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HomeMy WebLinkAbout312 Mayback Ct Lot 1910612912011 22:13 4078307778 SUN STATE SIDING PAGE 04105 RECEIVED JUL b 2011 CITY OP SANFORD BUILDING & FIRE PREVEI41•IGN BY: PERPAcr APPLICATION Ov ppUication No: Documented Clonstruction Value: $--a Job Address: ,6/Z 1r,C" { I i,lf' Historic Di4trict: Ym,11 No W Parcel ID: c(o q Or ;5 5—.LLQ_ Zoning Description of Work. _tRO16- `" t I'* 0 WwL cX SIP -16 A it 1913 -_- Mick Review Contact PeA son: _12_n• -z+ _-R-kc Title. ger 1 • ptanme:C 7 .Q_`-'' i ''ax:,:`,.+.4-a-i Property Ovirnor Information Name 1 m ePhone: i Street: (2000, cct QkAtr R4 -1 -)• fir• 1 -- Resident of property? Q0 City,--- Con#nnztor Information Name4, _ houe:144"7 L[:e („qq 5?' f l 'Q 7 3 •7775 Street: 5tc3 i..-ak'e_1--Ch- .-...-- Fax.qo T City, State Zip: !ah ul l o otC4 L _ ' ,'7; State License No.: 6Q3484:s Arcllitec1&,ngJneer Information Name: IZtia .'-- n C', 4"t.P•1.'r` i^, T..^.,...._ ' hc oe• Street: 4 M I av, 1 ,. — Fax: 6> -7 City, St, Zip: r.3"T J(A.Vjrr/ -'- ' '.7? Z'i _- L+'-makil: Iti C l F- LlC C"C7tY'1 lBoading Company: Address: Iluilding Peirmit cluaxe-C'uuiage= filo. of ))welling Units: M, oxlgage Lender: Address: PERMI1* INI"C 1q,MA '.rIQN C-OnstxaetiOn 7Ype: _ No. of Stories: Flood ZO, iae: Electrical ' . P1 i1v S'Crvice -- No. of •E IV PS: r AYechanxca1 0 (Duct iayout rtqui]ccd forncm, systems) ti Plta , bing 0 vow Construeiaou'- No. of lviixtkkxi, Fire SprfaWer/Alarm No. of Leads: 00 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. gn r'e `of O er/Agent Da Signature of Contractor/Agent, Date 6n4 CL (J Agb-1-"A-,) Gd 6.66 / Prin Owner/Age is Name Print Contractor/Agent's Name tv, A W, 1;x6 -L Signature of Notary -State of Florida Date Signature o Notary -State of Florida Date 913 L. GRIS ON BREA L. GRISELDA BREAMYCOMMISSION #DD989965 2°r MY COMMISSION #00989965IXPIRES: MAY 09, 2014to EXPIRES: MAY 09, 2014dedthrough1ststateinsuranceOFBondedthrowctSlateInaurance Owner/Agent is Personally Known to Me or Contractor/Agent is ersonay own to Me or Produced ID Type of ID Produced ID Type of ID APPROVALS: ZONING: .S' It UTILITIES: ENGINEERING: FIRE: COMMENTS: Rev 11.08 WASTE WATER: BUILDING: / SUN STATE SIDING, INC. 510 LAKE LENELLE DRIVE CHULUOTA, FL 32766 407 830-7778 phone 407 365-3194 fax Submitted to: WI Homes of Orlando, LLC 300 Colonial Center Parkway, #200 Lake Mary, FL 32746 PROPOSAL State License SCC048423 PROPOSAL# 1 DATE 10/27/09 Job Location: Riverview Townhomes Model: Lexington We propose to furnish all the materials and perform all the labor necessary for the completion of. Furnish and install screen room on existing slab with 3" Elite panel roof $1,950.00 with 12" overhang, extruded drip edge fascia, 14' of 6" gutter and (1) 3 x 4 downspout, 1) 3' 0" x 6' 8" screen door, 18 x 14 charcoal screen, finish caulk both sides. Chair rail height 36" COLOR: WHITE OR BRONZE All material is guaranteed to be as specified and the above work to be performed in accordance with the drawings and specifications submitted for the above work and completed in a substantial workmanlike manner for the sum of: SEE ABOVE With payments to be made as follows: PER CONTRACT Any alteration or deviation from the above specifications involving extra cost will be executed only upon written orders and will become an extra charge over and above the estimate. All agreements contingent upon strikes, accidents or delays beyond our control. Owner to carry fire, tornado, and other necessary insurance upon the above work. Workman's Compensation and Public Liability insurance on above work to be taken out by Sun State Siding, Inc. THERE WILL BE A $50.00 BOOKKEEPING CHARGE IF THE INVOICE IS NOT PAID IN 30 DAYS. Submitted by DONALD G. GE/SSLER JR.. PRESIDENT This proposal may be withdrawn by us if not accepted within 30 days. ACCEPTANCE OF PROPOSAL The above prices, specifications and conditions are satisfactory and are hereby accepted. You are authorized to perform the work specified. Payment will be made as outlined above. x Signature Date Printed Name I erx .lso . ,' Ing La-nd Surveyors 769 Douglas Avenue, Aftamonte Springs, Florida. 32714 (407)788-8808 Member of the Florida Surveying and Mamngr Sock& and American Congress on Sure eying and Mapping Map of Survey PERMIT # S 2Cz: 9 oowl_ Lot 184 Tract M 1700' Tract "A' 25'Landscape BUTer N 00°10 ' W 188.57 I r.. 37.32' 2250' 2250' 2250' 2250' 2250' 38.7 141 . tri= tw ® 3_ c B wr 1ww mv . •( DC v1 w Ladvow Famft Ahoriif TiaAht Tama 1"=w"7Ladgp6rf V1 r C1 1 = — 7-UfR d m Q D x 1 W O y W FUr .: 252 185 Lot 186 Lot 187 Lot 188 Lot 189 Lot 190' of 191 rn Ca far a y a _ m• .:' V ! Sa 4 w 4 A I I tin _ I N 00010'00" W 176.10 N 00°10'00' W 24560 CIL Maybeck Court 34'R/49 Tract "B'Access rsxM.ww CITY OF SANFORD • BUILDING PLAN REVIEW PLANNING 0 DEVELOPMENT SERVICES APPROVED DATE LEGAL DESCRIPTION Lois ' _ 191, ye/Y/ow Townhomes Phase 11; aacanSng to the plat#weofas marded b platbook75atpalge(s) 51- 58o( Me put)ft- records ofSemfnare Cawrty, Fiadd& ROODHAMR0 aATA The pared shown hereon fres wbW? Hood zone 7C• acmdkV to the Flood k9su#ww Rate Asap aamrmarity panel rxrrriber UaM-00 W cued SY2din1007.• FkaodZone dete 7nha&p waspo-AwpWbyqqw4Abp1c0W ftm Flood Grs wwm Rate Aapspra TdedbyFEU4. No road swveyft was perfomod by 1rm kt 4o&7r w M zona The wwdzone 1ow§cn can adybe dat mtsred byan abw&vn sft . we asRmw no respan0W fbrachral tfvoc ft condfform General Notes: 1. This is a BOUNDARY Survey performed in the field an 2 No aerial, surface or subsurface ubtityinslaftbbns, underground Improvements or subsurface/aerial wxvoaw%7mits, r7 any, were/ocaW.. a Building ties shown are to file exterior unth hed foundation surface orformboard. 4. Elevations shown hereon, Bany, are assumed and were obtained from approved Construction plans Provddedbythe Great Mess othanvae noW,, and are shown My to dw& the proposed or actual cferenoe in elevation relative to the assumed Gernpo WB&whn;ark shown hereon. 5 The parcel shown hereon is subject t a all -easements, mservatans, mstrfton and Rights-of-way of moord whetherdeprttad ornot on this document No search of the Pub& Records has been made by this ofhiae. 6 The legal desaip w shown hereon is as furnished by cirent 7. Platted and measured distances and daacbons are the same unless Otherwise noted. i Copies of this Survey may be made for Me wWnal transao w only. Denotes M* ft r rod with plastic cap marked L80$7 or#'lmn rod with red Plastic cap marked' *mw Comer, unless otherwise noted. O Denotes Ar—P. (Plermanent =*W pa6nt) Denotes Permanent Reference A4omrment 0 20 11 tier & Assadales Ina Aff rights r mimed Cwti k&fiw Arot rat of a Radda ficamod 1NR4amA, Hm P.L.S fiaida 1 6ta®e L Fftwniw*dt P.