-1/2' OFF 2) #5 BAR CONT. GROUND KNEE WALL FOOTING FOR SCREENED ROOMS z SCALE: 114" =1'-0" Z h' '1M N I " 32" 12" 2 10'-0" 40' 12' 2 8'-0" 48' 18' 3 6'-0" 56' 18" 3 4'-0" 60' 24" 3 2-8- 72' 30' 4 1'-4" 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 is 8" x 12" CONCRETE FOOTING WITH (N) #5 BAR CONT. io •yyLOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR Q ALL CORNERS Notes: 1. 3-1/2" concrete stab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForce- e3TM (Formerly Fibermesh MD) per maufacturer•s specification may be used in lieu of wire mesh. Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural sal 90% density. 2. Local code footing 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. ft.. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 114"= V-0" NEW SLAB T— 12" 4T" THROUGH 1" x T AND ROWWALL 2500 P.S.I. CONCRETE EXISTING SLAB LOCK INTO FIRST COURSE OF WALL DETAIL) MESH (SEE NOTES 30 RE -BAR DRILLED AND CONCERNING FIBER MESH) ROW LOCK EPDXY SET A MIN. 4' INTO MIN. (1) 930 BAR ALTERNATE CONNECTION OF EXISTING SLAB AND A MIN. 4" CONTINUOUS 8" INTO NEW SLAB 6" FROM LOAD BEARING BRICK WALL BRICK OR OTHER NON- EACH END AND 48' O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB STRUCTURAL KNEE WALL SCALE: 314"= 1'-0' 4" (NOMINAL) PATIO SCREWS SEE FASTENER TABLE) 1" x 2" CHANNEL 3/4" PLYWOOD DECK USE 2"x4"OR LARGER DETAILS FOR FRONT WALL UPRIGHTS 1/4" S.S. x —"LAG SCREWS W/ 1/4"x 1-11T FENDER WASHER (SEE TABLE 4.2) Q 6 - FROM EACH SIDE OF POST AND 24" O.C. PERIMETER 1/4" LAP PERIMETER DOUBLE STRINGER ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P. Plywood 2-1/2' 5/4" P.T.P. orTeks Deck 3-3/4" 2" P.T.P. 4" SCREEN ROOM WALL TO WOOD DECK SCALE: 3"= T-0" 1/4" x 6" RAWL TAPPER BLOCK KNEE WALL MAY BE ALUMINUM FRAME SCREEN THROUGH 1" x T AND ROWWALL 2500 P.S.I. CONCRETE WITH APPROPRIATE KNEE LOCK INTO FIRST COURSE OF WALL DETAIL) MESH (SEE NOTES BRICKS CONCERNING FIBER MESH) ROW LOCK 2) #50 BARS CONT. W/ 3" COVER LAP 25" MIN. SCALE: 1/2"= V-0" BRICK KNEEWALL TYPES ALTERNATE CONNECTION OF MIN. r • .. s r MORTAR REQUIRED FOR SCREENED ENCLOSURE FOR LOAD BEARING BRICK WALL BRICK OR OTHER NON- z BARRIER IF AREA TO BE STRUCTURAL KNEE WALL ENCLOSED 4" (NOMINAL) PATIO 1' WIDE x 0.063" THICK STRAP tDi CONCRETE SLAB (SEE NOTES Q EACH POST FROM POST TO COMPACTED SOIL OF CONCERNING FIBER MESH) FOOTING W/ (2) #10 x 3/4" DENSITY 1500 PSF BEARING S.M.S. STRAP TO POST AND 1) 1/4"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: 112'= V-0" 2) #5 BAR CONT. r— ALL SLABS) WPNO FLAT SLOPE/ NO FOOTING MODERATE SLOPE FOOTING 0-2"/ 12" 2"112" - V-10" Notes: 1. The foundations shown are based on a minimum sal bearing pressure of 1,500 psf. 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 cleared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3.1/2" (4" nominal) slab Is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type II footing is required. All slabs shall be 3-1/2" (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 contra fiber mesh: Fibermesh 0 Mesh, InForceTM 03 (Formerly Fibermesh 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 11 footing at the fourth wall frame and carrier 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 1. All connections to slabs or footings shown in this section may be used with the above footing. ADDED TO FOOTING (PER SPECIFICATIONS PROVIDED 2500 P.S.I. CONCRETE WITH APPROPRIATE KNEE 6 x 6 - 10 x 10 WELDED WIRE WALL DETAIL) MESH (SEE NOTES ALUMINUM UPRIGHT CONCERNING FIBER MESH) CONNECTION DETAIL SEE DETAIL) 2) #50 BARS CONT. W/ 3" COVER LAP 25" MIN. SCALE: 1/2"= V-0" 3-1/2" j '' 5d MIN.7- 1 16" MIN. TOTAL . MIN. r • .. s r D' t 9 W /\ \/\/\/\ \\\ 6 MIL.VISQUEEN VAPOR z BARRIER IF AREA TO BE ENCLOSED O 16' MIN. TERMITE TREATMENT OVER O UNDISTURBED OR W COMPACTED SOIL OF zO 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. r 2. Knee wall details may also be used with this footing. OJ 3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. JQ 4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForce- e3- (Formerly Fibermesh MD) per maufacturer's m specification may be used in lieu of wire mesh. MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA a SCALE: 1/2"= V-0" 08-12-2010 OF w 9 8" EXISTING FOOTING NEW SLAB W/ FOOTING O zO LL 0\/0\/x\ EXISTINGAFOOTNG W/ EPDXY z 8- EMBEDMENT, 2S IN. LAP\i\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ Z 0 TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING a U SCALE: 1/2" =1'-0" u. z zw0 zO Nz EXISTING WOOD BEAM Oib 0 - HEADER k t~t 1/4" x 2" LAG BOLT (2) PEE z POST m OOrL TYP. UPRIGHT (DETERMINE o w HEIGHT PER SECTION 3 — 1" x 2" TOP AND BOTTOM ¢ 0 TABLES) PLATE SCREW 2'-0" O.C. w as m0 OF F o: 0wZLL Www za Z wZJwa 10 x 1-112" SCREWS (3) MIN.0r ui PER UPRIGHT TOP & BOTTOM a IL 2) 114" 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 Z to Q2 20 7,0 V% } J y> LU W °O F J Zi- p 3 U C- H< W Z fn W W Z_ tY U) J a It 2 C.0 q r' Orn n JZRWL . z 0 4 ? W T3 rn x g CL W ` 1 m O o INCLn N K C r co N m L Lli .3c 0) _J m U 5 O m v a o n m SHEET HiQ w uJ = rn0 0zWN LL 08-12-2010 OF 0 v Lu 0 0 N 9 c E mn CLU) U) rn00 m 00U a m m oLL N 7 rr zz L wwz 0zLu r_ zzw 12 0 UNIFORM LOAD ril A B SINGLE SPAN CANTILEVER UNIFORM LOAD i 1-4 A B C 2 SPAN UNIFORM LOAD L a A B 1 OR SINGLE SPAN UNIFORM LOAD Z l L A B C D 3 SPAN UNIFORM LOAD l Z l l A B C D E A QOAM 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. A (3W q SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. ALLOWABLE BEAM SPLICE LOCATIONS SCALE: N.T.S. SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM @ 114 POINT OF BEAM SPAN BEAM SPLICE SHALL BE ALL SPLICES SHALL BE MINIMUM d -.50* STAGGERED ON EACHd-.50" d-.50" 1' MAX. SIDE OF SELF MATING BEAM PLATE TO BE SAME + + + + + + THICKNESS AS BEAM WEB •75* d-.50' d PLATE CAN BE INSIDE OR . 75" OUTSIDE BEAM OR LAP CUT + + + + + + DENOTES SCREW PATTERN 1" MAX. NOT NUMBER OF SCREWS HEIGHT 2 x (d -.5(") LENGTH refers to each side of splice use for t• x a' and 2• x 6• also Note: 1. A6 gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi TYPICAL BEAM SPLICE DETAIL SCALE: I"= V -W TRUFAST SIP HD FASTENER t"+1-1/2" LENGTH (t+1•) @ 8" O.C. t+1-1/4" SELF -MATING BEAM SIZE VARIES) SUPER OR EXTRUDED GUTTER 2" x 2' ANGLE EACH SIDE J 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 THRU-BOLT # AND SIZE PER TABLE 3A.3 BEAM SIZE PER TABLE 1.10 ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER Minimum Distance and Q c Z) o S cin of Screws' Gusset Plate Q crew ds dge to nter to j J E Size in.) Center Center Beam She Thickness W m UU gds n. 2-1/2ds On.1 O v n. 8 0.1 Fes' N Z U) 7/16 x7'x0.055'x .1 1/16=0. 1 Al, 181/2 U x8•x0.07 x0. 4• 118-0.125 12 021 7116 9116 2• x 9• x 0.072' x .224 118-0.125 14 or 1/a' 0. 1 518 2•x -x . 82•x0.306• 118=0.125 1 • 1 518 314 2•x1 •x .09 x 114= 025 refers to each side of splice use for t• x a' and 2• x 6• also Note: 1. A6 gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi TYPICAL BEAM SPLICE DETAIL SCALE: I"= V -W TRUFAST SIP HD FASTENER t"+1-1/2" LENGTH (t+1•) @ 8" O.C. t+1-1/4" SELF -MATING BEAM SIZE VARIES) SUPER OR EXTRUDED GUTTER 2" x 2' ANGLE EACH SIDE J 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 THRU-BOLT # AND SIZE PER TABLE 3A.3 BEAM SIZE PER TABLE 1.10 ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER 0 N m AUUEIL%20 0 O SHEET = U V, J zW W~ 7 {,t1Wz — tn V, zz Q LL W K rG 08-12-2010 OF 12 0 Q c Z) o Z in v 2 O o Q O N to Z j J E QQZ_ n7CL U) / LU cd CI to w W m UU J M N LLU O v 0 Q W c ta) Fes' N Z U) F LLI Z Lu ZU U LLo nza A z0 I N af= aULL WtoCfl ZO U m r. z yr l+ Z r o W r7 vLLLL Z U 2 a W U 8 x WLL m wadmon 0 z OLL O a) >n1 0 w C U 0) ccCal a h N m L wa oa X voJm U O m a. zw LL 0c: W m f6 wW ani 0 J W a 0i 0 N m AUUEIL%20 0 O SHEET = U V, J zW W~ 7 {,t1Wz — tn V, zz Q LL W K rG 08-12-2010 OF 12 0 Table 3A.1.1-110 E Eagle Metals Distributors, Inc. Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #1SF (47.1 #/SF for Max. Cantilever) Aluminum Allov 6061 T-6 2"x 2"x 0.043" 4'-0' Tributa Load Width 5-0' S-0" T-0' B'-0' 10'-0' 1 12'-0' 1 Allowable Span 'I:I banding'b' or deflection'd' 14'-0" 1 16'-0" 1 x "x0.04 2"x 4"x 0.050" Hollow 13'-T d 11'-10' d 10'-9' d 10'-0' d 9'S' d 8'-11" d 8'-7' d T-11' d T-6' d Load Width (Ft) Max. Span 'I: I(bendingb' 1 8 2 Span 3 Span or deflection'd Max. 4 Span Cantilever Load Max. Spa n'L'/(bending'b' or deflection'dj Width (9.) Max. 1 8 2 Span 3 Span 4 Span Cantilever 5 5'4' d 6'-T d 61-9' d 0'-11' d 5 6'-1" d T-6' d T -T d 1'-1' d 6 5'-0' d 6'-2' d 54" d 0'-11' d 6 6-8' d T-0' d T-2' d 1'-0' d 7 4'-9' d 5'-11' d 6-W d 0'-1 D' d 7 SS' d 6'-6' d 6'-10' d r-11' d 8 4'-T d 5.8- d 5'-9' d 0'-10" d 8 5'-2' d F-5' d 6'-6" d 0'-11" d 9 4'-5' d 5'-5' d SS' d 0'-10' d 9 4'41' d 5-2- d 6'-3' d 0'-11' d 10 4'-3- d 6-3' d 54' d 0'-9' d 10 • 4'-10' d 5-11' d 6'-1- d 0'-11' d 11 4'-1' d S-1' d S-2" d 0'-9' d 11 4'-B' d 5.9' d 5-10' d 0'-10' d 12 T-11' d 4'-11' d 5'-0' d 0'-9' d 12 4'-6- d S -T d 5-8' d 0'-10' d 3^ x - x 0.070 x x 0.045" Load Width (R) Max. Span 'I: (bendin V or deflection'd') 1 & 2 Span 3 Span 4 Span Cantilevar Load Max. Span'L' I (bending'W or deflection'd') Width 1 8 2 Span 3 Span 4 Span Cantilever 5 F-11- d 8'-6" d 8'-8' d 1'J' d 5 T-8' d 9'-5' d 9'-8' d 1'-S d 6 55' d T-11' d 8'-2' d T-2' d 6 T-2' d B'-11' d 9'-1' d V-4' d 7 6'-2' d T-7' d T-9' d 1'-1' d 7 6'-10' d 8'-5' d 8'-T d 1'-0' d B 5-11' d TJ' d TS' d 1'-1' d 8 55' d 8'-1' d B'-3' d T-2' d 9 6-8' d 6'-11" d T-2' d 1'4' d 9 SJ' d T-9' d T-11' d 1'-T d 10 5'S' d 5-g' d T-11' d 0'-11' d 10 6'-1' d T-6' d T-8' d 1'-1' d 11 5'-3' d 6'S' d 55' d 0'-11' d 11 5-11' d T-3' d r -5-d 1'-1- d 12 5'-2^ d 6'.4 d 6'-6- d 0'-11' d 12 S-9' d T-1' d I T -i' b l -(r d 2"x4"x0.0 D 2"x5"x0.060" Load Width (ft.) Max. Span 'L'/ nding V or deflection V) 1 & 2 Span 3 Span 4 Span I Ca Ubver Load Max. Spa n'L'/ bendin 'b'or do action'd Width (ft.) 1 8 2 Span 3 Span 4 Span CoMaxe tilever 5 10'-0' d 12'-4' d 12'-T d 1-10' d 5 12'-g' d 1 S-9" d 16'-1" d 2'4' d 6 9'-6' d 11'-0' d 11'-11' d 1'-0' d 6 12'-0' d 14'-10" d 15-2' d 7-2' d 7 8'-1 I" d 1 T-1' d 1 V -W d T-8' d 7 IT -S' d 14'-l" d 14'4' d 7-1' d 8 8'-T d 1o' -T d 10'-9" d T -T d 8 10'-11' d 13'S' d 13'-9' d 1'-11' d 9 8'-3' d 10-7 d 10'5' d T-6' d 9 1D'S' d 17-11" d 13'J' d 1'-11' d 10 T-11' d 9'-10' d g'-11" b1'S d 10 10'-7 d 17.6' d 17-9' d 1'-10' d T-0' d 9'-6' d 9'5' b 1'S' d 11 9'-10' d 17-1' d 174' d 1'-9' d IN11 r -W d 9'J" d 9'-0' b 1'4' d 12 9'-6' d 11'-g' d 11'-11- b 1'-9- d Notes: 1. Above spans do not Include length of knee brace. Add horbmtal 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-6 Hollow and Single Self -Mating Beams 2'-0' T -O" 4'-0' Tributa Load Width 5-0' S-0" T-0' B'-0' 10'-0' 1 12'-0' 1 Allowable Span 'I:I banding'b' or deflection'd' 14'-0" 1 16'-0" 1 18'-0" 2"x 4"x 0.050" Hollow 13'-T d 11'-10' d 10'-9' d 10'-0' d 9'S' d 8'-11" d 8'-7' d T-11' d T-6' d T-1' d 8'-10" d 6'-0' d 2" x S' x 0.060" Hollow 1T4" d 15'-1" d 13'-9' d 17-9' d 17-0' d 11'-6' d 10'-11' d 10'-1' d 9'-6' d 9'-1' d 8'-8" d F-4' d 2' x 4" x 0.045' x 0.088" 15'-T d 13'-7' d 12'4" d I VS' d 10'-9' d 10'-3' d 9'-10' d 9'-1" d 8'-T d 8'-Z' d T-9' d T4' b 2' x 5" x 0.050" x 0.116" SMB limn d 16'-T d 15-1" d 14'-0' d 13'-2' d 17-6' d 11'-11'd 11'-1' d 10'S" d 9'-11" d 9'S' b 8'-10" b 2" x 6' x 0.050" x 0.120' SMB 27-7 d 19'5' d 1T -T d 16'4' d 15'-S d 14'-7- d 13'-11' d 1Z -11'd 11'-11' b 11'-0' b 104' b T-9' b 2' x 7' x 0.055' x 0.120" SMB 25'-2' d 22'-0' d 19'-11" d 18'-7' d 1TS' d 16'-7' d 15-10' b 14'-2' b 1Z -11"b 11'-11' b 11'-z, b 10'-T b 2" x 8" x 0.070' x 0.224" SMB 30'S' d 26-T d 24-2' d 2Z-5" d 21'-1' d 20-1' d 