&M. H= & Assocla w1=, State a SL734CKS: Fmnt2fX Side :7.17' Rear.4.5' BEAR/NGBASF—Mebearvrgs hottnherwn°rebasedupasdte eastamplatbawndaryesbwVN00'1 VOW.. Verbca dabun is basedan &Vfnmftpkw as provfdedbytine agag prepparedbyEvarrsE%*w"iS kxt .W # 120Eli. Legend CURVE TABLE CURVE I LENGTH I RADIUS I Delta Cf 1&." 1 12-501 85'1149' Lot 184 Tract M 1700' Tract "A' 25'Landscape BUTer N 00°10 ' W 188.57 I r.. 37.32' 2250' 2250' 2250' 2250' 2250' 38.7 141 . tri= tw ® 3_ c B wr 1ww mv . •( DC v1 w Ladvow Famft Ahoriif TiaAht Tama 1"=w"7Ladgp6rf V1 r C1 1 = — 7-UfR d m Q D x 1 W O y W FUr .: 252 185 Lot 186 Lot 187 Lot 188 Lot 189 Lot 190' of 191 rn Ca far a y a _ m• .:' V ! Sa 4 w 4 A I I tin _ I N 00010'00" W 176.10 N 00°10'00' W 24560 CIL Maybeck Court 34'R/49 Tract "B'Access rsxM.ww CITY OF SANFORD • BUILDING PLAN REVIEW PLANNING 0 DEVELOPMENT SERVICES APPROVED DATE LEGAL DESCRIPTION Lois ' _ 191, ye/Y/ow Townhomes Phase 11; aacanSng to the plat#weofas marded b platbook75atpalge(s) 51- 58o( Me put)ft- records ofSemfnare Cawrty, Fiadd& ROODHAMR0 aATA The pared shown hereon fres wbW? Hood zone 7C• acmdkV to the Flood k9su#ww Rate Asap aamrmarity panel rxrrriber UaM-00 W cued SY2din1007.• FkaodZone dete 7nha&p waspo-AwpWbyqqw4Abp1c0W ftm Flood Grs wwm Rate Aapspra TdedbyFEU4. No road swveyft was perfomod by 1rm kt 4o&7r w M zona The wwdzone 1ow§cn can adybe dat mtsred byan abw&vn sft . we asRmw no respan0W fbrachral tfvoc ft condfform General Notes: 1. This is a BOUNDARY Survey performed in the field an 2 No aerial, surface or subsurface ubtityinslaftbbns, underground Improvements or subsurface/aerial wxvoaw%7mits, r7 any, were/ocaW.. a Building ties shown are to file exterior unth hed foundation surface orformboard. 4. Elevations shown hereon, Bany, are assumed and were obtained from approved Construction plans Provddedbythe Great Mess othanvae noW,, and are shown My to dw& the proposed or actual cferenoe in elevation relative to the assumed Gernpo WB&whn;ark shown hereon. 5 The parcel shown hereon is subject t a all -easements, mservatans, mstrfton and Rights-of-way of moord whetherdeprttad ornot on this document No search of the Pub& Records has been made by this ofhiae. 6 The legal desaip w shown hereon is as furnished by cirent 7. Platted and measured distances and daacbons are the same unless Otherwise noted. i Copies of this Survey may be made for Me wWnal transao w only. Denotes M* ft r rod with plastic cap marked L80$7 or#'lmn rod with red Plastic cap marked' *mw Comer, unless otherwise noted. O Denotes Ar—P. (Plermanent =*W pa6nt) Denotes Permanent Reference A4omrment 0 20 11 tier & Assadales Ina Aff rights r mimed Cwti k&fiw Arot rat of a Radda ficamod 1NR4amA, Hm P.L.S fiaida 1 6ta®e L Fftwniw*dt P.&M. H= & Assocla w1=, State a SL734CKS: Fmnt2fX Side :7.17' Rear.4.5' BEAR/NGBASF—Mebearvrgs hottnherwn°rebasedupasdte eastamplatbawndaryesbwVN00'1 VOW.. Verbca dabun is basedan &Vfnmftpkw as provfdedbytine agag prepparedbyEvarrsE%*w"iS kxt .W # 120Eli. Legend l w O.R.& Met® Off W Records sack sow 8aaQfa*%w& Ps Ptetsoak C& Cenfti" PC FtfitafCar.W& A CertWwXeda)An b PCC. ParntafCofnpowrdCravatrre MC Casted P.C.P. Plfrrnpapr#Cai6Wl inr Cs cwdsmft M Page CD Chofd P•RMM PelrgtRaferaxaeMaaten QAI._ Coxmio MaKffrAw L ApperL m a. amtbn t f bq FINAL$ Etvatka P.O.C. PUAkolC,onunerecevx t FD. Found P.I. Powoflnlaysadon FhR.Qay. Rn1Shedl?0(rShvaffpn PRC° fbwa(Reversecurb*" I.P. lien Pipe PT Point of T&Vwxy 1.R L Inma Rod AmL&VO R RAD Rmcftw Re"Lbe LB Liceasadsraanew RES Res amo LS Land &myw Rw Rght-opway Ates Al taed empawrBowhMark NiD(Ar&D) Nal and oktk NA 1VatRadsr 9 ,9 oaanw) X -1F Fe/esYrr dfseeaYaaf 9) w me rFsod seat Sketch of Legal Description This is Not a Survey NaAWtob. 6030 Armw by: CM Che~.450: DP Prvparwd txr:.td fforrres lob mwnb r. 07-00-0f PWR=Pefonned 0&15-1f Farmbowd survaj. RwFwM§*wrd$,wvry_ Rrtal sumo: Roc F ?LAN Vy 1 i 51VE" s pocR ).oG Nay %JA Ry Do1e> mos ArFi-Ir S9f SUN STATE SIDING, INC. R V IRV (F -W L o -r U) v . J k 510 LAKE LENELLE DRIVE 1 CHULUOTA, FL 32766 DONALD G. GEISSLER, JR. SpCQ48423 407 8$0-7778 PHONE/407 365-3194 FAX Gp1Ll. -, wAK 001EKelz 3 'LL-Vre PHNs L I 5Lor-E 1 yz, 3xq P/s Ex%S,r IZ"o,ld. A'rT u TO T f Roc F ?LAN Vy 1 i 51VE" s pocR ).oG Nay %JA Ry Do1e> mos ArFi-Ir S9f SUN STATE SIDING, INC. R V IRV (F -W L o -r U) v . J k 510 LAKE LENELLE DRIVE 1 CHULUOTA, FL 32766 DONALD G. GEISSLER, JR. SpCQ48423 407 8$0-7778 PHONE/407 365-3194 FAX Gp1Ll. -, wAK 001EKelz 3 'LL-Vre PHNs L I 5Lor-E 1 yz, 3xq P/s Ex%S,r IZ"o,ld. A'rT u TO T R aft ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT I hereby certify that the engineering contained in the foljawing pages has been prepared in compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building Code. Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live bads, and/or loads as listed in the appropriate span tables. All wind loads used in this manual are considered to be minimum bads. Higher bads 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 Sliding, P.E. #34927 and a copy of his letter of review and statement no financial interest is available upon request A copy of Brian Stirlings' letter is posted on my web site, www.kbpe.com. " 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my continuing education class on the use of the manual prior to becoming a authorized user and bi-annua Ily thereafter. 3. Structures designed using this manual shall not exceed the limits set forth in the general notes contained here in. Structures exceeding these limits shall require site specific engineering. INDEX This packet should contain all of the following pages: SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for Screen and Vunyl Rooms. SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications, Design Statement, and Site Exposure Evaluation Form. SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room. SHEET 4: Post to base and purlin details. SHEET 5: Beam connection detals. SHEET 6: Knee wall, dowel and footing details. SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam to gutter detail. SHEET 8-110: Tables showing 110 mph frame member spans. SHEET 8-120: Tables showing 120 mph frame member spans. SHEET B-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 1013: 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 Qa post details, typical insulated panel section, composite roof panel with shingle finish details. SHEET 10F: Tables showing allowable spans and applied bads for riser panels. SHEET 10G: Manufacturer specific design panel. SHEET 10H: Manufacturer specific design panel. SHEET 11: Die shapes & properites. SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable loads tables. EAGLE 6061 ALLOY IDENTIFIER"m INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique *raised" external identification mark (Eagle 6061 TM) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. z1 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 entire liability, if any, for any claim(s) for damages relating to Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, Incidental, indirect, or special damages, arising from or in any way related to, Contractor's use of the ASDM, even if Bennett has been advised of the possibility of such damages. 