19'-2" d 1T-10' d 15-9' d 15-11' d 1SJ' d 14'-8' d 2' x 9' x 0.070" x 0.204' SMB 37-10' d 29-W d 26'-1' d 24'-2" d 22'-9' d 21'-7' d 20'-0' d 19'-2' d 18'-1" d 1T-2' d 16'-S d 15-6' b 2' x 0"x 0.082"x 0.326" SMB 35-3' d 30'-10' d ZT-11' d 25'-11' d 24'S d 23'-3' d 27a' d 20'-T d 19'-5' d 18'5' d 1T-8' d 16'-11' d r x 10" x 0.090" x 0.374" SM 41'-1' d 35-11' d 37-8" d 30'4' d 28'5' d 2T-1' d 25-11' d 24'-1' d 27-8' d 21'-6' d 20'-T d 19'-9' d Note: 1. it is recommended that ft engineer be consulted on any miscellaneous framing beam that spans more than MY 2. Spans 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 Imes brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for fatal 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 Self Mating Sections d' Notes: 1. Tablas assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be Interpolated. Table 3A.2 E 6061 110 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 Knee Brace Min. Lonath Thi u -Bolts 2' x 2' x 0.043' 1'4' 7-0' Beam Size Minimum igi L=D+lh Minimum Min. # Knoe Min. Stitching 2"x 3' x 0.045' Post Size 1/4'e 318'0 Knee Brace' Brace Screws Screw S acin Hollow Beams 2' x 4" x 0.050" Hollow 3' x 3- x 0.090' 2 2' x 3' x 0.045' 3 #8 2"x5"x0.060"Hollow 3'x3'x0.090" 2 2'x 3'x 0.045' 3 #8 08-12-2010 Self -Matin Beams 2' x 4"x 0.048"x 0.109' SMB 3'x 3'x 0.090' 2 2'x3'x 0.045' 3 #8 8 a 12-O.C. 2'xEx0.050"x0.131"SMB 3'x 3'x 0.090" 2 Z'x3'x0.045' 3 #8 8 12-O.C. 2's 5x 0-050"x0.135"SM11 I 3'x3'x0.090' 1 2 1-1 2'x3"x0.045' 1 (3)#10 1 #10Al2'0.C. Minimum post / beam may be used as minimum knee brace Knee Brace Min. Lonath Max. Len th 2' x 2' x 0.043' 1'4' 7-0' 2' x 7 x 0.043' 1'4' 7-0" 2' x 2' x 0.043' 114" 7-0' 2"x 3' x 0.045' 1'S' 75' 2"x 4' x 0.050' 1'S' T -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 TM) 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 61761-Ailoypro1ucts:----------- - - • - 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 J a (n c M Z o Z (1) Q v Z0 w N 3 W M 9 J c LLI p Z E N > U.1 n W o0LLQ m U m U CC it c U U Q O wc r- v W co m W Z v Z_ M O `o LL LU J U) n a It § C0 O C0 rnW k 2 C, J W MLLliru- zm W 6 a,io D W WLL m r U O ] a I. - CDCdO $ r N L Imtl .a oo n O rnw SEAL 2 w w SHEET z U yJ = U, ZW 1) 8-110 Q WK Wm 12 08-12-2010 OF Table 3A.1.1-120 E Eagle Metals Distributors, lAc. 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 0.043" Load Width S-0' F-0' T-0' IN 10'-0' 1 17-0" Allowable Span'L'lbendin Wordeflection'd' 14'-0' 1 16'-0" 1 3" x " x 0.045' 2" x 4" x 0.050" Hollow 11'-3' d 10'-7 d 9'S" d 8'-11" d 6'S" d 8'-1" d TS' d T-1" d Load Width (R) Max. Span'L' I (bend ng V or deflection V) Max. 1 & 2 Span 3 Span 4 Span Cantilever Load Width (R) Max. Spa 1: 1(bend in 'b' or de0ection'dj May - 1 & 2 Span 3 Span 4 Span Cantilever 5 5-1" d 6'3" d 6'4' d 0'-11" d 5 7-9" d T-1" d T-2' d 1'-1" d 6 4'-9' d 5-10" d 5'-11" d 0'-11' d 6 6-5" d F-8' d 6'-9- d 1'-0" d 7 4'S' d 5-7' d 5-8- d 0'-10' d 7 6-1' d 6'4' d 6'-S d 0'-11 d 6 44" d 64' d 5'-5" d 0'-10' d 6 4'-11' d 6'4" d 6'-T d 0'-11' d 9 4'-2" d 6-2' d 5-3" d 0'-10" d 9 4'S" d SAW d 5'-11- d U-11" d 10 4%T d 4'41" d 5'-1' d 0'-9- d 10 4'S- d 5-T d V-9" d VAG' d 11 T-11" d 4'-10" d 4'-11" d 0'-9- d 11 4'-5' d SS" d 5'-6' d 0'-10' d 12 T-9' d 4'-W d 4'-8" b V-9' d 12 4'-0" d 5'-3" d 5'-S d x "x 0.070- x3 x Load Width (R) Max. Span *L` I (bend 1 & 2 Span 3 Span ng V or deflection V) Load -Max. Span'U I (bond ng V or dellection'd') 4 Span Max. -.- Width (R) 1 & 2 Span 3 Span 4 Span Max. Ca Cantilever 5 6'S" d 8'-0" d 8'-2" d 1'-3" d' 5 T3' d 8'-11" d 9'-1" d 1'S" d 6 S-1" d T -T d T-9- d 1'-2' d 6 6'-10_'__d 8'S' d 8'-T d 1'4' d 7 S-17 d T-7 d T4" d 1'-1' d 7 6'-6" d T-11" d 8'-7 d 1'-3' d 8 F -T d 6'-10" d T-0" d 1'-1" d 8 F-7 d TS" d T-9" d 1'-2" d 9 54' d 5-7' d V-9" d 1'-0" d 9 5'-11" d T4" d TS" d 1'-7 d I 0 6-2' d 6'S' d 6'S" d 0'-i t' d 10 5-9" d T-1' d T-7 b 1'-1' d 11 S-0" d 6'-2" d 6'4" d 0'-11' d 11 5'-T d 6'-10" d 6'-10' b i'-1" d 12 4'-10" d 6'-0" d 6'-1" d 0'-11" d 12 S-5' d 6 d 6'-T b 1'-0' d z x a x 0.050" 2-x5 x .060" Load Width (R) Max. Span'L' I (bend ng 'b' or denection'd 1 & 2 Span 3 Span 4 Span Canaever Load Max. Spa 'L` I bonding'b' or da0ection'd Width (R) 1 & 2 Span 3 Span 4 Span Ca Hx. lever 5 9'S" d 11'-8" d 11'-11' d 1'-10' d 5 17-1" d 14'-11" d 15-3" d 74" d 6 8'-11' d 11'-0" d 11'-3" d 1'S" d 6 114' d 14'4" d 14'4" d 7-7 d 7 8'S" d 10'S" d 10'S' d 1'-7' d 7 10'-9" d 13'4' d 13'-7- d 7-1' d 6 8'-1' d 10'-0" d 1D'-2" b 1'-7- d 8 10'4' d 17-9" d 13'40" d T-11" d 9 T-9" d 9-7' d 9'-T b 1'S" d 9 9'-11" d 17-T d 17S" d 1'-11" d 10 TS' d 9'3' d g'-1" b 1'S" d 10 V-7" d 11'-10' d 17-0" b 1'-10" d 11 T3" d 8'-i t' b 8'S' b 1'-S d 11 9'-3' d 11 - d 11'-S b 1'-9" d 12 T-1" d 8'-T b B'4" b 14" d 12 9'-0" d 11'-2" d 10'-1T b 1=9" 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 -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 Alloy 6661 T-6 Hollow andTdb Single Sea -Mating Beams 7-0" 3'-0' 4'-0' Load Width S-0' F-0' T-0' IN 10'-0' 1 17-0" Allowable Span'L'lbendin Wordeflection'd' 14'-0' 1 16'-0" 1 18'-0" 2" x 4" x 0.050" Hollow 11'-3' d 10'-7 d 9'S" d 8'-11" d 6'S" d 8'-1" d TS' d T-1" d 6'-9" d 6'S' d 6'-2' d 2' x 5" x 0.060" Hollow _ 14'4" d 17-11' d 17-1" d 11'4" d 10'-9' d 10'4' d 9'-T d 5-0' d B' -T d B'-7 d T-10" d 2" x 4" x 0.045" x 0.088" d 17-17 d 11'S" d 10'-10" d 1 g'-2" d 9'S' d 9'-3" d 8'-T d 8'-1' d TS" b T-7 b 6'-9" b 2" x 5" x 0.050" x 0.116' SMB d 15-0' d W -Y d 13'-3" d 17S" d IV -10"d 114" d IV -6* d 9'-11" d 7-3" b 8'S' b 8'-7 b 2" x 6" x 0.050' x 0.120" SMB d 18'4' d 16'-8" d12W-I(r 15-5" d 14'-T d 13'-10"d 13'-3" d 11'-11" b 10'-11" b 10'-2' b 9'S' b 8'-11' b 2" x 7" x 0.055' x 0.120" SMB d 20'-17 d 18'-11'd 1T-7' d 16'S' d 1S -T b 14'-T b 13'-0" b 11'-11" b 11'-0" b 10'4' b 9'-9' b 2" x8' x 0.070" x 0.224" SMB d 25-2' d 27-10"d 21'-3" d 19'-11"d 18'-11" d 18'-T d 16'-10"d 15-10'd 15-1' d 14'-5' d 13'-10" d 2" x 9" x 0.070" x 0.204" SMB d 2T-1' d 24'3' d 22'-11" d 21'-6'd 20'-S d 19'-T d 11 2' d 1T -1d 16'-7b 15-7 b 14'-0" b 2" x 9" x 0.082' x 0.326" SMB d 29'-7 d 26'S' d 24'-T d 23'-7 d 21'-11' d 21'-7 d 19'S" d 18'4' d 1T -S d 16'S" d 194" d 2" x 10' x 0.090" x 0.374" SM W-11"di 33' -11 -di W-10" d 28'S" d 26'-11' d 1 25'-7* d I 24'S' d I 27-9" d 1 21'S d I 20'4' d ITS" d IV -r- 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 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 trace. Add horizontal distance from upright to canter of brace to beam connection to the above spans for total beam spans. S. Spans maybe Interpolated. Table 3A.1.4A420 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 #1SF Aluminum Allov 6061 T-6 Self Mating Sections S-0' 6--0" Tribute Load Width W = Pudin %V, T-0" 8'-0' 9'-0' Allowable Span'L' I banding V or denection'd' 2" x 4"x 0.045" x 0.088' 144' b ITA' b 17-1' b 11'4" b 10'S' b 10'-2' b 9'S' b 9'-3' b 2" x 5" x 0.050" x 0.116" 1T4" b 15-9' b 14'-T b 13'S" b 12'-11" b 17-3" b 11'S" b 11'-7 b 2" x 6" x 0.050" x 0.120" 18=11' b 1T4" b 16'-0' b 14'-11' b 14'-T b IT -T b 17-9" b 173' b 2" x T' x 0.055' x 0.120" 20'-T b 18'-10" b 1TS" b 16'4" b 15'4" b 14'-T b 13'-11" b 13'4" b 2" x 8' x 0.070" x 0224' d 26'-9' d 24'-17 b 23'-3" b 21'-11' b 20'-9' b 19'-17 b 1 B'-11' b 2' x 9' x 0.070" x 0204" 304" b 2T-6" b W -T b 23'-11' b 27-7 b 21'-S b 20'S b 19'-7 b 2" x 9" x 0.082" x 0.326" 37-11' d 31'-0" d 29'S' d 28'-T d 2T-1' d 26'-T d 25.0" b 23'-11' b 2" x 10" x 0.090' x 0.374" 38'S" d 36'-2' d 34'4' d 37-10" d 31'-7' d 30'S" d I 29'S" d 28'S' d Notes: 1. Tables assume extrusion oriented with longer exWsion dimension parallel to applied load. Z spans may be Interpolated. Table 3A.2 E 6061 120 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs I Proprietary Products: Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 1. Above spans do not include length of knee brace. Add horizontal distance f om 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 2" x 8" Minimum post I beam may be used as minimum knee brace Knee Brace Mln. Length Max. Length 2" x 2" x 0.043" 114" 7-0" 2" x 2" x 0.043" 1'4' 2'-0" 2' x 2' x 0.043" 114" 7-0" T x 3" x 0.045" 11S" 7S" 2" x 4" x 0.050' 1'S" 3'-W 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 TM) and its location next to the spline groove, to signify our 6061 alloy extrusions. 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 look for the Identification mark as specified below to validate the use of 6061 engineering. e l EAGLE 6061 I.D. DIE MARK O 0m to WW W 0 ZO a U K U ZZQ ZO FQU F Z WW 20WrAWa. Z0 u- j O13 J NZW0F Oct 0 w w wm w Wraan Z JwLL R' NOWLLJ J Q U) Z Z (J) QD. O cr M U) } W LLI Z 2 5 W W 06 U LL U } Il U Q N Cl) Z 2 W m W Z Z_ U O ULUU Q co co n J M chiLLuLL 2LdF3 mmd£ 1211 ` LL J o a) rn Uj o L a) _ m ti 0 tuW 0 0 r E a CL N rn00 r - m U c m m LL 0 N 10 WinW SHEET aJ W H 8-120 12 08-12-2010 OF OZ KLuWZ a ZW tutu ZZLU 251 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 #/SF (56.6 #/SF for Max. Cantilever) Aluminum Alloy 6061 T-6 x 2" x 0.043" Tdbuta Load Width 5'-0" 6"-0" T-0" 8'-0" 10'-0" 12'-V Allowable Span'V / b nding 'b' or deflection *d' 14'-0' 16'-0" 1 3- x 2- x 0.045" 2" x 4" x 0.050" Hollow 12'-3" d 10'-8- d 9'-9" d 91-0" d 8'S' d 8'-1' d Load Width (ft.) Max. Span'L' / (bond ng 'b' or daflection'dj 1 8 2 Span3 Span 4 Span Ca N ® er Load Max. Span'L' / (banding W1dlh (WI 1 8 2 Span 3 Span W or deflection'dj 4 Span Ca U ®ver 5 4'-10' d 5-11' d 6'-1- d 0'-11' d 5 6-5- d 6'-9' d VAT d V-0' d 6 V-6- d 5'-7- d 5-9- d 0'-10- d 6 S -Y d 6* -4' d 6'-6' d V-11" d 7 4'4" of 64' d S-5' d 0'-10' d 7 4'-10- d 6'-0- d 6'-Y d 0'41' d 8 4'-1' d V-1' d 5-2' d 0'-9" d 8 4'-8- d 6-9" d 5-10' of 0'-11' d 9 T-11' d 4'-11- d 4'-11- d 0'-9- d 9 4'-0- d 5-6- d 644 d 0'-10' d 10 T-10" d 4'-9' d 4'-10' b 0'-9" d 10 1 4'4' d 64" d T -S' d 0'-10" d 11 3'S' d 4'-T d 4'-7- b 78' d 11 1 4'-Y d S -Y d S-3' b 0-10' d 12 T -T d 4'S' d 4'4' b 0'-8' d 12 4'-1' d S-0' d 5'-0' b 0'-9" d x 'x0.0 0" 2"x3"x0.045" Load Width (R ) Max. Span 'L'/(bond in 'b' or deflection'dj 1 8 2 Span 3 Spa n 4 Span Cantilever Load Max Span 'L'/(bonding b' or deflectlon'd') Nidth (ft) 1 8 2 Span 3 Span 4 Span Cantilever 5 6'-2" d T-0' d T-10' d 1'-2' d 5 V-11' d 8'-6' d 8'-8' d 1'4' d 6 Fur d T-3- d T4' d 1'4' d 6 5-6' d Ir -W d 8'-Y d 1'J" d 7 6-7'--d 6'-10' d 6'-11' d 1'-1" d 7 5-Y d T -T d T-9' d 1'-2' d 8 5'4" d S -T d 9-8' d T -O" d 6 5-11' d T-3' d T-S'd 1'-1" d 9 5'-1' d 64' d S -S d 0'-i t' d 9 5-8' d 5-11' d T-1' b 1'-1' d 10 4'-11- d 6'-1- d 6'-2' d g'-11- d 10 5.6' of 6* -9' d S-8' b 1'-0' d 11 4'-9" d 5-11' d 5.0- d 0'-11' d 11 54' d 6'-T d S-0' b 1'-T d 12 0 d4'" S -9' d 5-10' d 0'-11' d 12 S -Y d 6'4' b T-1' b 0'-11' d 2 x4"x0. 