4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against Bennett, by any third 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: 4/C'i I''3 A 1"0 (9' G' 0 5J Lk 1Z OR CONTRACTOR LICENSE NUMBER: _ y—, j COURSE # 0002299 ATTENDANCE DATE: n I — CONTRACTOR SIGNATURE: \` /^-' lAjr. // `` SUPPLIER: 1' & 6 L "` BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS 1. Check the building permit for the following: Yes 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 (d required). . . . . . . . . . . . c. Purlin sizes, span & spacing. ......... . d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . . . . e. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . . f. Knee braces are properly installed (d required) . .. . ... . . . . . . . . . . . g. Roof panel sizes, length & thickness . . . . . . . . . . . . . .. . . 3. Check load bearing uprights I 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 stricture c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . . d. Roof panel attachment to receiver or host structure . . . e. If angle brackets are used for framing connections, check number, size & thickness of fasteners . . . . . . . . . . . . . . . . . . . . . . . f. Post to beam attachments to slab : S. 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: 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-OWTHESE DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE 2007 FLORIDA BUILDING CODE WITH 2009 SUPPLEMENTS. JOB NAME: MI Po M F_S v ADDRESS: 3 1Z mw 'f_Gy, 6-T7 L07- M 9WQZ0) )C KJ 5P0roD DRAWING FOR ONE PERMIT ONLY 08-12-2010 J M X Z U) W 2O Z Z O UJ J Z W Z W Z N i W W ori QW (.) W M J U) CIL 0 QZ FQ ZZ 2111 W ZX 0J 0 Fn U) W J Q R f0 2 ^ J LL WW LL LIJ Il EUzi L r O N I C a Uc N :3Q n MEi a N 1= W ro o a)J m C > c m AU"F L 01 wW SHEET Z 0ZW 1 ZWm OF 12 C s j-1 .7 DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS 100 1. Design Statement: , 1.09 These plans have been designed in accordance with the Aluminum Structures Design Manual by LawrenJce E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009 SuFern is, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure B' or'C' or'D'_ Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher, 120 MPH or _MPH for 3 second wind gust velocity load; Basic Wind Pressure ri Design Pressures for Screen /Vinyl R_9ms can be found on ppge 3A-ri: 2. .......................... a. "B" exposure =,]_PSF for Roofs & PSF for Walls 3. Beam to wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4. Beam to beam . . .. . . . . . . . . . . . . . . . . . . . . . . . . . b. "C" exposure = PSF for Roofs & _PSF for Walls 5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . . . . . c. "D" exposure = _PSF for Roofs & _PSF for Walls 6. Extruded gutter connection . . . . . . . . .. . . . . . . . . . . . . . . . U deck Negative I.P.C. 0.18 clip, angles and/or sole plate to . . .. . . . . . . . . . . . . . . . E For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A -C on page 3iii. 2. Host Structure Adequacy Statement: Must have attended Engineer's Continuing Education Class within the past two years. I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. 0.98 L!/ C y^7 / DC)PPLO 61, L L' 157 1,t. Phone: Uf "7V f Z 130 Contractor / Authorized Rep' Name (please print) 0.95 8 - Date: 7-3-0 8.0 ontractor / Authorized Rep' Signature 0.91 Nil t,07 !")19, . y l 17.0 Job Name & Address a Note: Projection of room from host structure shall not exceed 16'. 0.89 3. Building Permit Application Package contains the following: A. Project & Ye No name address on plans . . . . . . . . . . . . . . . . . . . . . . . B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . . . 4-- C. Contractor's / Designer's name, address, phone number, & signature on plans D. Site exposure form completed . . . . . . . . . . . . . . . . . . . . . .. . . E. Proposed project layout drawing @ 1/8" or 1/10" scale with the following: 1. Plan view with host structure area of attachment, enclosure length, and . projection from host structure O 2. Front and side elevation views with all dimensions & heights . . . . . . . . 3. Beam span, spacing, & size . . . . .. . . . . . . . . . . . . . . . . Az - Select beam size from appropriate 3A.1 series tables) Z 4. Upright height, spacing, & size . . . . . . . . . . . . . . . . . . Select uprights from appropriate 3A.2 series tables) Check Table 3A.3 for minimum upright size) S. Chair rail or girts size, length, & spacing . . . . . . . . . . . . . . . . . Select chair rails from appropriate 3A.2 series tables) 6. Knee braces length, location, & size . . . . . . . . . . . . . . . . . . . . . Check Table 3A.3 for knee brace size) o 1 4.- Highlight details from Aluminum Structures Design Manual: Yes N l A..Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . . Section 3A tables used: Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to F MPH wind zone and/or "C' or "D" Exposure for load width_ Z w took up span on 120 MPH table and apply the following formula: SPAN REQUIRED ---- I F- REQUIRED SPAN NEEDED IN TABLE bord)= EXPOSURE MULTIPLIER see this page 3) B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . . . - Tables 3A.2.1, 3A.2.2, or 3A2.3) Upright or wall member allowable height / span conversions from 120 MPH wind zone,'B' Exposure to _MPH wind zone and/or'C' Exposure for load width_ Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED --- I F- REQUIRED SPAN NEEDED IN TABLE bord)= 100 EXPOSURE MULTIPLIER 1.09 see this page 3) Yes No/ C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . . . . J D. Connection details to be used such as: 11.0 1. Beam to upright 1.00 2. .......................... 1.05 3. Beam to wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4. Beam to beam . . .. . . . . . . . . . . . . . . . . . . . . . . . . . 5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . . . . . 1.0o 6. Extruded gutter connection . . . . . . . . .. . . . . . . . . . . . . . . . U deckclip, angles and/or sole plate to . . .. . . . . . . . . . . . . . . . E 1.00 Foundation detail type & size . . . . . . . . . . . . . . . . . . . . . . . . . L Must have attended Engineer's Continuing Education Class within the past two years. Appropriate multiplier from page 1. 