0 2"x5"x .060" Load Width (R) Max Span 'L'/(bend in b'or deflection'd') 1 8 2 Span 3 Span 4 Span Cantilever Load Max Spa n'I:I(bending 'b' or deflectlon'd Width (n) 18.2 Span 3 Span 4 Span Cantilever 5 9'-0" d 11'-Y d 11'S- d 1'-9' d 5 11'-6' d 14'J' d 14'-6' d 2'-2- d 6 8'S' of 10'S d 10'-9' d 1'-7' d 6 10'-10- d 13'-5' d 13'-8" d T-1' d 7 8'-1' d 9'-11' d 10'-1" b 1'-6- d 7 1g'-3' d 17-8" d 17-11' d T-11' d 8 T-9- d 9-6' d 9'-6- b 1'-6' d 8 9-10' d 17-2' d 12'-5- d 1'-10- d 9 TS d T -Y d 8'-11' b 1'-5' d 9 9'-6- d 11'-8' d 11'-9" b 1'-1g' d 10 T -Y d 8'-9- b 8'S b 1'•4' d 10 9'-Y d 11'J" d 11'-Y b 1'-9' d 11 5-11" d B'4' b 8'-1' b 1'4' d 11 8'-10' d 10'-11' d 10'-8' b 1'-8' d 12 S-9" d T-11' b T-9' b 1'J' d 12 8'-T d 10'-7' b 10'-2' b 1'-8" d Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center or 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 Aluminum Allov 6061 T-6 Hollow and Single Self -Mating Beams 2"-0" T-0" 4'-0" Tdbuta Load Width 5'-0" 6"-0" T-0" 8'-0" 10'-0" 12'-V Allowable Span'V / b nding 'b' or deflection *d' 14'-0' 16'-0" 1 18'-0" 2" x 4" x 0.050" Hollow 12'-3" d 10'-8- d 9'-9" d 91-0" d 8'S' d 8'-1' d T-9' d T -Y d 6'-9" d 6'-5' d 6'-2' d 5-10' b 2" x 5" x 0.060' Hollow 15'-7- d 13'48' d 12'-5' d 11'-6' d 10'-10" d 10'-3" d 9'-10' d 9'-Y d II' -T of 8'-2' d T-10' d T -W d 2" x 4" x 0.045" x 0.088" 14'-0' d 12'-3' d 11'-2' d 10'4' d T-9' d 9'-3' d 8'-10- d 8'-2" d T-8" b T -Y b 6'-8' b 6'-4- b 2" x 5" x 0.050" x 0.116" SMB 17"-2' d 14'-11' d 13'-7' d 17-8- d 11'11'd 11'-3' d 10=10' d 10'-0' d 9'-4' b 8'-7' b 8'-1" b T -T b 2" x 6" x 0.050" x 0.120" SMB 20'-0" d 1T-6' d 16-11-d 14'-9" d 13'-10" d 13'-2- d 12'S" b 11'-2- b 10'-2" b 9'S' b 8'-10" b 8'4' b 2" x 7' x 0.055" x 0.120" SMB 22'-9' d 1V -10'd Ill' -0' d 16'-9' d 16-8' b 14'-0" b 13'-7' b 17-2' b 11'-1" b 10'-3" b 9'-T b 9'-1' b 2" x 8" x 0.070" x 0.224" SMB 2T -W d 23'-11" d 21'-10' d 20'-3' d 19'-1' d 18'-1' d 1T4' d 16'-1' d 15-1" d 14'4" d 13'-8" b 12'-11' b 2" x 9" x 0.070" x 0.204" SMB 29'-7r- d 25-10' d 23'-T d 21'10'd 20'S d 19'-6' d 18'-8' d 1T4' d 16'-3' b 15-1' b 14'-1' b 13'-0" b 2' x 9" x 0.082" x 0.326" SMB 31'-10' d 2T-9' d 25-3' d 2FS' d 22'-1' d 20'-11' d 20'-0' d 18'-T d 1TS' d Fd 15'-11' d 15-3' d x 10" x 0.090' x 0.374" SM 3T-1' d 1 3TS d I 29'S' d I 2T4" di 26A' d 1 24'-5' d 1 234" d 1 21'41" d I 20'S- d I 19'S d 16'S d I 1T-10' 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 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 One 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 Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad. 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 brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may interpolated. Table 3A.3 Schedule of Post to Beam Size x3'x x3"x 3'x3'!0. 3'x 3'x 0. Minimum post / beam may be used as minimum knee brace Thru-Bolts Knee Brace Min. Len th Max Len th 2'x Y x 0.043' 1'4' 7-0' Y x Y x 0.043' 114' Z -W Y x Y x 0.043' 1'4' Z -W Y x 3" x 0.945' 116* 7-0' Y x 4" x 0.050" 1'-6" T-0' EAGLE 6061 ALLOY IDENTIFIER"''' INSTRU 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 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. EAGLE 6061 I.D. DIE MARK O Q J W¢ W O Z0 U. a U F tC V ZZQ ZO Q U F ZW 20a: 'n a. ZO u- ? 0 A ZW0 O i_ F- cc OW ZWEtr WWWtozQ 0 WZJ W o - J Z o Z fn a- zz EL v 20 tq o Z 0 W `" 7 LL m N J c m W Z m 0 > W n W 06 rn m U o LLCIAo V } D o Q CCD to CO Vi Z a mnWM 3 W Z Z W O `o0LLU) U o J U o a N In CD `m4COn r r J W Il W LL ai# W C7cWx d W m ti a O 0) > CL C 3 0 n a):3 o Co0 N L d rn W ro o r ffT a 7 0m1 SEAL Q w SHEET W z Uwto Z Jw Z o 8-130 Z Q LLfY Wm nG 08-12-2010 OF O 9 Table 3A.1.1440 E Eagle Metals Distributors, Inc. Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #!SF (65.7 NSF for Max. Cantilever) ee....t..,..., nn- anml TA 2 x2"x0.043' T-0' 4'-0" Trlbuta Load width 5'-0' 6'-0' T-0' 8'-0" 10'-0" 1 12'-0" 1 Allowable Span'L' / bendin 'b' or deflection'd' 14'-0" x x0. 5 2' x 4"x 0.050' Hollow 11'-9' d 19-T d 54" dKIT-1* 8'-r d Load Width (ft) Max. Span 'I:I(bend in 'b' or deflection' 1 & 2Span 3 Span 4 Span CaMtl x' Load Max. Span'L' / (bending 'b' or deflection'd width (ft.) 1 & 2 Span 3 Span 4 Span Can ver 5 4'-7- d S-0' d 5-10' d 0'-10' d 5 5'-3- d 6'-6' d 6'-T d 0'-11" d 6 4'4' d 54' d 6-V d 0'-10- d 6 4'-11' d 6'-1' d 6'-r d 0'-11' d 7 4'-2' d S-1' d 5'-2' d 0'-9' d 7 4'-B' d 5'-9' d 5-11' d 0'-11'. d a 3'-11' d 4'-11' d 4'-11" d 0'-9- d 8 4'-6' d 5.6' d S-8" d 0'-10- d 9 3'-10' d 4'$" d 4'-9' b 0'-9- d 9 4'-0- d 5`4' d 5'-5' d 0'-10' d 10 3'-0'd 4'S" d 4'-6" b 0'3' d 10 4' -rd 5'-2' d 5-2" b 0'-9' d 11 3'-r d 4'-5" d 4'4' b 0'-0" d 11 4'-0' d 4'-11' d 4'-11' b 0'-9' d 12 3'S d 4'3" 6 4'-1' b 0'-0" d 12 T-11' d 4'-10' d 4'-9' b 0'-9' d x 2" x 0.070' 4 #14 14 @ 12- O.C. 2" x 10" x 0.090" x 0.389" SMB I 4' x 4' x 0.125' 5 4 Load Width (ft) Max. Span V / (bend ng 'b' or deflection 'dl 2 an1 & Sp3 Span 4 Span Cantilever Load Max. Span'L' /(bond in 'b' or deflaction 'd Width () 1 & 2 Span 3 Span 4 Span caMm ntilever 5 5'-11' d T.S• d 1'-1" d 5 6'-r d 8'-r d 8'4' d 1'-3' d 6 5'-T d 1 4 1' d l'-1' d 6 6'-3' d T -W d T-10" d V.2" d 7 5'4' d 8)#14 S-0' d 1'-0• d 7 5'-11' d T4' d TS' d 1'-1" d 8 S-1' d O.C. 6'S' d 0'-11' d 8 5'-8' d 6'-1/' d T-0' b T-1' d 9 4'-11' d F-2' d 0'-11' d 9 S-5' d 6'-9- d 6T b 1'-V d d 11" d 0'-11' d 1D S-3" d 6'-6' d 6'J' b 0'-11' d 4-Td5'-9' d 0'-10' d 11 5-1' d 6'-2' b 5-11' b 0-11' 12 4'S' dS-T d 0'-10' d 12 1 4'-11' d 5-11' b 5-9" b V-11' d rx4"x0.050' 2"x5"x0.060" Load Width (ft') Max. Span 'L'/(bend in 'b'or deflection'd') 1 & 2 Span 3 Span 4 Span Cantilever Load Max. Span 'L'/ bend) Width (ft) 1 & 2 Span 3 Span b'or deflection'd 4 Span Cantilever 5 8'4" d 10'-8' d 1(r-11' d 1'3" d 5 11'-0" d 13'-8' d 13'-11' d 7-1" d 6 8'-r d 10'-1" d 10'-3' b i'-6" d 6 10'-5" d 12'-17 d 13'-1' d 1'-11' d 7 T-9' d 9'-r d 9'S' b 1'S d 7 9-10" d 17-7 d 17-5' d 1'-10' d B T -S' d 9'-r d 8'-11" b T -S d 8 9-5" d 11'-0' d 11'-9' b 1'-9' d 9 T-1' d 8'-8' b. 6 5' b 1'4" d 9 9'-1' d 11'-r d 11'-1' b 1'-9' d 10 6'-11' d 8'-3' b T-11' b 1'-0' d 10 8'-9' d 10'-10' d 10'-6' b 1'-8' d 11 S3' d T-10' b r b 1'-3' d 11 8'-6' d 10'4' b 10'-0" b 1'-T d 12 6'-6' d 1-6 b T3' b l'-3• d 12 8'3' d 9'-11' b 5-r b 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 maybe 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 140-1&2 MPH velocity; using design load of 17.0 #!SF er..,nin..m elln., [nal T Hoilow and Single Self -Mating Beams 2'-0' T-0' 4'-0" Trlbuta Load width 5'-0' 6'-0' T-0' 8'-0" 10'-0" 1 12'-0" 1 Allowable Span'L' / bendin 'b' or deflection'd' 14'-0" 16'-0" IB' -O - 2' x 4"x 0.050' Hollow 11'-9' d 19-T d 54" dKIT-1* 8'-r d T-9" d T -S d 6'-10' d 9-6- d 6'-r d 5-10' b 5'-6' b 2" x 5' x 0.060" Hollow 14'-11' d 13'-1' d 11'-11' d 10'-S d 9'-10' d 9'-S d B'-9' d B'-3" d T -1o' d TS' d T-2' d 2" x 4" x 0.045" x 0.088' ITT d 11'-9' d 10'-6' d 9'4' d 8'-10' d 8'-6' d T-10' d T-3' b 6'-8' b V-3" b 5-11' b 2" x 5" x 0.050' x 0.116" SMB 16'S d 14'4' d 13'-1" d 11 T d 10'-10' d 10'4' d 9'-T b 6'-9" b 8'-1' b r -r b T -r b 2" x 6' x 0.050" x 0.120' SMB 15-2" d 16'-9" d 15-3' d 13'4' d 1Z-6- b 11'-9' b 10'-6' b 9'-T b 8'-10" b 8'J' b T-10' b 2" x r x 0.055" x 0.120" SMB 21'-9' d 19'-W d 1T4• d 14'-9' b 13'-T b 17-9' b 1 YS' b 1 VS b 9'-8' b 94r b 8'5' b 2' x 8" x 0.070" x 0224' SMB 26'4' d 23'-0' d 20'-11' dd 18'3' d 1T4" d 16'-T d 155' d 14'-6' d 13'-9" b 17-10"b 17-1' b2"x9"x0.070"x0204"SMB 28'5" d 24'-10'd n-6" dd 15.8' d 18'-8' d 1T-11' d 16'-T d 154' b 14'-r b 13'3' b 1T -F b 2" x 9" x 0.082' x 0.326" SMB 30'-6' d 26'-6' d 24'3' d 22'-0" d 21'-r d 20'-1' d 153' d 1T-10' d 16'-9' d 15-11"d i --T d 14'46' d x 10" x 0.090" x 0.374' SM 35-T d 31'-1' d 283' d 26'-2' d 24'-8' d 23'-S d 27-5" d 20-10' d 15-T d 1B' -T d 1T-9' d 1T-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 bad 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 3A.1.4A-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 140-1 &2 MPH velocity; using design load of 17.0 NSF Self Mating Sections or Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be Interpolated 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 Knee Brace Min. Length u BritsPIr L=D+h" e 318"0 2'x r x 0.043" 1'4' 7-0' Beam Size Minimum Post She Minimum Min. #Knee Mtn. Stitching Knee Broee' Brava Screws ScrewSpacing Hollow Beams r x r x 0.043" 17'4' 7-0' 2' x 3• x 0.045" I1'-6' 7-0' r x 4' x 0.050' 2"x 4'x 0.050" Hollow I 3"x3"x0.090' 1 2 2'x3"x0.045' 3 #8 2"x5"x0.060"Hollow 3'x 3"x 0.090' 2 2'x3'x0.045' 3 #8 Ser -Mata Beams 2"x 4"x 0.048" x 0.109" SMB 3' x 0.090' 2 r x 3" x 0.045' 3 #8 8 @ 12" O.C. 2" x 5"x 0.050" x 0.131' SMB 3'x 3"x 3'x 0.090' 2 2"x3"x0.045' 3 )98 8 @ 12- O.C. 2" x 6'x 0.050' x 0.135" SMB 3'x 3'x 0.090' 2 2"x3'x0.045' 3)#10 10 @ 12- O.C. 2"xrx0.055"x0.135'SMB 3"x 3'x0.090' 2 2 2'x 3"x0.045' 3)#10 10 @ 12- O.C. 2" x 8' x 0.070" x 0.239" S MB 3'x3"x0.125' 3 2 r x 4' x 0.048• x 0.109' 3)#12 12 @ 1r O.C. 2"x9"x 0.07r x 0.219" SMB 3x3'x0.125' 3 3 r x 5' x 0.050' x 0.131' 3#14 14 @ 12" O.C. 2"x 9"x 0.082'x 0.321" SMS 4'x4'x0.125' 4 3 2'x6'x0.050•x0.135' 4 #14 14 @ 12- O.C. 2" x 10" x 0.090" x 0.389" SMB I 4' x 4' x 0.125' 5 4 2"x 7"x 0.055" x 0.135 6)#14 1 #14 @ 12" O.C. Double Self -Marin Beams 2 2"x8"x0.070'x0.239'SMB 2x5'x0.050*x0.131' 6 1 4 1 2"x4"x0.048"x0.109' 8 )912 12 12'O.C. 2 2'x9'x0.072'x0219"SMB 2"x6'x0.050'x0.135' 6 4 rx5'x0.050'x0.131' 8)#14 14 0 tr O.C. 2 2"x9"x0.082"x0.321"SMB 2xrx0.055"x0.135' 8 6 Tx6'x0.050"x0.135" S #14 14@1 O.C. 2 2" x 10" x 0.090" x 0.389" SMB 1 2" x 8" x 0.070' x 0.239• 1 10 1 B 1 2• x r x 0.055" x 0.135" 10)#14 14@1 O.C. The minimum number of thru bolts is (2) Minimum post/ beam may be used as minimum knee brace Knee Brace Min. Length Max. Length 2'x r x 0.043" 1'4' 7-0' r x 2' x 0.043' 1 1'4' 7-0' r x r x 0.043" 17'4' 7-0' 2' x 3• x 0.045" I1'-6' 7-0' r x 4' x 0.050' I EAGLE 6061 ALLOY IDENTIFIERTM1I 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 / 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. <11 EAGLE 6061 I.D. DIE MARK 0 e J Wis W Q - J W 0 ZO a U F WWU ZzQ ZO F QU LL UrZZ O W WEQ. O Oj0 N W Z M Qt- O W Z LL R W WWW QN OJZd o: NOWLLJ J Q U) Z Z fA CILQ 20 Ur m C0 } W O Z 2 LU od 1W U_ MLL J J" I- ( L F Q O Z Q 2 W ce) W Z_ U O U) U J U.1 44 ER tDO O m n i 2 J fi! % ILL W rL W CZ_ 7 w x d WC ramLL (i O Q o0) a. I -- c" rn 1mIt- § a W mo'L J to U > O m a) U ti J 0 ul W0 0 Nc E CL too m00 m U 13, m Av LLI-- W SEAL ti SHEET QJ W W i=- 8-140 LL 12 08-12-2010 OF 0Z z WWZ CDZW r- LuZ ZW INu 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/#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 ISTEM ARE THAT OF MOBILE MANUFACTURED HOME STALL NEW 48" OR 60" UGER ANCHOR PER RULE iC @ EACH NEW PIER. STALL 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 Wl (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 MANUFACTURED HOME KNEE WALLW/ 2x: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 6 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: 114"= V-0" 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 SCALE: 1/8"= V -0 - Table 3A.3 Schedule of Post to Beam Size mmmum pnstr Deem Trey m usee m nenrrxrm xnee Aram Brom straws Knee&am Mb. Lnmh Max Len th rxT 14' 21-0• rxr 14 r-0• 2'x r 11i• r1r 2'x3' 11S 2'S rx4• 1•S T-01 RIBBON FOOTING SCALE: 112"= 1'-0" Minimum Ribbon Footing Wind #/ I x Post Ancho Stud' Zone Sq. FL @ 48" O.C. Anchors 100-123 + 10-14 1'-0" ABU 44 SP1 132' O.C. 140.1 +30 -17 1'-0' ABU 44 SP1 32"O.C. 14G-2-150 +30 -201 1'S' 1 ABU 44 1 SPH4 48" O.C. STUD WALL OR POST Maximum 16' projection from host structure. For stud walls use 11T x 8'L -Bolts @ 46' O.C. and 2• square washers to attach sob plate to tooting. 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 shag be per manufacturers speafirzitions. 3A.8 Anchor Schedule for Composite Panel Room Components Connection Description 80-100 MPH 110-130 MPH 140-150 MPH Receiving channel to roof 10 x (r+12•) SMS 10 x (T•+12') SMS 10 x (T+12") SMS panel at front wall or at the 1 @ 6- from each side 1 @ V 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 a 8- O.C. 10 6- O.C. 312#/13SF 1/4' x 1-1/2' lag 114"x 1-12' log 318' x 1-12• lag Receiving channel to 1 @ 6' from each end of 2 @ 6• from each end of 2 @ 6• from each end of wood dock at front wall. receiving channel and receiving channel and receiving channel and 2 pine or ptp. framing 1 @ 24' O.C. 2 @ 24' O.C. 2 0 24' O.C. 71M3D.SF 1/4"x 1-12' Tapcon 114'x 1-12" Tapcon 318'x 1-12' Topcon Raiceving channel to 1 @ 6' from each end of 1 @ 6' from each end of 2 @ 6' from each and of concrete deck at front wall. receiving channel and receiving channel and race" channel and 2,500 psi concrete 1 @ 32' O.C. 1 @ 24- O.C. 2 @ 24- O.C. Receiving channel to uprights, 8 x 3/4' SMS 10 x 314' SMS 14 x 314' SMS headers and other wall 1 @ 6' from each end 1 @ 4' from each end 1 @ 3" from each end connections of component and of component and of component and 0.024" metal 1 IM 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 31W x 1-12• lag Receiving channel to existing 1 @ 6' from each end 1 @ V from each end 10 3" from each end wood beam, host structure, deck of component and of component and of component and or Infill connections to wood 1 @ 30' O.C. 1 @ 18' O.C. 1 @ 21' O.C. Receiving channel to existing 1/4' x 1-314' Tapson 114'x 1-12• Tapcon 318'x 1-12" Tapson concrete beam, masonry wall, 1 @ 6" from each end 1 @ 4' from each and 1 @ 3' from each and 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" from each 1 @ 3- from each Roof Panel to top of wall of component and of component end of component 1 @ 12- O.C. 1 @ e- O.C. 1 a 6- O.C. a. To wood 10x -r+1-12- 1ox"r+Pur 10x'r+1-12' b. To 0.05"aluminum 10X"r+12• 10x•r+Irr 10x"r+12' Notes: 1. The anchor schedule above is for mean roof height of 0.20'• enclosed structure. exposure •B', I =1.0, maximum front wall Projection from host structure of 16', with maximum overhang of Z, and 10' wag height There Is no restriction on room length. For structures exceeding this criteria consult the engineer. 2. Anchors through receiving channel into roof panels, wood, or concrete I 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 Oban 2500 psi consult the engineer. Reduce anchor spacing for "C" exposure by 0.83. 5. Topcon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for 1-12" embedment at minimurn Sitspacing from concrete edge to center of anchor. Roof anchors shag require 1-1/4" fender washer. Table 4.2 Schedule of Allowable Loads / Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load / Maximum load area (Sq. FL) @ 120 M.P.H. wind bad Diameter Anchor x Embedment 1 Number of Anchors 2 3 4 114" x 1" 264#/11SF 528#/22SF 792#133SF 1056#/44•SF 114" x 142" 396#/17SF 792#/33•SF 1188#/50.SF 1584#166•SF 114"x2-12" 66D#/28 -SF 132D#155 -SF 1980#/83 -SF 264ON110SF 5116" x 1" 312#/13SF 624#26SF 936#139SF 1248/#52SF 5116"x 142" 468#/20 -SF 936#!39 -SF 1404#/59SF 1872W78 -SF 5116"x2-12" 7B0#f33-SF 1560#t65 -SF 234OW98SF 3120#1130-SF318"x1" 356#/15SF 71M3D.SF 1068#/45SF 1424#159 -SF 3/8' x 142" 1 534#22SF 1D6B#/4SSF160211/67- 2136#189SF 318"x2 -11W BMM7SF 17SON174SF I 2670#/111SF I 356=148SF Note: 1. Anchor must embed a minimum of 2' Into the primary Trost WIND LOAD CONVERSION TABLE: For Wind Z.oneslReglons other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION Applied Load CONVERSION FACTOR 1D0 26.6 1.01 110 26.6 1.01 120 27A 1.00 123 28.9 0.97 130 32.2 0.92 140-1 37.3 0.86 140-2 37.3 0.86 150 42.8 0.80 Allowable Load Coversion Factors for Edge Distances Less Than 9d Edge Distance Allowable Load Multipliers Tension Shear 12d 1.10 127 11d 1.07 1.18 10d 1.03 1.09 9d 1.D0 1.00 ed 0.98 0.90 Td 0.95 0.81 6d 0.91 0.72 6d 0.88 0.63 Note: 1. The minumum distance from the edge of concrete to the center of the concrete anchor and the spacing between anchors shag not be less than 9d where d Is the anchor diameter. 2. Concrete screws are limited to Y embedment by manufacturers. . 3. Values listed are allowed loads with a safety factor of 4 applied. 4. Products equal to rawl may be substituted. S. Anchors receiving toads perpendicular to the diameter are M tension. Anchors receiving loads parallel to the diameter am shear loads. Example: Determine the number of concrete anchors required by dividing the upl'rt1 load by the anchor allowed load. For a T x 6" beam with spacing = T-0' O.C.; allowed span = 26-T (Table 1.1) UPLIFT LOAD - 12(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = [12(25.75) x r x 7# / Sq. FL] /ALLOWED LOAD ON ANCHOR NUMBEROFANCHORS - 630.875#1300# = 2.102 Therefore, use 2 anchors, one (1) on each side of upright. Table Is based on Rawl Products' allowable bads for 2.500 ps.L concrete. J ILLO zO Q v E LuU zZ zO a U zZ wO zO coz Z O F U 1- 5I.- W z CL cc OOLLLL qw a IL m0 OF WVrw zLLIII W lr ww zy 0 W ZJwfl OwLLJ UwrnJw co 0Z wyU) LL 08-12-2010 J a = o Z CO `v 20 Q o Nzmfn an O0 W c DZ U) LU aCL Cl)tL = nCL CUm fn rn IX U J DW ' o I> ]Q- 2 mv UC Z 0 Q Q Q c I- _Mp •o Z Z Z W O Q m m Z W c U) a. D 0 J N Q A cc 7,10 13z S W SHEET wz z 9 w LuzZw 12 pOF 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 @re 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 U180. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16' O.C. each we 10.Spans may be interpolated between values but not extrapolated outside values. 11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1. 12. All fascia 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 sealant Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14. All aluminum extrusions shall meet the strength requirements of ASTM 8221 after powder coating 15.Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete masonry products or pressure treated wood shall be coated w/ protective paint or bituminous materials that are placed between the materials listed above. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 16.Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only fasteners that are 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 bads 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 bads 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 rive load of 10 PSF. The design Wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped factor of 0.75. 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live bad of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 1408 and 150 MPH zones. Wind loads are fromAS E 7 -05 Section 6.5 Analytical Procedure for glass and modular rooms. 5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for roll formed roof panels by 0.93 and composite panels by 0.89. Design Loads for Roof Panels (PSF) Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 INDUSTRY STANDARD ROOF PANELS i 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2"= V-0" 0 of 12.00" 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE 2"= V-0" WET 1m 1 12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2"= V-0" ALUMINUM SKIN TABLES Minimum live bad of 30 PSF controls In high wind velocity zones. 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 load width of 10' and a maximum of 20' projection with a 2' overhang. Any greater load width shall be site specific. E.P.S. CORE J'- ........................ Z SIDE CONNECTIONS VARY a (DO NOT AFFECT SPANS) 48.00" COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2"= 1-W PRIMARY CONNECTION: 3) #L_2 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 1-1/2' 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-0" 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 1/8"x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) Exposure "0" to "C" Exposure 0" to "D" Mean Roof Load Span Multiplier Load Span Multiplier Heighr Conversion Z Conversion m 0 Factor Bending Deflection Factor Bending Deflection 0.15 121 0.91 0.94 1.47 0.83 Mail 115'm 20' 1.29 0.88 0.92 1.54 0.81 087 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 i 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2"= V-0" 0 of 12.00" 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE 2"= V-0" WET 1m 1 12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2"= V-0" ALUMINUM SKIN TABLES Minimum live bad of 30 PSF controls In high wind velocity zones. 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 load width of 10' and a maximum of 20' projection with a 2' overhang. Any greater load width shall be site specific. E.P.S. CORE J'- ........................ Z SIDE CONNECTIONS VARY a (DO NOT AFFECT SPANS) 48.00" COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2"= 1-W PRIMARY CONNECTION: 3) #L_2 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 1-1/2' 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-0" 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 1/8"x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL TO WALL DETAIL Lai SCALE: 2" = 1'-W w 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 9/16" TEK p SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # ' x 1/2" S.M.S. a SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. LL 1100-1231 130 1 140 1 150 8 1 #10 1 #12 1 #12 1 wU EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE i I 10 x 3/4' S.M.S. OR WOOD SCREW SPACED @ 12' O.C. EXISTING FASCIA O ROOF PANEL w x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER PAN ROOF PANELS TOP) CAULK ALL EXPOSED rn SCREW HEADS Ur J U ROOF PANEL TO WALL DETAIL Lai SCALE: 2" = 1'-W w 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 9/16" TEK p SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # ' x 1/2" S.M.S. a SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. LL 1100-1231 130 1 140 1 150 8 1 #10 1 #12 1 #12 1 wU EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE i I 10 x 3/4' S.M.S. OR WOOD SCREW SPACED @ 12' O.C. EXISTING FASCIA kLTERNATE MOBILE HOME FLASHING a 0 w Q -0 Z PAN ROOF PANELS 0LL lu Q W Ur J U Z W Zetd Z m 0 a 6' x't' x 6"0.024" MIN. BREAK Q OfUZW FORMED FLASHING vLL D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM F F Q W 0 z Z v_ PAN ROOF PANEL w0 Z 08-12-2010 Z J LL I- O Q O a W U) N ZaWLU W ZU w z D. - m 00LL w n POST AND BEAM (PER O TABLES) 0 w z LLz wm ww zQ kLTERNATE MOBILE HOME FLASHING aFORFOURTHWALLCONSTRUCTIONw Q -0 r<; PAN ROOF PANELS 0LL lu SCALE: 2"= T -W W Ur J U r- t - U Z 0 s4 Co a €c w m. a a It I J Z Q :7 J_ wW. SHEET w Q -0 w 20 In Z o Z 0 W 0fF- a Ur J U m m W Z etd Z m 0- U) Z U) c a W 06 n OfUZW o J J Z U} Wd D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM m F Q W 0 z 0 v_ W U)m' W W Z a Z 08-12-2010 Z W C/) a W J LL I- O Q o r a W U) 0fl 9 U M CID k 2 J WL2 LL W co 6M 1Z W (a LL O a) Cto v ma CC F- r` U mco M r LLI ymL c W _ m O > O m m J INSTALLATION INSTRUCTIONS: J I /& yy A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. A u I SEAL B. SLIDE 1"TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP. wW. SHEET w DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. U z C. FASTEN HEADER TO FASCIA BOARWITH #10 x 1" SCREWS @ 6' O.C. STAGGERED J W zZ TOP AND BOTTOM SEE DETAILABOV m t7 10 A kmZw - z D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM m z SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY.a n wm 08-12-2010 OF L Q 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. 8 x 1/2' S.M.S. SPACED @ 8' O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS a— 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 S.M.S. SPACED @ 12" O.C. OTHER CONSTRUCTION FOR MASONRY USE 2)114"x 1-1/4' MASONRY ANCHOR OR EQUAL @ 12' O.C. FOR WOOD USE: W;•;:•:;•;;•; 14 x 1-1/2' S.M.S. OR WOOD' SCREWS @ 12" O.C. 4- FLOOR PANEL 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 "r. THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 1100-1231 130 1 140 1 150 8 1 #10 1 #12 1 #12 REMOVE RAFTER TAIL TO j HERE REMOVE ROOF TO HERE I I #8 x 1/2" S.M.S. SPACED @ PAN RIB MIN. (3) PER PAN EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE 10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE LL x ao 1-1/2" x 118"x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL SCALE: 2"= l -(r 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 @ 8" O.C. BOTH SIDES FLASH UNDER SHINGLE COMPOSITE ROOF PAN HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" =1'-(' fy 9IIiL iY3 b Y•I:.7_•1aY:l 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. z.u::;: ;: ': EXISTING FASCIA 6' x't' x 6' 0.024" MIN. BREAK FORMED FLASHING ROOF PANEL' 112' SHEEP ROCK FASTEN TO z.u::;: ;: ': w 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. SHEET ROCK SCREWS @ 16' WHEN SEPARATION BETWEEN O.C. EACH WAY INSTALLED. DRIP EDGE AND PANEL IS FASTENING SCREW SHOULD SCREW #10 x ('C + 1/2") W/ 1-1/4' FENDER WASHER FOR FASTENING TO ALUMINUM USE TRUFAST POST AND BEAM (PERHDx ('t"+ 3/4") AT W O.C. FOR UP TO 130 MPH TABLES) WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED D' EXPOSURE. 