5.9 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.Thecontractor/ home owner shall verify That the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an architect or engineer to verify dost 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 wall construction". This applies to utiliy sheds, carports, and i 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 (team 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 maybe attached to, then a'fourth wain is NOT required. 5. Section 7 contains span tables and the attachment details for pans and composite panels. 6. Screen walls between existing walls, floors, and ceilings are considered infilis and shall be allowed and heights shall be selected from the same tables as for other screen wails. 7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head. 8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 9. All specified anchors are based on an enclosed building with a 16' projection and a 7 over hang for up to a wind velocity of 120 MPH. 10. Spans may be interpolated between values but not extrapolated outside values. 11. Definitions, standards and specifications can be viewed online at www.lebpe.com 12. When notes refer to screen rooms, they shall apply to acrylic i vinyl rooms also. 13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or alternate water relief ports in the gutter. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after heat treatment and paint process 16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA / NPEA / NSA 2100-2 for category I, 11, & III sunrooms, non -habitable and unconditioned. 17. Post members set in concrete as shown on the following details shall not require knee braces. 18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 20. Any structure Within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series.410 series has not been approved for use With aluminum by the Aluminum Associaton and should not be used. 21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. 22. Screen, Acrylic and Vinyl Room engineering is for rooms With solid w311 areas of less than 40%, pursuant to FBC 1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event. For rooms where the glazed and composite panel/solld 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 vialls and are considered to be enclosed structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The loads assume a mean roof height of less than 30% roof slope of 0" to 20% 1 = 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. All loads are based on 20 / 20 screen or larger. Al 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 moms are considered to be main frame resistance components. To convert the above bads from Exposure "6' to Exposures "C" or b' see Table 3A -C next page. Table 3A -A Conversion Factors for Screen & Vinyl Rooms From 120 MPH Wind Zone to Others. Exposure "B" Walls Wind Zane Applied Load Deflectiond Load Deflection Bending MPH #/S d S (d (bRoofF72. 100 10.0 1.09 1.02 0 1.08 1.12 110 11.0 1.06 1.00 0 1.05 1.07 120 13.0 1.0o 56.6 5.0 1.00 1.00 123 13.3 0.99 140.2 5.9 0.98 0.97 130 15.0 0.95 0.80 8.0 0.94 0.91 140-1&2 17.0 0.91 a 1.0 0.89 2.eS 150 20.0 0.87 i 600' EXPOSURE I 4.0 0.85 0.79 Table 3A -B Conversion Factors for Over Hangs From exposure _n - io exposure -c- Wlnd Zone Applied Load Deflection Bending MPH #IS d b 100 46.8 1.01 1.02 110 47.1 1.01 1.01 120 48.3 1.00 1.00 123 50.8 0.98 0.97 130 56.6 0.95 0.92 1404 65.7 0.90 0.86 140.2 65.70.90 0 0.86 150 75.4 0.66 0.80 nd width 2. No short term changes in'b', 2 years before site evaluation and build out within(3ars, 0site O Conversion Table 3A -C aLoadConversionFactorsBasedonMeanRoofHeightfromExposure "B" to "C" & "D" io Exposure "B" to "Exposure "B" to " 4. Open terrain for more than 1,500 feet in any quadrant Mean Roof Load Span Multiplier Load Span Multiplier SITE IS t3H E: t/ Gy - Height' Conversion Conversion Q Factor Banding Deflection Factor Bantling Deflection 4 0-15, 121 0.91 0.94 1.47 0.83 0.88 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 j 20' - 25' 1.34 0.86 0.91 1.60 0.79 0.86 Q 25'- 30' 1.40 0.85 0.89 1.66 0.78 0.85 Ill Use larger mean roof height of host structure or enclosure U. 0 Values are from ASCE 7-05 Z0 Q t) SITE EXPOSURE EVALUATION FORM W i a QUADRANTI I 0 i 600' EXPOSURE I LL zII 6W I Luo QUADRANTIV` I O lar I IEXPOSUREUI Ire, 47W o QUADRANT 11 i Z 4a III100' j I EXPOSURE,P 6W- - W ? I I I I 00 QUADRANT 111 I o 1 EXPOSURE sea I j aL-•--•--•--•-- I IL m0I F NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD Z w SITE w m to USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR'D' EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. Z Wa EXPOSURE C: Open terrain with scattered obstructions, including surface undulaltions or other ro Oj Irregularities, having heights generally less than 30 feet extending more than 1,500 feet 0 WLL from the building site In any quadrant 0 m 1. Any building located within Exposure B -type terrain where the building is within 100 feet W horizontally in any direction of open areas of Exposure C-type terrain that extends mor th 600 f t 1 th 150 f O an ee a grea er an w 2. No short term changes in'b', 2 years before site evaluation and build out within(3ars, 0sitewillbe'b'. 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant tel, m than 1,600 feet in 4. Open terrain for more than 1,500 feet in any quadrant IlJ H SITE IS t3H E: t/ Gy - EVALUATED BY: DATE W y SIGNATUR LICENSE t Jk 604 LIZ 3 LL 08-12-2010 J Q in 2 Q U) 0 20 oa WW lY i. U) Cl)J p Z J W Q Wee LUWLU JW co V } Z lY W Q CO 2WF- 2 W W I- Z X U Z U Z C7 U) ow J W O Q p O r4r r Co LL ? mW (Owx W(aLL ai O c rc n WyN.r a A -1'r c us w0 N c m m CXCL to m00 m 0 U wC v S M MD U. 0 N Ud /o 0 4) z J F- 0 0 N M mZ L Io SHEET z 9Z 2 w Zui OF 12 0 I INTERIOR BEAT PER TABLES 3A.1.; r H 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) FOURTH WALL FRAME USE BEAM TO WALL DETAIL RIDGE BEAM PER TABLES 3A.1.4) TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. r _ r EDGE BEAM (SEE TABLES 3A-1.1 8 3A.1.2) LW FOR MAX. H. UPRIGHT HEIGHT (h) 1"x 2" 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/7 P/7 @ FASCIA ALLOWED SIZE BEAM AND UPRIGHTS ( SEE SECTION 7 FOR DETAILS) SEE TABLES) ww O.H. P: v SOLID ROOF X NO MAXIMUM w ELEVATION SLAB OR GRADE) k— P = PROJECTION FROM BLDG. VARIES VARIES LW = LOAD WIDTH NOTES: 7 VARIES 1. ANCHOR 1"x 2" OPEN BACK EXTRUSION W/ 1/4"x 2-1/4" CONCRETE FASTENER MAX OF 7-0" O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1"x 2" TO WOOD WALL W/ #10 x 2-1/2' S.M.S. W/ WASHERS OR #10 x 2-1/2' WASHER HEADED SCREW 7-W O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2+ O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 1100-1231 130 1 140 150 8 #10 1 #12 1 #12 TYPICAL SCREEN ROOM SCALE: 118"= 1* -W FL SHEETEAL 0 ow 0 c rL mE mn U) M N m cm v0v E S m, m v LL 0 N 20 F J a 3 r Z Cn 2pa Z cr- J W >- J i W LL N C60 Lu LL, 0: U_ M 08-12-2010 1"- Z U O L M U ~ z 0 Q W U) v U) Z F W W U Z W z zO J a FaU al 2zW u5 0 ZO zJ C7n 2 C, OLjjW LL Z 7 Z # W O m x dwm'L Lu z v CLle OLL OLL av C U W pQWy1c4 m LLV J m U > p m Dw a U o 0m LL iz z m www ZQ 7 WZJwa a vi u- J FL SHEETEAL 0 ow 0 c rL mE mn U) M N m cm v 0v E S m, m v LL 0 N 20 F 3Wz y Z y ZW LL n m 08-12-2010 OF L O PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING 4) #8 x 1/2"S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W/ 1" x 1"x TANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE 2"x 2"x 0.032' MIN. HOLLOW RAIL I" x 2" TOP RAILS FOR SIDE WALLS NITH MAX. 3.5' LOAD WIDTH SHALL HAVE A MAXIMUM UPRIGHT SPACING AS FOLLOWS WIND ZONE MAX. UPRIGHT SPACING 100 T-0- 110 6'-T 120 V-3" 123 6'-1" 130 5'-8" 1401&2 5'-1" 150 SCREW BOSS INTERNAL OR EXTERNAL L' CLIP OR'U' CHANNEL CHAIR RAIL ATTACHED TO POST W/ MIN. (4) #10 S.M.S. ANCHOR 1 x 2 PLATE TO y 1 x 2 OR 2 x 2 ATTACHED TO CONCRETE WITH 114"x 2-1/2" BOTTOM W/ 1"x 1"x 2"x 1/16" CONCRETE ANCHORS WITHIN 0.045" ANGLE CLIPS EACH 6" OF EACH SIDE OF EACH SIDE AND MIN. (4) #10 x 1/2" POST AT 24" O.C. MAX. OR S.M.S. THROUGH ANGLE AT24" O.C. d/ SCREW BOSS 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" OPEN BACK ATTACHED OR FIBER MESH a • 1-1/8" MIN. IN CONCRETE ALTERNATE WOOD DECK-2- ECKTPTP ANCHOR 1" x 2" PLATE TO PTPUSE WOOD FASTENERS VAPOR BARRIER UNDER W/ 1-1/4" MIN. EMBEDMENT) CONCRETE POST TO BASE, GIRT AND POST TO BEAM DETAIL SCALE: 2"= l -(r ALTERNATE CONNECTION G DETAIL 1" x T WITH BEAM /HEADER 3) #10 x 1-1/2" S.M.S. INTO CONCRETE WITH SCREW BOSS 4) #10 x 1/2" S.M.S. EACH SIDE 2) #10 x 1 1/2" S. M. S. INTO 08-12-2010 OF POST SCREW BOSS ANCHORS WITHIN 6" OF EACH ANGLE CLIPS MAY BE H -BAR OR GUSSET PLATE 1" x 2" OPEN BACK ATTACHED SIDE OF EACH POST AT 24" SUBSTITUTED FOR INTERNAL ANCHOR 1" x 2" PLATE TO O.C. MAX. OR THROUGH SCREW SYSTEMS CONCRETE W/ 1/4"x 2-1/T 10 x 1-1/2" S.M.S. MAX 6" ANGLE AT 24" O.C. MAX CONCRETE ANCHORS WITHIN POST FROM EACH END OF POST 6" OF EACH SIDE OF EACH AND 24" O.C. 1" MIN. 3 1/2" SLAB 2500 PSI EACH POST MIN. (3) 910 x 1 1/2" S.M.S. POST AND 24" O.C. MAX INTO SCREW BOSS MIN. 3 1/2" SLAB 2500 PSI 1"x T EXTRUSION CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH 1-1/8" MIN. IN CONCRETE VAPOR BARRIER UNDER CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 2"= V-0" HEADER BEAM 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"OR 2"x3"POST 8 x 9/16" TEK SCREWS BOTH SIDES 1" x 2-118" x 1" U -CHANNEL OR RECEIVING CHANNEL CONCRETE ANCHOR PER TABLE) 1-1/8" MIN. IN CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 1 SCALE: 2"= V-0" 1" x 2-1/8"x 1"U -CHANNEL OR 2" x 2" OR 2"x 3" POST RECEIVING CHANNEL 8 x 9/16" TEK SCREWS BOTH SIDES ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER PER TABLE) WITHIN 6" OF EACH SIDE OF EACH POST @ 24" O.C. MAX MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 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"OR 2"x3"HOLLOW GIRT AND KICK PLATE 2x 2" HOLLOW RAIL 8 x 9116" TEK SCREWS BOTH SIDES 1" x 2-1/8" x 1" U -CHANNEL OR POST ATTACHED TO BOTTOM RECEIVING CHANNEL W/ MIN. (3) #10 x 1-112" m S.M.S. IN SCREW BOSSES CONCRETEANCHOR PER TABLE) 1-1/8" MIN. EMBEDMENT INTO CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 2 SCALE: 2"= l -(r 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. HROUGH SPLINE GROOVES IDE WALL HEADER TTACHED TO 1"x T OPEN PURLIN OR CHAIR RAIL TACK W/ MIN. (2)#10x 1-1/2' ATTACHED TO BEAM OR POST M.S. W/ INTERNAL OR EXTERNAL 1! CLIP OR'U' CHANNEL W/ MIN. 4) #10 S.M.S. ANCHOR 1"x 2" CHANNEL TO G w CONCRETE WITH ID ® 4) #10 x 1/2" S.M.S. EACH SIDE 1/4"x 2-1/4"CONCRETE 08-12-2010 OF POST ANCHORS WITHIN 6" OF EACH H -BAR OR GUSSET PLATE 1" x 2" OPEN BACK ATTACHED SIDE OF EACH POST AT 24" TO FRONT POST W/ O.C. MAX. OR THROUGH I, 2"x T OR 2x 3" OR,2" S.M.B. 10 x 1-1/2" S.M.S. MAX 6" ANGLE AT 24" O.C. MAX POST FROM EACH END OF POST MIN. (4) #10 x 1/2" S.M.S. @ AND 24" O.C. 1" MIN. 3 1/2" SLAB 2500 PSI EACH POST MIN. CONC. 6x6 -10x10 W.W.M. OR FIBER MESH ® ID 1" x 2" EXTRUSION VAPOR BARRIER UNDER . e CONCRETE 1-1/8" MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: T = 1'-0" TYPICAL UPRIGHT DETAIL SCALE: 2"= V-0" IDE WALL GIRT ATTACHED TO r` X T OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW PURLIN, GIRT, OR CHAIR RAIL OSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 1/4" x 2-1/4" CONCRETE/MASONRY ANCHORS @ 6" FROM EACH POST AND 24" O.C. MAX AND WALLS MIN. 1" FROM EDGE OF CONCRETE TYPICAL &ALTERNATE CORNER DETAIL ,S SCALE: 2"= 1* -W C©1 SNAP OR SELF MATING BEAM ONLY RISER PANELS ATTACHED PER ROOF PANEL SECTION HEADER ATTACHEDTO POST W/ MIN. (3) #10 x 1-10 S.M.S. IN SCREW BOSSES 2"x2", 2"x3"OR 3'x 2' HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH > MIN. (3) #10 x 1/2" S.M.S. IN 0 SCREW BOSSES a J 1" x 2" OPEN BACK BOTTOM RAIL w E 1/4" x 2-1/4" MASONRY LL ANCHOR @ 6" FROM EACH 0 POST AND 24" O.C. (MAX) p ULL z wU 0z zO i= U LL I•- zw0 z SCREW BOSSES zmz p0 z U Q K wza of SNAP OR SELF MATING BEAM OLL ONLY 0 w wa wmp Om z LLw PURLIN TO BEAM OR GIRT TO POST DETAIL w w N SCALE: 2'= l' -W Z w zJwa OLL J OFOR WALLS LESS THAN 6'-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 O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDEOFTHECONNECTIONMUSTBESTRAPPEDFROMGIRTTOPOSTWITH0.050" x 1-314"x 4" STRAP AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10x 3/4" S.M.S. J Q Z U) Q 2 20 Z0 j J W U M J Z U oQW Z W W Z_ U) J Q SHEET 0 w c 08-12-2010 OF Lu LuLuz zzw zzLu 12 0 SOLID) ROOF PANELS (COMPOSITE OR PAN TYPE) FASTEN PANELS TO EDGE BEAMPERDETAILSINSECTION7ANDlOR 3A) 2" STRAP - LOCATE @ EACH POST, (2)114"x 2' LAG SCREWS @ 24" 0. C. (MAX.) EACH STRAP 2) #10 x 11T 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 EG TO O 6' MAXIMUM -I f- x GABLED FRAMES rq LL U COMPOSITE PANELS Z Q xWz IF KNEE BRACE LEN GTH> j W EXCEEDS TABLE 1.7 USE w = F z CANTILEVERED BEAM N 6 rn t7 CONNECTION DETAILS JY = JY w BOLTED TO POST W/THRU O SCREEN OR SOLID WALL 10 x 1-1/2" @ 6" FROM TOP MAY FACE IN OR OUT) AND BOTTOM AND 24" O.C. SEE TABLE 3A.3 FOR NUMBER HOST STRUCTURE ROOFING T OF BOLTS) 2" STRAP - LOCATE @ EACH POST, (2)114"x 2' LAG SCREWS @ 24" 0. C. (MAX.) EACH STRAP 2) #10 x 11T 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 EG TO O 6' MAXIMUM -I GABLED FRAMES PANS OR U COMPOSITE PANELS Z PER SECTION 7 EDGE BEAM TABLES: SIZE OF POST (SEE TABLE 3A.1.1, 2 3A.3) t) EXTRUDED OR SUPER L IN P STAND INTO HEADER GUTTER fJ MAX. DISTANCE TOGUTTER (MIN.) / HOST STRUCTURE WALL FASCIA AND SUB -FASCIA 36" WITHOUT SITE SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER / RISER OR TRANSOM) WALL P_ 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) JnW ROOF PANEL SEE SECTION 7) BEAMS MAY BE ANGLED FOR GABLED FRAMES ANCHOR PER DETAIL FOR PAN U OR COMPOSITE PANEL Z FOR NUMBER OF BOLTS AND 1-3/4" x 1-3/4" x 0.063" SIZE OF POST (SEE TABLE BEAM AND POST SIZES 3A.3) SEE TABLES 3A.3) oz 1'x 2" MAY BE ATTACHED