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 #10x l' SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. HOST STRUCTURE TRUSS OR RAFTER r 1' FASCIA (MIN.) BREAK FORMED METAL SAME NTHICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1' MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 8 x 3/4" SCREWS @ 16" O.C. 8 x 1/2" SCREWS @ EACH RIB ROOF PANEL 8 x 1/2' ALL PURPOSE SCREW @ 12' O.C. BREAKFORM FLASHING 6' 10' 3-C OMPOSITE ROOF PANELSEESPANTABLE) / STRIP SEALANT BETWEENFASCIAANDHEADER 10 112' SHEEP ROCK FASTEN TO 7 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL COIL PANEL W/ 1" FINE THREAD 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. SHEET ROCK SCREWS @ 16' WHEN SEPARATION BETWEEN O.C. EACH WAY INSTALLED. DRIP EDGE AND PANEL IS FASTENING SCREW SHOULD LESS THAN 314" THE FLASHING BE A MIN. OF 1' BACK FROM DROP. SYSTEM SHOWN IS REQUIRED THE EDGE OF FLASHING z 03 MIL. ROLLFORM OR 8' BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE Z_ ----_ a IL 1-1/2' x 1/8' x 11-1/2" PLATE OF 8063 T-5, 3003 H-14 OR 5052 H-32 8 x 1/2" S.M.S. @ 8" O.C. HEADER (SEE NOTE BELOW) EXISTING HOST STRUCTURE: FOR MASONRY USE WOOD FRAME, MASONRY OR 114"x 1-1/4" MASONRY OTHER CONSTRUCTION ANCHOR OR EQUAL @ 24" O.C.FOR WOOD USE 10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 2' =1'-0" ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2' LONG CORROSION RESISTANT S.M.S. W/ 1/2' WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1)EACH #8 x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x l" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS o SCALE: Y =1'-0' NOTES: 10 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL COIL a3. 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. 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 wLL 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 4FLAPLIPOFTHEHEADERBACKFROMTHEEDGEOFTHEFLASHING. 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" M SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. w zzQ zO FQ HOST STRUCTURE TRUSS OR a RAFTER z BREAK FORMED METAL SAME o Z THICKNESS AS PAN (MIN.) z EXTEND UNDER DRIP EDGE 1" O MIN.ANCHORTO FASCIAANDm RISER OF PAN AS SHOWN O O 1' FASCIA (MIN.) k 10 x 1-1/2" S.M.S. @ 16' O.C.2 y 0.040' ANGLE W/ #8 x 1/2" d z S.M.S. @ 4' O.C. m OOLLLL COMPOSITE ROOF PANEL o- 11l'F:•. ::: :. ........... n rt•m•:.::: ..:........ ....... ....... .... a n ::.:: m O 7 77 a!`..:.`...:: I Z LLtuKWLu HEADER (SEE NOTE BELOW)Z ai 8 x (d+1/2') S.M.S. @ 8" O.C. z w IL FOR MASONRY USE ww 1/4"x 1-1/4" MASONRY LL EXISTING HOST STRUCTURE: ANCHOR OR EQUAL o WOOD FRAME, MASONRY OR @ 24" O.C.FOR WOOD USE w,Fee OTHER CONSTRUCTION #10 x 1-1/2" S.M.S. OR WO0054 SCREWS @ 12" O.C. ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL N SCALE: 2" = T -W _jWx COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH m 8 x (01/2') LONG CORROSION RESISTANT S.M.S. w? co co 08-12-2010 J Q Q 2 mo J z o Q O wz z O_ W 06 W U z O U O UJ Q z co Z (- W LLU U) J Q USCOcun T O n2m' J W N LL ?LL:M 7 W (9 m x O d W LL m O DoD N n C U CD t,. 0] 5or m y r W .a x mU > O m c: U rs L, LaCD J 0 Lu 0 0 mE nCL CIA 0 m 0 U v m' mV LLA N Arl G b7201 SEAL SHEET IIB OF 12 0 N m OW_ C9 z c ujw ulz z CDzLu r zzwm LEI) CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF SPAN PER TABLES) 8 x 1/2" WASHER HEADED CORROSIVE RESISTANT SCREWS@ 8" O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER COMPOSITE ROOF: 8 x "t" +1/2" LAG SCREWS W/ 1-1/4"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 ("P+314") AT 8' O.C. FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP O A 150 MPH WIND SPEED "D" EXPOSURE. WEDGE ROOF CONNECTION DETAIL SCALE: 2"= 1'-0" COMPOSITE PANEL 1" x 2" OR 1" x 3" FASTENED TO PANEL W/ (2) 114"x 3" LAG SCREWS W/ WASHERS FOR 140 & 150 MPH USE 2) 3/8" x 3" LAG SCREWS W/ WASHERS BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF 1/-- 12 Q 6 Lu zO w O ofa A II EXISTING TRUSSES OR II I RAFTERS VI A J 4 II Blk II If HOST STRUCTURE II- FASCIA OF HOST STRUCTURE 2"x _ RIDGE OR ROOF BEAM SEE TABLES) SCREEN OR GLASS ROOM WALL (SEE TABLES) PROVIDE SUPPORTS AS REQUIRED W / VARIES K 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 01 Ari v1=1nr RIDGE BEAM 2"x6"FOLLOWS ROOF SLOPE ATTACH TO ROOF W/ RECEIVING CHANNEL AND 8) #10 x 1" DECK SCREWS AND (8) #10 x 314" S.M.S. RIDGE BEAM 2'x6" EXISTING 1/2" OR 7/16" POST SIZE PER TABLES SHEATHING 1 SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4"= V-0" A - A - SECTION VIEW SCALE: 1/2"= 1'-0" B - B - ELEVATION VIEW SCALE: 1/2" =1'-0" B - B - PLAN VIEW SCALE: ur = l -W POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U -CLIP W/ (4) 1/4" x 1-1/2" LAG SCREWS AND (2) 1/4" x 4" THROUGH BOLTS TYPICAL) TRUSSES OR RAFTERS 2) 1/4" x 4" LAG SCREWS AND WASHERS EACH SIDE POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U -CLIP W/ (4)1/4" x 1-1/2" LAG SCREWS AND (2) 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 FOR FASTENING TO WOOD USE TRUFAST SD x ('P + 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 PAN TO WOOD FRAME DETAIL SCALE: i'J" 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 Q J UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER w w LLO zO aU COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2" =1'-0" w PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER 10 x 2" S.M.S. @ 12" O.C. EXISTING FASCIA SEALANT SCALE: 1/B" =1'-0" 30# FELT UNDERLAYMENT W/ z 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT 10 x 2" S.M.S. @ 12" O.C. AGAINST EXISTING ROOF 0.024' FLASHING UNDER F- a EXISTING AND NEW SHINGLES FASTENERS PER TABLE 313-8 MIN. SLOPE 1/4':1') MIN. 1-1/2" PENETRATION FASTEN TO PANEL W/(3) w 2 x 4 RIDGE RAKE RUNNER o 3/4" ALUMINUM PAN WASHER TRIM TO FIT ROOF MIN. 1" @ INSIDE FACE CAULK EXPOSED SCREW FASTEN Wl (2) #8 x 3" DECK EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR SEALANT RAFTERS RIDGE BEAM 2"x6"FOLLOWS ROOF SLOPE ATTACH TO ROOF W/ RECEIVING CHANNEL AND 8) #10 x 1" DECK SCREWS AND (8) #10 x 314" S.M.S. RIDGE BEAM 2'x6" EXISTING 1/2" OR 7/16" POST SIZE PER TABLES SHEATHING 1 SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4"= V-0" A - A - SECTION VIEW SCALE: 1/2"= 1'-0" B - B - ELEVATION VIEW SCALE: 1/2" =1'-0" B - B - PLAN VIEW SCALE: ur = l -W POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U -CLIP W/ (4) 1/4" x 1-1/2" LAG SCREWS AND (2) 1/4" x 4" THROUGH BOLTS TYPICAL) TRUSSES OR RAFTERS 2) 1/4" x 4" LAG SCREWS AND WASHERS EACH SIDE POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U -CLIP W/ (4)1/4" x 1-1/2" LAG SCREWS AND (2) 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 FOR FASTENING TO WOOD USE TRUFAST SD x ('P + 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 PAN TO WOOD FRAME DETAIL SCALE: i'J" 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 Q J UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER w w LLO zO aU COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2" =1'-0" w 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 ao SCALE: 2"= 1'4r O ~ r EXISTING FASCIA EXISTING TRUSS OR RAFTER 1/4"x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL AND 1/4" x 5" LAG SCREW MIDWAY BETWEEN RAFTER TAILS EXTRUDED OR SUPER GUTTER PLACE SUPER OR EXTRUDED U GUTTER BEHIND DRIP EDGE z SEALANT za 10 x 2" S.M.S. @ 12" O.C. zO 1/2" 0 SCH. 40 PVC FERRULE F- a 3" PAN ROOF PANEL U LL MIN. SLOPE 1/4':1') i FASTEN TO PANEL W/(3) w 3) #8 x 3/4" S.M.S. PER PAN W/ o 3/4" ALUMINUM PAN WASHER zO CAULK EXPOSED SCREW z HEADS o 08-12-2010 z U SEALANT F 1/4"x 8" LAG SCREW (1) PER w z TRUSS/ RAFTER TAIL AND LL 1/4"x 5" LAG SCREW MIDWAY p O BETWEEN RAFTER TAILS LL LL O wJ SUPER OR EXTRUDED GUTTER > a EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 m ao SCALE: 2"= 1'4r O ~ r EXISTING FASCIA EXISTING TRUSS OR RAFTER 1/4"x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL AND 1/4" x 5" LAG SCREW MIDWAY BETWEEN RAFTER TAILS EXTRUDED OR SUPER GUTTER PLACE SUPER OR EXTRUDED z z LL GUTTER BEHIND DRIP EDGE m SEALANT w wwy 10 x 2" S.M.S. @ 12" O.C. F5 w 1/2" 0 SCH. 40 PVC FERRULE w a SEALANT o uJ SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL D SCALE: T = V-0" 1) # 8 x 3/4" PER PAN RIB CAULK EXPOSED SCREW DETAIL HEADS J w0 3" PAN ROOF PANEL w wMIN. SLOPE 1/4":11 p 03 3" HEADER EXTRUSION w FASTEN TO PANEL W/(3) w 8 x 112" S.M.S. EACH PANEL 0 z wyL 2 9i: 08-12-2010 r J Q 7 z co U) Q J m 0 Q W w WO Z O_ W o0 W WU Z J O U } U J Q Q Z 13- 2 LU u- U J Q I DO r-- Ozv^ JLL Wmtu LLZmx LLI F3 rn x Wm LL J O o 2 CON 3'im ce N w L W a c m U > O m U LL a n m 0 w 0 0 N Nc mE CLCL rn 00 m9OU C 0 ma o 0 0N UTTV2010 SEAL SHEET 10C OF 12 0 N aMOKO z zwwz 3 w w zz wm BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER SEALANT 10 x 2" S.M.S. @ 24" O.C. 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL EXISTING FASCIA 1-] EXTRUDED OR SUPER GUTTER SEALANT 10 x 4" S.M.S. W/ 1-1/2"0 FENDER WASHER @ 12" O.C. CAULK SCREW HEADS & 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 U- 0O SCALE: 2" = V-0' OPTION 1: EXISTING FASCIA 2" x _ x 0.050" STRAP @ EACH @ 12" O.C. AND FASTEN TO COMPOSITE SEAM AND 1/2 CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/ HEADS 3) #10 x 2" INTO FASCIA AND PLACE SUPER OR EXTRUDED 3) #10 x 3/4" INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: ul 1/4"x 8" LAG SCREW (1) PER wU TRUSS / RAFTER TAIL IN 1/2"0 0 SCH. 40 PVC FERRULE EACH SIDE SEALANT 10 x 2" S.M.S. @ 24" O.C. 3" COMPOSITE ROOF PANEL MIN. SLOPE 1/4": 11 EXISTING TRUSS OR RAFTER GUTTER2AU:PER RUDED OR U- 0O 3" HEADER EXTRUSION FASTEN TO PANEL W/ 8 x 1/2" S.M.S. EACH SIDEEXISTINGFASCIA NOTCH ANGLE OPTIONAL @ 12" O.C. AND FASTEN TO SEALANT GUTTER W/ LAG BOLT AS STRENGTH SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2"= V-0' 10 S.M.S. @EACH ANGLE LE ul GUTTER BRACE @ 2'-0" O/C SLOPE 4" ATTACH ANGLE "A" TO FASCIA W/ 2-0/8" LAG I J SCREWS @ EACH ANGLE ALTERNATE 3/4"0 HOLE GUTTER PAN ROOF 12 3/8" x 3-112" LOUVER VENTS FASCIA COVERS PAN & SEAM ® OR 314"0 WATER RELIEF OF PAN & ROOF HOLES REQUIRED FOR 2-1/2" 3" RISER PANS GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 314"0 HOLE OR A 318" 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" =1'-0" FLASHING 0.024" OR 26 GA GALV. CAULK 2"x 2"x 0.06"x BEAM DEPTH + SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2" = T -W ALA B A = WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: 2) 2" x 2"x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 318"x 2" LAG SCREWS PER SIDE OR (2) 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" ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-014" x 1/8" INTERNAL U -CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 318"x 2" LAG SCREWS PER SIDE OR (3)1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: 2'= 1'-0" 1elf e1 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 U- 0O NOTCH ANGLE OPTIONAL 0 MIN. 2" 0.05(r S.M.B. MUST REMAIN FOR ANGLE STRENGTH U J 10 S.M.S. @EACH ANGLELE ul wU 0 EACH SIDE z0 COMPOSITE ROOF SEALANT v PAN HEADER (BREAK F FORMED OR EXT.) HEADER HEADERS AND PANELS ON e BOTH SIDES OF BEAM FOR z0 GABLED APPLICATION CAULK FFff O Z U 2"x9"BEAM R' w z PAN OR COMPOSITE ROOF a PANEL O O 2) #10 x 1/2" S.M.S. @ 16'O/C EACH END FOR 8 x 1/2" S.M.S. (3) PER PAN FROM GUTTER TO BEAM WATER RELIEF j SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2" = T -W ALA B A = WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: 2) 2" x 2"x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 318"x 2" LAG SCREWS PER SIDE OR (2) 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" ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-014" x 1/8" INTERNAL U -CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 318"x 2" LAG SCREWS PER SIDE OR (3)1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: 2'= 1'-0" 1elf e1 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 U- 0O NOTCH ANGLE OPTIONAL 0 MUST REMAIN FOR ANGLE STRENGTH U J ul CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) LuLu SCALE: 2"= l -W I:illZHXN 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 WHEN FASTENING TO ALUMINUM USE TRUFASTHDx t" + 314") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6' O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE"D" CAULK ALL EXPOSED SCREW HEADS & WASHERS ROOF PANEL TO BEAM DETAIL SCALE: 2"= T-0" ROOF PANEL PER TABLES SECTION T) FOR COMPOSITE ROOFS: 10 x (t + 112") S.M.S. W/ SUPPORTING BEAM 1-1/4"0 FENDER WASHERS (PER TABLES) @ 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"= T-0* J Q D Z U) Q 2 J 2O QIXW Z O_ 1- W °d W Z Z U>- O J Q Q ZCLW LL_ 2(.) Ir J a It iR w O m 2 J W cNi W ll. W 2 a m ui N LL m CL n 3 c 33 D] y c, W c N m U > O m U a J AUG 1-7 SEAL SHEET uiyJx Wz 10D m n 08-12-2010 OF n C7 zz 0 zwINz 0 zw r_ zILum X U- 0O z0 U ul wU 0Z z0 p SEALANT v PAN HEADER (BREAK F FORMED OR EXT.) z HEADERS AND PANELS ON wo BOTH SIDES OF BEAM FOR z0 GABLED APPLICATION mz O Z U R' w z PAN OR COMPOSITE ROOF a PANEL O O LL 8 x 1/2" S.M.S. (3) PER PAN o w ALONG PAN BOTTOM j wa mpFO oW Z'L FOR PAN ROOFS: m z 3) EACH #8 x 1/2" LONG S.M. w PER 12" PANEL W/ 3/4" z y ALUMINUM PAN WASHER z wa N0OLLJ ROOF PANEL PER TABLES SECTION T) FOR COMPOSITE ROOFS: 10 x (t + 112") S.M.S. W/ SUPPORTING BEAM 1-1/4"0 FENDER WASHERS (PER TABLES) @ 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"= T-0* J Q D Z U) Q 2 J 2O QIXW Z O_ 1- W °d W Z Z U>- O J Q Q ZCLWLL_ 2(.) Ir J a It iR w O m 2 J W cNi W ll. W 2 a m ui N LL m CL n 3 c 33 D] y c, W c N m U > O m U a J AUG 1-7 SEAL SHEET uiyJx Wz 10D m n 08-12-2010 OF n C7 zz 0 zwINz 0 zw r_ zILum 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 8 x 9/16' TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM (a? POST DETAIL SCALE: 2"= T-0" 0.024"X 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 2"x SELF MATING BEAM 5 REBAR IMBEDDED IN TOP OF CONCRETE COLUMN (BY OTHERS) FASTENING OF COMPOSITE PANEL' SEALANT 8 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 1/8' WELDED PLATE SADDLE W/ (2) 1/4' THRU-BOLTS WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("P + 3/4') 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" PANEL ROOF TO RIDGE BEAM (aD_ CONCRETE POST DETAIL SCALE: 2"= V-0' 0.024" ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET 8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS @ 24" O.C. ALTERNATE #8 x 1/2' S.M.S. W/ 1/Y 0 WASHER. x W TYPICAL INSULATED PANEL SCALE: 2' =1'-0" NOTES: 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER HEADED SCREWS. 5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH PANEL 6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS. NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 128 FOR H-28 METAL 81.20 FOR H-14 OR H-25 METAL COVERED AREA TAB AREA 3/8" TO 1/2" ADHESIVE BEAD FORA 1"WIDE ADHESIVE STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2:12 SUBSEQUENT ROWS 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 3/8' TO 1/2" DIAMETER SO THATTHERE IS A 1" WIDE STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. FOR AREAS UP TO 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA STARTER SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA ADHESIVE: BASF DEGASEAL- 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 0 0 O 0 0 0 o SUBSEQUENT ROWS 0 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR #8 WAFER HEADED SCREWS 7/16" O.S.B. PANELS SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-1/2:12 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 w 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL 4. APPLY 3/8"0 BEAD OF BASF DEGASEAL- 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL 7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. INSTALL 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. J Q Q :2 J 20 — Q Iz W J 0 0 Z O 1— W W U Z Z U } O J Q QZn_ 2 W U- W J Q 0 Orn n k 2 J W c., u- W LL W 2 'm x D_ w `` 'L m J N 0 raam n ` p NM t W .a c a) ::4 m U > O - J 0 ww 0 N c mE n U) 0 Elk0 0 U v m As 2LL I- 0 N I coW 10 x 4" S.M.S. W/ 1/4 x 1-1/2" S.S. NEOPRENE WASHER @ 0. B" O.C. fA SEALANT r............ 8x 9/16"TEK SCREW @ 8" Wz O.C. I I CAULK ALL EXPOSED SCREW I I HEADS AND WASHERS I I 3) 1/4"0 THRU-BOLTS (YP.) 8 x 9/16' TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM (a? POST DETAIL SCALE: 2"= T-0" 0.024"X 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 2"x SELF MATING BEAM 5 REBAR IMBEDDED IN TOP OF CONCRETE COLUMN (BY OTHERS) FASTENING OF COMPOSITE PANEL' SEALANT 8 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 1/8' WELDED PLATE SADDLE W/ (2) 1/4' THRU-BOLTS WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("P + 3/4') 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" PANEL ROOF TO RIDGE BEAM (aD_ CONCRETE POST DETAIL SCALE: 2"= V-0' 0.024" ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET 8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS @ 24" O.C. ALTERNATE #8 x 1/2' S.M.S. W/ 1/Y 0 WASHER. x W TYPICAL INSULATED PANEL SCALE: 2' =1'-0" NOTES: 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER HEADED SCREWS. 5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH PANEL 6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS. NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 128 FOR H-28 METAL 81.20 FOR H-14 OR H-25 METAL COVERED AREA TAB AREA 3/8" TO 1/2" ADHESIVE BEAD FORA 1"WIDE ADHESIVE STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2:12 SUBSEQUENT ROWS 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 3/8' TO 1/2" DIAMETER SO THATTHERE IS A 1" WIDE STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. FOR AREAS UP TO 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA STARTER SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA ADHESIVE: BASF DEGASEAL- 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 0 0 O 0 0 0 o SUBSEQUENT ROWS 0 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR #8 WAFER HEADED SCREWS 7/16" O.S.B. PANELS SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-1/2:12 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 w 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL 4. APPLY 3/8"0 BEAD OF BASF DEGASEAL- 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL 7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. INSTALL 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. J Q Q :2 J 20 — Q Iz W J 0 0 Z O 1— W W U Z Z U } O J Q QZn_ 2 W U- W J Q 0 Orn n k 2 J W c., u- W LL W 2 'm x D_ w `` 'L m J N 0 raam n ` p NM t W .a c a) ::4 m U > O - J 0 ww 0 N c mE n U) 0 Elk0 0 U v m As 2LL I- 0 N I coW SEAL 0. SHEET fAJWx Wz 10E m 12 08-12-2010 QF 7 0 0 N a OKU toz C7 wwz Zw Luz zw m Table 7.1.1 Allowable Spans and Design /Applied Loads* (#/SF) Note: ToW roof panel width . room wimh +vep width +overhang. *Design or applied load based on the affecWe am of the panel Table 7.1.2 Allowable Spans and Design /Applied Loads* (p/SF) for Industry Standard Riser Panels for Various Loads Note: Total roof panel width =room width +wap width +overhang. 'Design or applied bad based on the effective area of the pant. Table 7.1.3 Allowable Spans and Design / Applied Loads* (#/SF) for Industry Standard Riser Panels for Various Loads Note: Total roof panel width = room width +wap width + overhang. 'Design or applied load based on the affective area of the panel Table 7.1.4 Allowable Spans and Design / Applied Loads' (#/SF) Note: Total roof panel width = room wktth+wait width+overhang. 'Design or applied bad based on the affective am of the panel Table 7.1.5 Allowable Spans and Design /Applied Loads' (#/SF) Note: Total roof pond width - room width+wap width + mw hang. 'Design or applied bad based on the affective area of the panel Note: Total roof panel width - ruorn width +was width +avedmV. 'Design or applied bad based on the effective arae of the panel Liz 0 ° 4 O gz E r y co! A o_ F a m a $ toy QL4 OC i Z fn p a t o Q Q o Z a 20 0O r mWZ b 0 Wul n G W m U) } J W m z WZ EL Ca m W f CO) > Q o u, g W W ° Z W m LL U Q o O z F- J Q Q m LL V (L o U w 8 F Q f4 W cat Co CL Z¢ ; z 2W m 1 W 0 LU Z U J `o p LL W z U Q N S Q M o ~ z J Or O Q o U ~ LL z o zW w D O - W LL O Z U 2 m # _ W 2Ca W tel— d lu O LL z WZr- 0 m W OOLLLL N 10 D W m ri a i Q W 03 N co L W 43 p Md J n W33 Om U >0 m O F d' C U p — CD W 2 L F tuz 3 m z W w J Z U)o FD W o N Z a 0LL J W SEALw o SHEET w i U)1, CDzLu WN 10F z 12 m 08-12-2010 OF r MANUFACTURERS PROPRIETARY PRODUCTS SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE 48" 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note: ELITE"ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL. Florida approved test lab & analyzed by SCALE: 2"= T-0" Lawrence E. Bennett & U180 Table 7.2.1 - Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval NFL 5500 & FL 7561 4 Note: Total roof panel width -room width + wall width + overhang. 'Design or applied load based on the affective area of the panel Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewlde Product Approval NFL 5500 & FL 7561 Note: Total roof panel width = room width +wall width +overhang. *Design or applied bad based on the affective area of the panel z r-1 0 eg oa iti m 0 3 Q $ I I Q o Q a 200 O to to N } a W Z—I i Z 0 U LL H D O O O U 0 F" Q -i cal Z 0 Z W W Z C0 w Z J o Q FaU Z W co C C7 rn ? N OZO LL m Z i—. 2 ai 3L W 2 c x $ H CL Lu O LL JWZ Oc LL0LL N OMfO ciW m rCL t LUL X M Lu n ° a Om F_' U >p m HLL C U a rS0) C Nm lu w J ~ rQQQjW 0 0 ZJA,.-, LU Of0o mdw' J0 SHEET wtu v Ja F 0ZWW WZ10GzNCO W LL 12 m 08-12-2010 OF C 0 V' MANUFACTURERS PROPRIETARY PRODUCTS SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE 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 Note: ELITE ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL Florida approved test lab & analyzed by SCALE: 2"= V-0" Lawrence E. Bennett & U180 Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads• (#/SF) Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) Manufacturars' Proprietary Products: Statewide Product Approval NFL 5500 & FL 7561 Manufacturers' Proprietary Products: Statewide Product Approval NFL 5500 & FL 7561 Wind n Structures M loped Roof I Screen Rooms & Attached Covers I Glass & Modu ar ooms n osed a ang Zone MPH 1 4 1&2 3 4 s nnond' s Moad• s annoad' s anlload• s nnoad' s annoad• s nnoad• 4 s anlioad' span/load. Cantilever 1 29-W 13 33'- 13 37-1' 13 8 20 26'-0' 20 25'-7 20 1' 2 24'-8' 23 23-10 23 4 45 11 2W-10' 14 373 14 31'-2' 14 23'- 27 25'-1 21 4'-11' 1 5 2 10" 27 27 2 4' 55 1 26'-1" 1 -2 17 2&-2* 17 21'- 25 23'-8' 25 27-11" 25 18- 32 11' 32 20'-0' 3 4 ' 65 1 25'-5' 1 28-5' 7 27'-5' 1 20'-8 26 23'-2' 26 2T4 26 18.3" 20'-5' 34 19'-8 34 4'-0" 69 13D 23'-17 20 26'-1 20 25'-11• 26 19'-8- 29 274' 29 21'-3' 29 1 -2' 38 1 '-3• 38 18'-7' 38 4'-0• 77 1404 22'4' 23 24'-11' 23 24'-2• 23 16'-2' 34 20'4' 34 19'-8' 34 1T-2' 38 19'-3' 38 18'-7' 38 4'-0• 89 274' 23 24'-11' 23 24'-Z• 23 18'-Y 34 20'4' 34 19'-8' 34 1 '-1t- 44 1 -10• 44 1TJ 44 4'-W 89M42140.2 150 20'-11' 26 23'-6' 26 27-8• 26 16'-11' 39 18'-11' 39 18'-0' 39 13'4' 60 x Panels Aluminum Alb t H-14 or H- 1.0 ore nsi earn Wind en Structures on loped oof Screen Rooms & Attact s neiosed or ang Zona MPH 1 3 4 s nnoad• s aMoad' s annoad• 182 3 4 1 s aMoad• s nnoad' s nnoad• spantba& 4 s annoad' s aniload. Cantilever 1 11' 113 33'-6 131 32'-5' 113R2V-5* 20 6'- 20 25'-11' 20 4- 23 24-11• 23 24- 23 4-0 45 11 2 - 1 3 -7' 14 31-6' 1421 2 21 253 21 2 23-1 2 273 27 1 0 t -6 1 26-6 1 25 11 2 '-2' 25 t -11 32 21-Y 32 20'-5 32 4-0" 65125'-8'. 