FOR BOLTED TO POST W/THRU SCREEN USING (1) POST NOTCHED TO SUIT 10 x 1-1/2" @ 6" FROM TOP INTERNAL SCREW BOSSES AND BOTTOM AND 24" O.C. SIDE NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2"= l' -O" BEAM AND POST SIZES I SEE TABLE 3A.3) 1' x 2" MAY BE ATTACHED FOR SCREEN USING (1) 10 x 1-1/2" @ 6" FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND 24' O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" = 1'-0' 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 EQUIRED POST ALTERNATE 4TH WALL BEAM CONNECTION'DETAIL SCALE: N.T.S. 2" x 9" x 0.072" x 0.224" BEAM SHOWN tia 1-3/4' STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND ®® \\ OF SCREWS REQUIRED) k >c k 0 \ 0 0 k k WHEN FASTENING 2" x 2' \ >< k k >C k ® \ THROUGH GUSSET PLATE ® k k >< X k X k\ USE #10 x 2" (3) EACH MIN. X®k k _ >< k k k ® \ \ C X k kx >< > C 0 \ k tia I f ALL GUSSET PLATES SHALLBEAMINIMUMOF5052H-32 1 ALLOY OR HAVE A MINIMUM \ ® e YIELD STRENGTH OF 23 ksi db = DEPTH OF BEAM \ f ds = DIAMETER OF SCREW 2d' 2Yx6 \\ STRAP TABLE 2" x 6" x 0.050" x 0.120' \SEW SCREWS STRAP UPRIGHT SHOWN \ SIZE #ISIZE LENGTH x a 2- a x (0#144 14 Fx--§, a 1a 14 x NOTES: • ALL SCREWS ala" LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2"x 7" AND LARGER. 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION SCALE: 2" = l'-0' PRIMARY FRAMING BEAM SEE TABLES 3A.1.1, 2) 1-1/2"x 1-112" x 0.080' ANGLE EACH SIDE OF CONNECTING BEAM WITH SCREWS AS SHOWN MINI. #8 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-1/2" INTERNALLY INTERIOR BEAM TABLES: 3A.1.3 BEAM TO BEAM CONNECTION DETAIL SCALE: 2"= l -X U) W ROOF PANEL zz O w w BEAM TO WALL CONNECTION: U SEE SECTION 7) Z 2) 2" x 2" x 0.060" 1-3/4" x 1-3/4" x 0.063" MOUNTED RECEIVING CHANNEL THRU oz ANCHOR PER DETAIL FOR PAN BOLTED TO POST W/THRU I ® - OR COMPOSITE PANEL BOLTS FOR SIDE BEAM INTERNAL SCREW BOSSES O, SEE TABLE 3A.3 FOR NUMBER i ® - FOR NUMBER OF BOLTS AND OF BOLTS) SIZE OF POST (SEE TABLET a 3A.3) 2-1/4" ANCHORS OR MASONRY 00 I ® - m O BEAM AND POST SIZES I SEE TABLE 3A.3) 1' x 2" MAY BE ATTACHED FOR SCREEN USING (1) 10 x 1-1/2" @ 6" FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND 24' O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" = 1'-0' 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 EQUIRED POST ALTERNATE 4TH WALL BEAM CONNECTION'DETAIL SCALE: N.T.S. 2" x 9" x 0.072" x 0.224" BEAM SHOWN tia 1-3/4' STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND ®® \\ OF SCREWS REQUIRED) k >c k 0 \ 0 0 k k WHEN FASTENING 2" x 2' \ >< k k >C k ® \ THROUGH GUSSET PLATE ® k k >< X k X k\ USE #10 x 2" (3) EACH MIN. X®k k _ >< k k k ® \ \ C X k kx >< > C 0 \ k tia I f ALL GUSSET PLATES SHALLBEAMINIMUMOF5052H-32 1 ALLOY OR HAVE A MINIMUM \ ® e YIELD STRENGTH OF 23 ksi db = DEPTH OF BEAM \ f ds = DIAMETER OF SCREW 2d' 2Yx6 \\ STRAP TABLE 2" x 6" x 0.050" x 0.120' \SEW SCREWS STRAP UPRIGHT SHOWN \ SIZE #ISIZE LENGTH x a 2- a x (0#144 14 Fx--§, a 1a 14 x NOTES: • ALL SCREWS ala" LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2"x 7" AND LARGER. 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION SCALE: 2" = l'-0' PRIMARY FRAMING BEAM SEE TABLES 3A.1.1, 2) 1-1/2"x 1-112" x 0.080' ANGLE EACH SIDE OF CONNECTING BEAM WITH SCREWS AS SHOWN MINI. #8 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-1/2" INTERNALLY INTERIOR BEAM TABLES: 3A.1.3 BEAM TO BEAM CONNECTION DETAIL SCALE: 2"= l -X 2x2 NOTES: t d1. Door to be attached to structure with minimum two (2) hinges. 4 az z 0 U zz 0 HINGE LOCATION O zz O w w BEAM TO WALL CONNECTION: U z Z 2) 2" x 2" x 0.060" 2 x 2 EXTRUSION Z v F, MOUNTED ANGLE OR RECEIVING oz ANGLES ATTACHED TO WOODANGLES CHANNEL EXTRUSIONS WITH z zm FRAME WALL W/ MIN. (2) x INTERNAL SCREW BOSSES O, 2" LAG SCREWS PER SIDEE OR MAYBE CONNECTED WITH O W TO CONCRETE W/ (2)1/4" x } 2) #10 x 1-112' INTERNALLY a 2-1/4" ANCHORS OR MASONRY 00 HINGE LOCATION m O WALL ADD (1) ANCHOR PER J¢ w SIDE FOR EACH INCH OF BEAM MINIMUM #8 S.M.S. x 3/4" m DEPTH LARGER THAN 3' '$ LONG NUMBER REQUIRED wy EQUAL TO BEAM DEPTH w ~ w ALTERNATE CONNECTION: ¢ IN INCHES a 1) 1-314"x 1-3/4"x 1-0/4'x 1/8" u INTERNAL U -CHANNEL S ATTACHED TO WOOD FRAME w INTERIOR BEAM TABLES: WALL W/ MIN. (3) 318"x 2" LAG 0 SCREWS OR TO CONCRETE u 3A.1.3 OR MASONRY WALL W/ (3)1/4" x 2-1/4" ANCHORS OR ADD (1) z ANCHOR PER SIDE FOR EACH O INCH OF BEAM DEPTH Q LARGER THAN 3" v BEAM TO WALL CONNECTION DETAIL w SCALE: 2"= l' -W v 2x2 NOTES: t d1. Door to be attached to structure with minimum two (2) hinges. 4 az z 0 U zz 0 HINGE LOCATION O zz O w w rn U z Z O 2 x 2 EXTRUSION Z v F, G_ w oz zHINGELOCATION z zm a 12 O, 08-12-2010 LL Q O W a HINGE LOCATION m O Oz 0w z a K W wwwyz_Q 0J izu a 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. 0 JLL 3. Each hinge to be attached to door with minimum three (3) #12 x 314" S.M.S.. Co oQ 4. Bottom hinge to be mounted between 10 inches and 20 Inches from ground. 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. 6. If door location is adjacent to upright a V x 2" x 0.044" may be fastened to upright with #12 x 1" S.M.S. at 12' on center and within 3" from end of upright TYPICAL SCREEN DOOR CONNECTION DETAIL SCALE: N.T.S. J Q M Q 2 20 ZO W' U) >_J U) > W W ori 0 V M J Z i p U F- Q W IU) Z E W 3 W Z_ W U) J Q O0 n J ll uJUJ LL m c°% 2mW8 Il W m a UO No n m C n C (~>mn M O n d tiSi m W y xO v N m 0 > O mU /a: caJJ / /n f ui a 0 m w uJW ¢ SEAL zz O w wSHEET U Z J WW zzw F, w oz w W Nm z zm LL 12 m 08-12-2010 OF Q ANCHOR ALUMINUM FRAME TO WALL OR SLAB WITH 114"x 2-1/4" MASONRY ANCHOR WITHIN 6" OF POST AND 24" O.C. MAXIMUM RIBBON OR MONOLITHIC FOOTING (IF MONOLITHIC SLAB IS USED SEE NOTES OF APPROPRIATE DETAILS) 8' x 8" x 16" BLOCK WALL MAX. 32") CONCRETE CAP BLOCK OR BLOCK (OPTIONAL) 1) #40 BAR CONTINUOUS 1) #40 BAR AT CORNERS AND 10'-0" O.C. FILL CELLS AND KNOCK OUT BLOCK TOP COURSE WITH 2,500 PSI PEA ROCK CONC. DECK 6x6- 10 x 10 WELDED WIRE MESH (SEE NOTES CONCERNING FIBER MESH) 2) #40 BARS MIN. 2-1/2" OFF GROUND KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 114" =1'-0" W' N 'x" BLOCK KNEE WALL MAY BE 12' 2 10'-0' EXISTING SLAB 12" 2 8'-0" k72' 18" 3 F -O" 8" INTO NEW SLAB 6" FROM 18" 3 4'-0" LOAD BEARING BRICK WALL 24" 3 2'-8" STRUCTURAL KNEE WALL 30' 4 1'-4" ALUMINUM ATTACHMENT CONCRETE FILLED BLOCK STEM WALL 8"x 8"x 16" C.M.U. 1) 940 BAR CONTINUOUS 1) #50 VERT. BAR AT CORNERSAND X O.C. MAX. FILL CELLS W/ 2,500 PSI PEA ROCK CONCRETE 8" x 12" CONCRETE FOOTING WITH (N) #5 BAR CONT. io 'W LOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes: 1. 3-1/2" concrete slab with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fibemresh a Mesh, InForce- e3- (Formerly Fibermesh MD) per maufacturers specification maybe used in lieu of wire mesh. Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil 90% density. 2. Local code fooling requirements shall be used in of the minimum footings shown. Orange County footings shall be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. R. RAISED PATIO FOOTING' KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 114"=V-0" NEW SLAB BLOCK KNEE WALL MAY BE 12 4'4" 2. Knee wall details may also be used with this footing. EXISTING SLAB BRICKS 30 RE -BAR DRILLED AND ROW LOCK EPDXY SET A MIN. 4" INTO MIN. (1) #30 BAR EXISTING SLAB AND A MIN. 4" CONTINUOUS 8" INTO NEW SLAB 6" FROM MORTAR REQUIRED FOR EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB LOAD BEARING BRICK WALL SCALE: 3/4' = 1'-0' SCREWS SEE FASTENER TABLE) 1'x2" CHANNEL 3/4" PLYWOOD DECK USE 2" x 4" OR LARGER DETAILS FOR FRONT WALL UPRIGHTS 114' S.S. x _' LAG SCREWS W/ 1/4"x 1-1/2- FENDER WASHER (SEE TABLE@ 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. or Teks Deck 3.3/4" 2" P.T.P. 4' SCREEN ROOM WALL TO WOOD DECK SCALE: 3' =1'-0" 1/4" x 6" RAWL TAPPER BLOCK KNEE WALL MAY BE ALUMINUM FRAME SCREEN THROUGH 1"x 2" AND ROW LOCK INTO FIRST COURSE OF 2. Knee wall details may also be used with this footing. WALL BRICKS WITH APPROPRIATE KNEE ROW LOCK WALL DETAIL) MESH (SEE NOTES BRICK KNEEWALL TYPE S ALTERNATE CONNECTION OF CONNECTION DETAIL SEE DETAIL) MORTAR REQUIRED FOR SCREENED ENCLOSURE FOR A —, k MIN. LOAD BEARING BRICK WALL BRICK OR OTHER NON- D STRUCTURAL KNEE WALL BARRIER AREA TO BE 4- (NOMINAL) PATIO 1' WIDE x 0.063' THICK STRAP M CONCRETE SLAB (SEE NOTES @ EACH POST FROM POST TO OR CONCERNING FIBER MESH) FOOTING WI (2) 910 x 3/4" UNIFORM 95% RELATIVE S.M.S. STRAP TO POST AND DENSITY 1500 PSF BEARING 1) 114"x 1-3/4" TAPCON TO 1) #5 0 BARS W/ 3" COVER SLAB OR FOOTING TYPICAL) BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/2" = V-0" 2) #5 BAR CONT. FOR BEFOREALL SLABS' O•QQ TYPEI TYPEII FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING 0-2'/ 12" 2"/112" -VAD" Notes: 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test 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 control fiber mesh: Fibermesh ® Mesh, InForceTM e3TM (Formerly Fibermesh MD) per manufacturers 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 hest structure up to a maximum 20'-0' projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0" shall have site specific engineering. SLAB -FOOTING DETAILS SCALE: 3/4'= V-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 fooling. ADDED TO FOOTING (PER 2. Knee wall details may also be used with this footing. 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) C # 50 BARS CONT. W/ 3' COVER LAP 25' MIN. 15d MSN, A —, k MIN. 16' MIN. TOTAL\\ r • ..• i D W \ \/\/\/\ \\\ 6 MIL.VISQUEEN VAPOR BARRIER AREA TO BE 0 ENCLOSED O 16" MIN. TERMITE TREATMENT OVER wUNDISTURBED OR M COMPACTED SOIL OF UNIFORM 95% RELATIVE DENSITY 1500 PSF BEARING Notes: 1. All connections to slabs or footings shown in this section may be used with the above fooling. y 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. r 4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForce- e3TM (Formerly Fibermesh MD) per maufacturers specification may be used in lieu of wire mesh. MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA a SCALE: 1/2"= V-0" J t, 6" U. EXISTING FOOTING NEW SLAB W/ FOOTING 0 zO a w BARS -D D INTO EXISTING OOT11. z 8"EMBEDMENT, 2S MIN. LAP TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING a SCALE: 1/2"= V-0" a zzW0 zO Nz EXISTING WOOD BEAM Olb O HEADER k t~t 1/4" x 2" LAG BOLT (2) PE§ z POST W K OCI LL TYP. UPRIGHT (DETERMINE Q! HEIGHT PER SECTION 3 v 1" x 2" TOP AND BOTTOM¢ c9 TABLES) PLATE SCREW 2'-0" O.C. w a m0OI - le0w w w Lu UJ zNQ Z wZJwa 10 x 1-112" SCREWS (3) MIN. w PER UPRIGHT TOP &BOTTOM 0 J 2)114" MASONRY ANCHORS PER SECTION 9) INTO CONCRETE EXISTING FOOTING J Q co Q 2 w 2 O Z O N J U) m J E N > W o. LJ od 0 vi U M J Z U 0 Q C0QWc a C0 Z U) W m W a Z U`o 2 LL 0 J r Q Nt 2 r Orn n k z C-4 J LL W Lu LL- 2 m x W ce m d w m LL mJOa d 0) o C S n LU co N L o J_ m U O m N 0 d co SHEET L_o- w U)0 6ALUMINUMSCREENROOM (NON LOAD BEARING) WALL uj y UNDER WOOD FRAME PORCH LL SCALE: 2"= V-0" 08-12-2010 OF 0 N V 7 O Oz KLuLuz 0zW z w 12 0 UNIFORM LOAD 1-4 A B SINGLE SPAN CANTILEVER UNIFORM LOAD Z 1-4 A B C 7 COAM UNIFORM LOAD L ¢ A B 1 OR SINGLE SPAN UNIFORM LOAD l l C A B C D 3 SPAN UNIFORM LOAD L L L L A B C D E 4 SPAN NOTES: 1) L = 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 -.5(" STAGGERED ON EACH d-.50" T d-.50' SIDE OF SELF MATING BEAM I I PLATE TO BE SAME + + + + + + THICKNESS AS BEAM WEB 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 -.50") LENGTH refers to each side of splice use for 2' x 4" and 2• x 6' also Note: 1. AN gusset plates shall be minimum 5052 H-32 Alloy or have a ndnimum yield of 30 ksl SELF -MATING BEAM SIZE VARIES) SUPER OR EXTRUDED GUTTER 2" x 2' ANGLE EACH SIDE SELF -MATING BEAM — POST SIZE PER TABLE 3A.3 THRU-BOLT # AND SIZE PER TABLE 3A.3 LOAD PER TABLE 3A.3 AND SIZE OF CONCRETE ANCHOR PER TABLE 9.1 TRUFAST SIP HD FASTENER t"+1-1/2" LENGTH (t+1') @ 8" O.C.t+1-1/4" THRU-BOLT # AND SIZE PER TABLE 3A.3 BEAM SIZE PER TABLE 1.10 ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER Q C2 O Q W Minimum Distanra and 20 o Q Z O N SDacina of Screws' Gusset Plate 1 U) E Screw ds dge to nter to W IJ r06 U t+) Size M.) Center Center Beam Size Thickness cai y Z U) g gds fin.I 2-1/2ds n. n. 8 0.16 8 7/16 x 7•x 0.055'x 0.120— 0.063 10 0.19 318 172— 27xa'x .6 YxO. 24" 1/8-0.125 12 021 7/16 9116 2*x9-x0.072•x 4• 1/8=0.125 14 or 1/4" 0. 1 518 Yx -x . 8Yx0.306" 118=0.125 51 1s- 31 8 314 YX10* x -x .36' 00LL W o refers to each side of splice use for 2' x 4" and 2• x 6' also Note: 1. AN gusset plates shall be minimum 5052 H-32 Alloy or have a ndnimum yield of 30 ksl SELF -MATING BEAM SIZE VARIES) SUPER OR EXTRUDED GUTTER 2" x 2' ANGLE EACH SIDE SELF -MATING BEAM — POST SIZE PER TABLE 3A.3 THRU-BOLT # AND SIZE PER TABLE 3A.3 LOAD PER TABLE 3A.3 AND SIZE OF CONCRETE ANCHOR PER TABLE 9.1 TRUFAST SIP HD FASTENER t"+1-1/2" LENGTH (t+1') @ 8" O.C.t+1-1/4" THRU-BOLT # AND SIZE PER TABLE 3A.3 BEAM SIZE PER TABLE 1.10 ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER Q C2 O Q W 20 o Q Z O N am1U) E Q W Z ~ f CLWC W 0 N W IJ r06 U t+) NZUu- O v U H v a_ W = cai y Z U) g LL 2 W m w Zr.1 93 U LLO U) Z 2 o ZO J tov Q FQU LL F Co WO CID vNj ZO r t` 2 N E Z J W m Z02 OUD LL 2LL st W xC2cm amu - it toW w K Q:o nCat-- OLLW00LLW o CV a) : nWtY1 N f0 co Q W W x co m Q O F Qt J m a! 0> O m C U a cC!) W W t m ca wW W QNQWZJZW K y OLL J SHEET 20 0N r 7 w L TYPICAL BEAM SPLICE DETAIL U Z SCALE: 1" = 1'4" wM 0812-2010 OF 12 Q 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 #/SF (47.1 #1SF for Max. Cantilever) Aluminum Alloy 6061 T-6 2" x 2" x 0.043 Tribute d Width 5'-0' 6..V T-0' LoaNv 10'-0'I 12-0" 1 Allowable Span'U / banding'b' or defleation'd' 14'-0" 1 16'-0" 1 18'-0" 