17 28'-9' 17 T-9' 1726 23' • 2 -7- 26 1 S 34 T 34 19'-11 34 4 " 6914- • 20 2r-7 20 26'-2• 20 29 273• 29 21'S• 29 77W 19'-5' 38 16'-9• 38 4'-0' 77 140.1 27-T' 23 25'3• 23 24'5- 2334 20'-0' 34 19'-10• 34 tr-5• 3a 19'-S 38 18'-9• 38 4'-0• 89 140.2 27-7' 23 25'3' 23 24'-5' 2334 20'-6' 34 19'-10' 34 16'-2• 44 18'-1• 44 1TS' 44 4'-0• 150 21'3' _26 23'-9" 26 27-11' 2839. 19'-2' 39 1B'6' 39 13'-10' 60 16'-9'- 51 16'-7_ 51. 4'4' 8 x48" x .030" Panes Alum num AI 10 1 or H-2 1. ore cosi oam Wind en troeturas Mon o d oo Crean ooms ttae ovens lass& Modular Rooms sed a ang Zone MPH 1&2 3 4 1&2 3 4 1&2 s nnoad• s nlload' s aMoad' s aMoad• c anlload• a aMoad' s nnoad' s aMoad' spa Cantilever 1 4' 13 W-8 13 3TS' 13 2T-8 20 30'-11 20 29'-1 20 25'-9' 23 28'-1 23 2T -1D• 23 4' 45 Be 33-6 14 3T- 1 36-4' 14 26-11 21 t - 21 2 - 2 26-7" 27 25' 27L IV,.55 1 30' 1 1 37-10 1 24- 25 2 -8' 25 26.8 25 21'-i 32 24'- 32 3 4-0' 65 1 29'- 1 -1' t 0 17 4-2" 26 2 '-11 26 26-1 26 213 34 23'-9' 34 27-11 34 4'-0' 69 130 2r-11' 20 313' 20 3' 22'-11 29 25.8 29 24'-9' 29 20'-1' 38 2T -S' 38 21-8 38 4'-0' 77 140-1 26'-1 • 23 -1' 23 28'-2' 23 21'-2" 34 23'-8' 34 22'-11' 34 20'-1' 38 27-5' 38 21'-8' 38 4'4' 89 140. 1' 23 29'-1' 23 28'-2" 23 21'-2• 34 23'-6' 34 22'-11" 34 18'-8' 44 20'-10• 44 20'-1' 44 4'-0' 89 150 24'S' 28 2 -0' 26 T6'-5' 26 19'-9' 39 22'-1• 39 21'-5• 39 1T-0• 51 19'4' S7 18'$' S1 4'-0' 10 Note: Total roof panel width - room width + wall wkkh + overhang. *Design or applied load based on the affective area of Ore panel Note: Total roof panel wkhh =room wklth +wall width + overhang. 'Design or applied load based on the affective area of the panel U Z VT A 0 4 a $ I I J Q Zfn U) 200 U Q Z OO V X O N } of n. a W Z Mlo— Lij lo)i Z LU ca Q 1 LL J O o V F H Q U N Z 0ELJr LU Lu V ZQ F - Z fU W 3 Z J O Q Q VLL ZZELI (OO (O Z r nO Z J L LE Z O 2 LE k; Ili ce CL W m a OW_Z K C ti a y OLL C U M m 0 W m rC a Qrn N C L oL N [e m0 U U a > O m F C c U o OLL n K K C13 m W QWQ J ~ O W W= of rpOW W F KZ IL' W SHEET W U W Z Z WQLU Z Wy 10H Z Z Q LLK WmnL 08-12-2010 OF 2.00" A = 0.423in? 0.043" o ix = 0.233 in' a Sx = 0.233 in? k 6061 - T6 2" x 2" x 0.043" HOLLOW SECTION SCALE 2"= 1'-0' 2.00' I I A = 0.580 in? o Ix = 0.683 in.' 0.045' of Sx = 0.453 in? 6061 - T6 , . 2" x 3" x 0.044" HOLLOW SECTION SCALE 2" = 1'-0" 2.00" o A = 0.745 in' 0.050" Ix = 1.537 In.' Sx = 0.765 in? 6061 - T6 2" x 4" x 0.050" HOLLOW SECTION SCALE 2' =1'-0" 2.00"* *2.00' I I A = 0.868in.' Ix = 2.303 in.' 2.00" 2.00" I I rnW a c Sx = 1.142 in? A= 1.187 in? w v 6061 - T6 z tO Sx = 2.217 in? NOMINAL THICKNESS: 6061 - T6 A = 1.005 in? 0.045" WEB, 0.044' FLANGEF ui o 0.060' Ix = 3.179 in' 0.050" WEB, 0.060" FLANGE m = 1xi5STITCHW/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. 6061 - T6 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM TOP AND BOTTOM OF EACH BEAM I = 177 .31.31 inn ' 2" x 6" x 0.050" x 0.060" Z Sx = 4.312 in? 2" x 4" x 0.045" x 0.043" SCALE 2" = r-0" 6061-T6 SELF MATING SECTION A = 0.543 in? NOMINAL THICKNESS: SCALE 2'= 1'-0' 08-12-2010 0.045' WEB, 0.044' FLANGE 12. 00" A = 1.049 in? 0 Ix = 4.206 in.' o Sx = 1.672 in? vi 6061 - T6 NOMINAL THICKNESS: 0.050' WEB, 0.058' FLANGE STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12' O.C. TOP AND BOTTOM OF EACH BEAM 2" x 5" x 0.050" x 0.058" SELF MATING SECTION SCALE 2' = 1'-0' STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12' O.C. TOP AND BOTTOM OF EACH BEAM 2" x 8" x 0.070" x 0.112" SELF MATING SECTION SCALE 2"= 1'-0' 1 2I g m A = 1.972 in' Ix = 21.673 in' Sx = 4.800 in? 6061 -T6 NOMINAL THICKNESS: 0.070' WEB, 0.102" FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.070" x 0.102" SELF MATING SECTION SCALE 2" = 1'-0' C. i o L 5.00' 5" EXTRUDED GUTTER SCALE 2" = 1'-0" A = 1.071 in? Ix = 2.750 in. ' Sx =1.096 in? 6061 - T6 NOMINAL THICKNESS: 0.070" TYPICAL RAISED EXTERNAL IDENTIFICATION MARK Tm FOR IDENTIFICATION OF EAGLE 6061 ALLOY PRODUCTS SCALE 2"= V EAGLE 6061 ALLOY IDENTIFIERrm INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for peril 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 / contractors responsibility to ensure that theextrusions. proper alloy is used in conjunction with the engineering selected for constriction. We are providing this A = 3.003 i0 identification mark to simplify identification when using our 6061 Alloy products. Ix = 42.601 in! Sx = 8.493 in. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is 6061 - T6 purchased. This should be displayed on site for review at final inspection. NOMINAL THICKNESS: 0.090' WEB, 0.18r FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 10" x 0.090" x 0.187" SELF MATING SECTION SCALE 2'= 1-W The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. e EAGLE 6061 I.D. DIE MARK O 0 J U.1 CJ7 O zO U t= wU 0z z0 U LL zw 20 ao Oj0 N Wm0 o Ow Z LL WW W Z N z w J W a Ow LL J J a Co Z (A 6 Z0 w r Y m IL Z d m 0-0O n iU o6 EL m 0: U 0 JZ Q U to vLU U D_ r U) Z U W W m 5 0 v Z U `o C C/)LL 0 J N a u) O W m J W NL1. 2m# d tu LL W j3W m xmLL J O C: a v m m m $ n rn a X m z J m U O m a m C tm 2.00" 2.00" I I rnW a S / A= 1.187 in? w 0o Ix = 6.686 in' z tO Sx = 2.217 in? S 6061 - T6 A = 1.005 in? ui NOMINAL THICKNESS: 0.060' Ix = 3.179 in' 0.050" WEB, 0.060" FLANGE Sx = 1.268 in? 6061 - T6 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. 2" x 5" x 0.060" HOLLOW SECTION TOP AND BOTTOM OF EACH BEAM SCALE 2= T -V 2" x 6" x 0.050" x 0.060" Z SELF MATING SECTION SCALE 2" = r-0" 3.00" Z A = 0.543 in? Ix = 0.338 in' 08-12-2010 0.045" g Sx = 0.335 In? a 6061 T6 2,00• ,le f 3"x 2" x 0.045" HOLLOW SECTION SCALE 2"= 1'-0" g A= 1.351 in? r Ix = 9.796 in' Sx = 2.786 in? 6061 -T6 3,00" .,IC NOMINAL THICKNESS: 0.055" WEB, 0.060" FLANGE lt A = 0.826 in? 0.071Y $ Ix = 0.498 in' STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O.C. N Sx = 0.494 in? TOP AND BOTTOM OF EACH BEAM 6061-T6 2" x 7" x 0.055" x 0.060" 3" x 2" x 0.070" HOLLOW SECTION SELF MATING SECTION SCALE 2" =1'-0' SCALE 2"= l -(r STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12' O.C. TOP AND BOTTOM OF EACH BEAM 2" x 8" x 0.070" x 0.112" SELF MATING SECTION SCALE 2"= 1'-0' 1 2I g m A = 1.972 in' Ix = 21.673 in' Sx = 4.800 in? 6061 -T6 NOMINAL THICKNESS: 0.070' WEB, 0.102" FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.070" x 0.102" SELF MATING SECTION SCALE 2" = 1'-0' C. i o L 5.00' 5" EXTRUDED GUTTER SCALE 2" = 1'-0" A = 1.071 in? Ix = 2.750 in. ' Sx =1.096 in? 6061 - T6 NOMINAL THICKNESS: 0.070" TYPICAL RAISED EXTERNAL IDENTIFICATION MARK Tm FOR IDENTIFICATION OF EAGLE 6061 ALLOY PRODUCTS SCALE 2"= V EAGLE 6061 ALLOY IDENTIFIERrm INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for peril 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 / contractors responsibility to ensure that theextrusions. proper alloy is used in conjunction with the engineering selected for constriction. We are providing this A = 3.003 i0 identification mark to simplify identification when using our 6061 Alloy products. Ix = 42.601 in! Sx = 8.493 in. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is 6061 - T6 purchased. This should be displayed on site for review at final inspection. NOMINAL THICKNESS: 0.090' WEB, 0.18r FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 10" x 0.090" x 0.187" SELF MATING SECTION SCALE 2'= 1-W The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. e EAGLE 6061 I.D. DIE MARK O 0 J U.1 CJ7 O zO U t= wU 0z z0 U LL zw 20 ao Oj0 N W m0 o Ow Z LL WW W Z N z w J W a Ow LL J J a Co Z (A 6 Z0 w r Y m IL Z d m 0-0O n iU o6 EL m 0: U 0 JZ Q U to vLU U D_ r U) Z U W W m 5 0 v Z U `o C C/)LL 0 J N a u) O W m J W NL1. 2m# d tu LL W j3W m xmLL J O C: a v m m m $ n rn a X m z J m U O m a m C tm U rnW a S / z w w SHEET z w F zzw LU oz 11 w wN ZZ LLR tu 08-12-2010 OF 12 GENERAL NOTES AND SPECIFICATIONS: m [ 1. The Fastener tables were developed from data for anchors that are considered to be "Industry Standard" anchors. The allowable loads are based on data from catalogs from POWERS FASTENING, INC. (BAWL 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 alloy B. Concrete, Fc = 2,500 psi @ 28 days C. Steel, Grade D Fb I c = 33.0 psi D. wood; 1. Framing Lumber 92 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 load / applied load 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 loads 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 Machine 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.) Min. Edge Dist 8 Anchor Spacing Sci Jim) Allowable Loads I Tension I Shear 139 ZAMAC NAILIN (Drive Anchors) 200 114" 1.12' 1 1-114" 2" 1 1-114' 1 273# 11316# 1 236# 236# 0.190" TAPPER (Concrete Screws 161 177 3116" 1-1/4" 15116" 1-314" 15116" 1 288# 371# 167# 259# 114" 1-114" 1-114" 1314^ 1414" 427# 5449 200# 216# 318' 142" 1-9116' 1-314' 3-3f8- 511# 703# 4029 455# 1/4" 12" POWER BOLT Expansion Boit 0250" 114" 2" 1414" 624# 261# 5116^ 3" 1-718' 936# 751# 318" 342" 1-9116" 1,575# 1,425# i2" S. 2-12" 2,332# 2,220# 0.3125" POWER STUD (Wedge --Bolt®) 265 114" 2314"1-114' 812# 326# 318" 4-114" 1.718^ 1,358# 921# 12" 6" 2-12' 1 2,271# 1 1,218# SIB" 7" 2-114" 1 3,2884 1 2,202# Wedge Bolt 114- 2AW 2414" a78# 385# 318' 3-12" 3414" 1,705# 916# 12- 4' 1314" 1,774# 1,095# Notes: 1. Concrete screws are limited to 2- embedment by manufacturers. 2. Values fisted am allowed bads with a safety factor of 4 applied. 3. Products equal to yawl may be substituted. 4. Anchors recelving bads perpendicular to the diameter are In tension. S. Allowable loads are increased by 1.00 for wind load. 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving loads parallel to the diameter are shear loads. 8. Manufacturers recommended reductions for edge distance of 5d have beer applied. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor a0owed bad. For a 2- x 6" beam with: spacing = T4Y O.C. allowed span = 20'-5' (Tabte 1.1) UPLIFT LOAD=12(BEAM SPAN) x BEAM 8. UPRIGHT SPACING NUMBER OF ANCHORS= 12(20AZ)xTx10#/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. awlBolt Allowable Tensile toads on Screws for Nominal Wail Thickness ftJ (lbs.) Multipliers Tension Shear 0.164" 122 139 153 200 228 255 1.11 1.60 9d 0.190" 141 161 177 231 263 295 Allowable Loads & Roof Areas Over Posts Fastener I Length of Number of Fasteners Diameter Embedment 1 2 1 3 4 0210" 156 178 196 256 291 327 1/4" 12" L 0250" 186 212 232 305 347 389 529 Tension Ibs. Shear 0240" 179 203 223 292 333 374 508 0.3125" 232 265 291 381 433 486 661 Uchonnsl 0.375" 279 317 349 457 520 584 793 rx10"x0.072" 0.50" 373 i 423 465 609 693 779 1057 12 - Allowable Shear Loads on Screws for Nominal Wall Thickness ftl (lbs. Screw/Bolt Single Shear Size I Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 8 0.164" 117 133 147 192 218 245 10 0.190" 136 154 170 222 253 284 12 0210" ISO 171 188 246 280 293 14 0250" 179 203 223 292 333 374 508 114" 0240" 172 195 214 281 320 358 487 5116" 0.3125" 223 254 279 366 416 467 634 318" 0.375" 268 305 335 439 499 560 761 12' 0.50" 357 1 406 447 1 565 1 666 1 747 1 1015 Allowable Shear Loads on Screws for Nominal Well Thickness Cil -(lbs. Double Shear Nd 0.044" 0.050" 0.055" 0072' 0.082" 0.092" 240"3429 561 639 717 KSIZA 3125"446 508 559 732 832 934 375" 536 610 670 8780.50" 714 812 894 1170 1332 1494 2030 Notes: I. Screw goes through two sides of member . 2. AD barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tablas to select rivet subsfiution for screws of anchor specifications M drawings. 3. Minimum thickness of frame members is 0.036" aluminum and 26 ga. steel. Allowable Load Coversion Multipliers for Edge Distances More Than Sd Edge Distance Multipliers Tension Shear 5d 1.00 1.00 6d 1.04 1.20 7d 1.08 1.40 11d 1.11 1.60 9d 1.14 TIED 10d 1 1.18 2.00 11d121 12' 1" 12d 1.25 Table 9.5A Allowable Loads & Roof Areas Over Posts Allow'a a Load Mufti Tiers Tension Shear for Metal to Metal, Beam to Upright Bolt Connections 125 Enclosed Structures @ 27.42 #1SF Fastener diam. min. edge min. ctr. No. of Fasteners I Roof Area S distance to ctr. 1 /Area 2/ Area 3 / Area 4 / Area 114" 12" 518" 1,454-53 2,908-1D6 4,362-159 5,819-212 5116" 318" 718" 1.894-69 3.788-138 5,682 -207 7,576 - 276 318" 314" 1" 2,272-82 4,544-166 6,816-249 9.088-331 12' 1" 1414" 3,030-110 6,060-221 9,090-332 1ZI20-442 Table 9.5B Allowable Loads & Roof Areas Over Posts Fastener I Length of Number of Fasteners Diameter Embedment 1 2 1 3 4 for Metal to Metal, Beam to Upright Bolt Connections 1/4"0 1-12" 273#-tOSF 546#-20SF 819#-30 SF 1092#-40SF 2' 316#-12SF I 632#-23SF I 948#-35SF 1 1264#-46 SF Enclosed Structures @ 35.53 #/SF Fastener dlam. min. edge min. cit. No. of Fasteners / Roof Area S distance to ctr. 11 Area 21 Area 3 / Area 4 / Area 1/4" 12" SM" 1,454-41 2,908-82 4,362-125 5,819-164 5116" 318" 718" 1.894-53 3.788-107 5.682-160 7,576 -213 318" 314" 1" 2,272-84 4.544-128 6,816-192 9.088-256 12"1" 1-114" 3,030-85 6,060-171 9,090-256 IZ120-341 Notes for Tables 9.5 A. B: 1. Tables 9S A 8, 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 8 bolts and 3d O.C. for rivets. 3. Minimum edge distance is 2d for screws, bolts, and rivals. Allowable Load Conversions for Edge Distances More Than 5d Edge Distance Allow'a a Load Mufti Tiers Tension Shear 12d 125 11d 121 10d 1.18 2.00 9d 1.14 1.80 8d 1.11 1.60 7d 1.08 1.40 ltd 1.04 1.20 5d 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) MGN 11- rnnv ieTahleatRottenofthisGaael CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Number of Fasteners Embedment 1 2 1 3 4 For Wind ZoneslRegions other gran 120 MPH 1' 264#-10 SF 528#-19 SF 792#-29 SF 1056#-39 SF 1/4"e 1-1/2" 396#-14 SF 792#-29 SF 1188#-43SF 1584#-58 SF 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 5116"e 1-12" 468#-17 SF 936#-34 SF 1404#-51 SF 1872#-68 SF 2-12" 780# - 28 SF 1560# - 57 SF 2340# - 95 SF 3120# -114 SF 134 1' 356# -13 SF 712# - 26 SF 1068# - 39 SF 14244 - 52 SF 318"e 1-12'534#-19 SF 1 1068#-39 SF 1 1602#-58 SF 2136#-78 SF 2-12" 690# - 32 SF 1 17800 - 65 SF 1 2670# - 97 SF 13560# -130 SF ONNECTINGTO: CONCRETE [Min. 2,500 pan 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 (Rawl Zamac Nallin or E uivalent) 1/4"0 1-12" 273#-tOSF 546#-20SF 819#-30 SF 1092#-40SF 2' 316#-12SF I 632#-23SF I 948#-35SF 1 1264#-46 SF TYPE OF FASTENER = Concrete Screw (Raw] Tapper or Equivalent) 3116"o 1-114" 288#-11 SF 576#-21 SF 864#-32 SF 1152#-42 SF 1314" 371#-14 SF 742#-27 SF 1113#-41 SF 1484#-54 SF 114"o 1-114" 365#-13 SF 730#-27 SF 1095#-40SF 1460#-53 SF 1314" 427#-16 SF 854#-31 SF 1281#-47 SF 1708#-62 SF 318"e i-12" 511#-19 SF 1022#-37SF 1533#-56 SF 2044#-75 SF 1314" 703#-26 SF 1406#-51 SF 2109#-77 SF 2812#-103 SF TYPE OF FASTENER - Expansion Bolts Rawl Power Bolt or Equivalent 318'0 2-12" 1050# - 36 SF 2100# - 77 SF 3150# -115 SF 4200# -153 SF 3.12' 1575#-S/SFIT3150#-115 SF 4725#-172 SFJ 6300#-230 SF 1/2"0 1 3- 1399# - 51 SF I 2798# -102 SFJ 4197# -153 SFI 5596# - 204 SF Table 9.7 5" 2332#-95 SF 14664#-170 SFJ 6996#-255 SFJ 9328#-340 SF Note: WIND LOAD CONVERSION TABLE: 1. The minimum distance from the edge of the For Wind ZoneslRegions other gran 120 MPH concrete to Ole concrete anchor and spacing Tablas Shown), between anchors shall not be less than 5d where multiply allowable bads and roof areas by the d is the anchor diameter. conversion factor. 2. Allowable mot areas are based an loads for WIND APPLIED CONVERSIONGlass / Enclosed Rooms (MWFRS); 1 =1.00. 59 134 REGION LOAD FACTOR 10 100 26.6 1.01 120 110 26.6 1.01 141 120 27.4 1.00 12 123 28.9 0.97 131 130 32.2 0.92 143 140-1 37.3 0.66 14 140.2 37.3 0.86 145 150 42.6 1 0.80 Table 9.6 Maximum Allowable Fastener Loads 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 w/ Wind Zone Use Next Larger Size for "C" c.. for Metal Plate to Wood Support Metall to Plywood 12" 4 ply 5111' 4 ply Length of Embedment 314" 4 ply Max Size of Beam Upright Screw 0 Shear Pull Out lbs. lbs. Shear Pull Out lbs. Ihs. Shear Pull Out lbs. lbs.) 2"x4"x0.044" 8 93 48 113 59 134 Angle 10 100 55 120 69 141 1 -12'x1 -10x1 -12'x0.125' 12 118 71 131 78 143 916" 14 132 70 145 88 157LE 12 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel Rivet Dlemater Tension lbs. Shear Tension Ibs. Shear 118' 129 176 1/4' 210 1 325 932" 187 263 7!4' 340 490 3116" 262 1 375 1/4' 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 w/ Wind Zone Use Next Larger Size for "C" c.. Note: 1. # of screws to beam, well. 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 allachmervts use wall attachment type - to wall of member thickness to detwmtne angle or u channel and use next higher thickness for angle or u channel than the upright wan Nckness. 3. Inside connections members shall be used whenever possible i.e. Use in lieu of angles where possible. 4. The thicker of the two members a channel angle should be place on the Inside of the connection if possible. 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) For Wind Regions other than 120 MPH, Use Conversion i able at uonom or mis page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Maximum Screw/Anchor Sin Max Size of Beam Upright Attachment Type Size Description To Wall 0 To Upright/ Bea 0 2"x4"x0.044" Angle 1'x1'x0.G45" 3/16" Mill 2"x 4'x 0.044" Angle 1'x 1'x 1/16' 0.0 3/16" 12 2'x5"x0.072" Uchannal 1 -12'x1 -10x1 -12'x0.125' 1/7 14 2"x6"x0.072" U -channel 1"x2 -1/8'x t'x 0.050' 916" 5116 2" x r x 0.072" Angle 1' x l' x 1/8' (0.125") 3116' 12 2"x1D"x0.072" Angle 1 -12'x1 -Ire 1116(0.062") 1/4• 12 2' x r x 0.072" Angle 1-1rr x 1-1/2' 3/16'(0.1887 1/4' 14 2' x 10- x 0.072" Angle 1-1/2x 1-112. 1/8'(0.062') 7!4' 14 2" x r x 0.07r Angle 13X4' x 1.314' x 1/8"(0.125•) 1/4' 14 2" x 10" x 0.072" Uchonnsl 13/4' x 13/4' x 13/4' x 1/8' 3/8' 14 2"x10"x0.072' Angle Z'x2'x0.093' 3/8• 318" rx10"x0.072" Angle 2'x2'xt/8'(0.125') 916• 916" 2"x10"x0.072" I Angle 2•x2"x3f15(0.313') 12• 12 - Note: 1. # of screws to beam, well. 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 allachmervts use wall attachment type - to wall of member thickness to detwmtne angle or u channel and use next higher thickness for angle or u channel than the upright wan Nckness. 3. Inside connections members shall be used whenever possible i.e. Use in lieu of angles where possible. 4. The thicker of the two members a channel angle should be place on the Inside of the connection if possible. 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) For Wind Regions other than 120 MPH, Use Conversion i able at uonom or mis page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment 1 Number of Fasteners 2 3 4 1/4"o 1" 264#-7 SF 52a#-15 SF 792#-22 SF 1056#-30 SF 1.1/2" 396#-11 SF 792#-22 SF 1188#-33 SF 1584#-45 SF U 2-12" 660# -19 SF 1320# - 37 SF 1980# - 56 SF 2640# - 74 SF 5116"e 1" 312#-9SF 624#-18 SF 936#-26 SF 1248#-35 SF 1-12" 468#-13 SF 936#-26 SF 1404#-40 SF 1872#-53 SF 114" 2.12" 78W-22 SF 1560#-44 SF 2340#-66 SF 3120#-88 SF 310'0 1' 356#-10 SF 712#-20 SF I 1068#-30 SF 1424#-40 SF 1-112' 534#-15SF 1068#-30 SF 1602#-45 SF 2136#-60SF 3/16' 2.112" 890# - 25 SF 1780# - 50 SF I 2670# - 75 SF 3560# -100 S CONNECTING TO: CONCRETE [Min. 2,500 ps for PARTIALLY ENCLOSED Buildings Fastener Diameter I Length of Embedment 1Number 1 of Fasteners 2 3 4 PE OF FASTENER Quick Set" Concrete Screw Rawl Zamac Nellin or Equivalent 1/4"e 1-12" 2' 233#-BSF 270#-10SF 4116#-17 SF 699#-25 SF 932#-34 SF 540#-20SF I 81D#-30SF 108D#-39 SF TYPE OF FASTENER= Concrete Screw Rawl Tapper or Equivalent 3116"o 1-12" 1-3/4" 246#-7SF 317#-9 SF 492#-14 SF 738#-21SF 984#-28 SF 634#-18 SF 951#-27 SF 1268#-36 SF 114"e 1-112" 365#-10 SF 730#-21 SF 1095#-31 SF 1460#-41 SF 13/4" 465# -13 SF 93D# - 26 SF 1395# - 39 SF 1860# - 52 SF 318"o 1-12" 1-314" 437#-12 SF 601#-17 SF 874#-25 SF 1311#-37SF 1748#-49 SF 1202#-34 SF 1803#-51 SF 2404#-68 SF TYPE OF FASTENER - Expansion Bolls Rawl Power Bolt or Equivalent 3I8"e 2-12" 1205# -MSF 136 S2410# - 60 SF 361 S# -102 SF 48204- 3-12' 1303#- 37SF 2606# - 73 SF 3909#-110 SF 5212# -147 S 12"0 3" 1806# - 51 SF 3612# - 102 S 5418#-152 SF 7224# - 203 S 5' 1993# - 56 SF 3986# - 112 S 5979# -168 SF 7972# -224 S Note: 1. The minimum distance from the edge of the concrete to the concrete anchor and sparing between anchors shall not be less than Sd where d Is the anchor diameter. 2. Allowable bads have been Increased by 1.33 for wind loading. 3. Allowable roof areas ere based on bads for Glass / Partially Enclosed Rooms (MWFRS) I =1.00 WIND LOAD CONVERSION TABLE Q For Wuxi Zones/Regions other than 120 MPH Tables Shown), multiply allowable bads and roof2 areas by the conversion factor. W FACTOR 0ZQ Table 9.9 Minimum Anchor Size for Extrusions ZO Metal to Metal Anchor Site Wall Connection 10 1 #12 #14• Q Extrusions Wall I Metal Uprl ht Concrete Wood 058 0.46 U 2' x 10" 1/4' 14 1/4' 1/4' 0.72 0.57 LL 2" x 9" 114" 14 114' 114" 1.00 0.78 Z 2"x 8" 114" 1 #12 114' 12 0.78 1.DO W 2" x 7' 1 3/16' 1 910 3116" 10 0.46 0.59 1.00 7"X 6" or loss 3116' 8 31761 8 0.36 0.58 ZO Note: N Wan, beam and upright minimum anchor sizes shall be used for super gutter ZO connections. Z U3Table9.10 Alternative Anchor Selection Factors for Anchor I Screw Sizes IX Metal to Metal Anchor Site 8 10 1 #12 #14• 5116' 318" 8 1.00 0.80 058 0.46 027 021 10 0.80 1.GD 0.72 0.57 0.33 026 12 0.58 0.72 1.00 0.78 0.46 0.36 14 0.46 0.57 0.78 1.DO 0.59 0.46 5116" 027 0.33 0.46 0.59 1.00 0.79 3111" 021 026 0.36 0.58 0.79 1.00 W Z a 0OOU. U. O W a toto O PitKH Alternative Anchor Selection Factors for Anchor/ Screw Sizes lWi Concrete and Wood Anchors concrete screws: 2" maximum embedment) Anchor Stn 3116' 1/4" M. 3116" 1.00 0.83 0.50 114" 0.83 1.0o 0.59 318' 0.50 OS9 1.00 c o Z fn w 20 Z0 N Ur W 9 J c W Z m CL W o6 W m m U LU o U >_Q V LL V Q C U) Z 2 W in W v Z U o C LL 0 N Q 4 8 0 LL W ML! ? m W t.9 ca EL W to LL J 0 to C m r LLI co t I o J m U > O mC /U J / F.. Multiply the number at #8 screws x slie of anchodskrew desired and round up to the next even munbea F W Dyna Bolts (1-518" and K crofsews. Example: O 1 O 24/4" embedment respectively) if (10) #8 screws are required, the number of #10 screws desired is: Z 40 / aNaAnchor3116" size 12' WMax10=(8)#10 tu SEAL J W O 3116" 1.00 0.46 it a. SHEET 12" 0.46 1.00 WWLLJ c o Z fn w 20 Z0 N Ur W 9 J c W Z m CL W o6 W m m U LU o U >_Q V LL V Q C U) Z 2 W in W v Z U o C LL 0 N Q 4 8 0 LL W ML! ? m W t.9 ca EL W to LL J 0 to C m r LLI co t I o J m U > O mC /U J / F.. Multiply the number at #8 screws x slie of anchodskrew desired and round up to the next even munbea F p crof sews. Example: O 1 O Oif (10) #8 screws are required, the number of #10 screws desired is: Z 40 / ZWMax10=(8)#10 tu SEALWO a. SHEET W Z tUW Z ZJ F= W coco Z t - 0W N G W > W ZZ Q LLK W 22 to 08-12-2010 OF