2'x 4"x 0.050' Hollow 13'-7- d 11'-10"d 10'-9" d z " x 0.045" 8'-11' d 8'-7' d T-11" d TS' d T-1" d 6'-10' d Load Width (R') Max.Span1'/(bandin Worde0actlon'd') 1 8 2 Span 3 Span 4 Span Cantilever Load Max. Span 'L'/(bending'b' orde0ection'dl Width (ft.) 18 2 Span 3 Span 4 Span Cantilever 5 5'4' d 6'-T d 6'-9' d 0--11' d 5 6'-1' d 7* -6' d T -T d 1'-1' d 6 S -W d F -Y d 6'-4' d 0'-11' d 6 5'-8' d T-0' d T-2' d 1'-0' d 7 4'-9' d 5-11' d T -W d 0'-10' d 7 F -S d 6'-8" d 6-10' d 0'-11' d B 4'-T d 5.8' d 5A' d 0'-10' d 8 5'-2' d 6'-5' d 6* -6' d 0'-11' d 9 4'-5' d 5'-5' d 5.6' d 0'-10" d 9 4'-11' d 6'-Z' d 6'-3' d 0'-11' d 10 4'3' d 5-3' d 54' d 0'-9' d 10 • 4'-10" d 5-11' d 6'-1' d 0'-11' d 11 4'-1- d 6-1' d F -Y d 0'-9' d 11 4'-8' 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 5'-T d 5'-8' d 0'-10' d 3"x "x0.0 0 x "x0.045 Load Width (f-) Max. Span'U I (banding W or deflection'dl 1 8.2 Span 3 Span 4 Span Max. Cantilever Load Max. Spa V I bandin 'b' or de0ection'd') Width (ft) 1 8 2 Span 3 Span 4 Span Cantilever 5 5-11' d 8'S' d 0'-8' d I 1'3" d 5 T-8" d T-5' d 9'-8' d 1'-5" d 6 SS' d T -i 1' d 8'-2" d 1'-Y d 6 T-2" d 8'-11" d 9'-1' d 1'4' d 7 6--2' d T -T d T-9' d 1'-1' d 7 6'-10' d 8'-S d 8'-T d 1'-3' d 0 5-11' d T3' d T-5' d 1'-1" d B SS' d 8'-t' d 8'3" of 1'-2* d 9 5'-0' d F-11" d T-2' d 1'4' d 9 6' 3' d T-9' d T-71' d 1'-Y d 10 5'S' d 5.9" d F-11' d 0'-11' d 10 6'-1- d T-6' d T-0' d 1'-1' d 11 5'3' d 6'S" d SS' d 0'-11' d 11 5-11" d T-3" d TS' d 1'-1' d 12 1 5'-2- d 6'4" d 9S" d 0'-11' d 12 5--9' d T-1' d I T-1' b 1'-0' d 2" x 4" x .050 2" x 5" x 0.060" Load Widal (ft) Max. Span'L'/ beniff g b' or deflection V) 1 8.2 Span 3 Span 4 Span Cantilever Load Max. Spa n'L'/(bonding Wor deflection'd Width (fL) 18.2 Span 3 Span 4 Span CaMay- r 5 10'-0- d 174' d 17-T d 1'-10' d 5 12'-9" d 15-9' d 16'-1' d 74" d 6 9'-S' d 11'-8' d 11'-11" d 1'-9' d 6 iz-ir d 14'-10- d 15-2- d 7-2- d 7 8'-11" d 11'-1' d 1TY d 1'4r d 7 11'-S d 14'-1' d 14'4' d 7-1" d 0 87 d 10'-T d 10'-9' d 1'-7- d 8 10'-11' d 13'S' d IT -V d 1'-11" d 9 8'-3' d 10'-2* d 10'-5" d 1'-6' d 9 19-W d 17-11' d 13'J' d 1'-11' d 10 T-11' it 9'-10" d 9'-11" b 1'S"d 10 10'-T d 17S" d 12'-9' d 1'-10' d 11 T-0' d T-6' d S9'" b V.S. d 11 9'-10' d 17-1' d 174' d I'-9" d 12 TS' d Ili d 9'-0' b 1'4' d 12 1 9'S' d 11'-9" d 11'-11" b I 1'-9" d Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of trace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. Table 3A.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-0' 4'-0" Tribute d Width 5'-0' 6..V T-0' LoaNv 10'-0'I 12-0" 1 Allowable Span'U / banding'b' or defleation'd' 14'-0" 1 16'-0" 1 18'-0" 2'x 4"x 0.050' Hollow 13'-7- d 11'-10"d 10'-9" d 10'-0' d 9'S" d 8'-11' d 8'-7' d T-11" d TS' d T-1" d 6'-10' d 6'-6' d 2' x 5" x 0.060' Hollow 17"4" d 15'-1" d 13'-9" d 17-9" d 12'-0" d 11'-S d 10'-11"d 10'-1' d 9'S' d T-1' d 8'$ d 8'4' d 2" x 4" x 0.045" x 0.088' 15'-7- d 13'-T d 174' d 11'-5' d 10'-9' d 10'-3' d 7-10" d T-1' d 8'-7' d 8'-T d TA' d T-4' b 2" x 5" x 0.050" x 0.116' SMB 19'-0" d 16'-7' d 154" d 14'-W d 13'-Y d 12'S' d 11'-11" d 11'-1' d 10'-6' d 9'-11' d 9'S' b 8'-10" b 2" x 6" x 0.050" x 0.120" SMB 27-2" d 19'S' d 1T-7' d 16'4" d 15'S' d 14'-7- d 13'-11" d 77-11" d 11'41" b 11'-0' b 10'4' b 9-9' b 2" x T x 0.055" x 0.120" SMB 25'-2" d 22'-0" d 19'-11' d 18'-7- d 1T -W d 16'-T d 15-10' b 14'-2" b 17-11"b 11'41"b 11'-2" b 10'-7- b Fx a" x 0.070" x 0.224" SMB 30'-6" d 26'-7- d 24'-2- d 27S' d 21'4" d 20'-1' d 19'-2- d 1T-10' d 16'-9' d 15-11' d 15J" d 14%W d 2" x 9" x 0.070' x 0.204" SMB 37-10" d 28'-8' d 26'-1' d 24'-Y d 27-9' d 21'-T d 20'-8' d 19'-Y d 18'-1' d 1T-7 d 76'S' d 15-6" b 2" x 9" x 0.082" x 0.326' SMB 35-3' d 31Y-10' d 2T-11" d 25'-11' d 24'-Y d 23'J' d 223' c1 20' -T d 19'-S d 78'S' d 1T-8' d 16'-71' d x 10" x 0.090" x 0.374" SMEJ 41'-1" dl 36-11*dl 37-0" d I 30'4' d 1 28'S" d I 2T-1' d I 25'-11' d I 24'-1' d I 27$' d I 21'-6' d 2g'-7- d 19'-9' d Note: 1. it is recommended that the engineer be consulted on arty miscellaneous Gaming beam that spans more than 40' 2. Spans are based on wind bad phis dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spalls do not include length of knee brace. Add horizontal distance from upright to renter of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3AAAA410 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 #/SF Aluminum Allov 6061 T-6 Self Mating Sections S-0" TributeryLoad Width'1M=Punln Spaei 6'-0' T4" 0'-0' 9'-0' Allowable Span'L' I bend) 'b' or de0ection'd' 2" x 4" x 0.045" x 0.088" 15'4' d 14'3' b 13'-2- b 174" b 1 11'-T b 11'-0' b 10'S' b 10'-1' b 2" x 5" x 0.050" x 0.116" 18'-9' d 1T -Y b 16-11' b 14'-10' b 14'-0' b 13'-4" b 17S' b 17-Y b 2' x 6" x 0.050" x 0.120" 20'-T b 10'-10' b ITS' b 16'3' b 75'4' b 14'-T b 13'-11' b 13'-0' b 2" x T x 0.055' x 0.120' 22S' b 20'S' b 18'-11' b 1T-9" b I W -W b 15'-10" b 15-7' b 14'-6" b 0.070" x 0224" 30'-1' d 28'4' d 26'-11' d 25-3' b 23'-10' b 27-T b 21'-T b 20'-8' b 0.070" x 0204" 37S' d 30=1' b 2T-10' b 2S-0' b 24'-T b 23'3' b 27-7 b 27'3' b 2" x 9" x 0.082" x 0.326" 34-10" d 37-9' d 31'-Y d 29'-9" d 28'-8" d 2T-0' d 26'-9' d 26'-0' d 2' x 10' x 0.090" x 0.374" 40'-T d 38'3' d 36'4' d 34'-9" d 33'S' d 32'-3' d 31'3' d 30'4" d Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad. 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. 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 t:w Minimum post / beam may be used as minimum knee brace Knee Brace Min. Length Max. Lamrth Y x T x 0.043" 1'4' 7-0' 2' x Y x 0.043" 1'4" 71" T x Y x 0.043' 1'4" 7.0' 2' x 3" x 0.045' 1'-6' 7-6' Y x 4' x 0.050' 11S' W EAGLE 6061 ALLOY IDENTIFIERTh7 INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail bebw 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-AIioy 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. 1-1 EAGLE 6061 I.D. DIE MARK 201j O tow J Q fA Z (A Q LZ w w SHEET Z Y m V% ZW W W Z a W Z LLI U D- W0 af M U OJQ W Z Q LL W c7 0 3 W Z O Z_ O U2LU it Q wU I;t O Q O Om Z 0 c LL W M '-' ZZ o Z m i6 W (9 cm Zt0 W 11 uBLL a J S EL Z pD 0) r7 U K 2LLIto K p C -i m z O Ir x47m U >_ O U, W zItu CmCO) V O aw m zQ 0 wZJwa X toOWU-J 201j O tow SEAL w w SHEET Z U J = ZW w 8-110 Z Q LLR W0 n17 08-12-2010 OF Table 3A.1.1-120 E Eagle Metals Distributors„Inc. Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF (48.3 #/SF for Max. Cantilever) Aluminum Alloy 6061 T-0 2- x 2' x .043" T-0" 4'-0" Tdbula Load Width 5'.0" F-0" T-0" B'-0" 10'-0" I 12'-0' I Allowable Span'U / bending W or deflectlon'd' 14'-0" 1 3" x 2" x 0.045" 18" -0 - 2" x 4" x 0.050" Hollow 17-10' d 11'-3" d 10'-2' d Load Width (fl-) 1 & 2 Span 3 Span 4 Span canitll ' Max. Span'L' / (bending'b' or deflection'd'jR9h Max. Span'L' / (banding 1 & 2 Span 3 Span b' or deflection'dl 4 Span Cantilever 5 S-1' d S3' d T-4- d V-11' d 8'-7- d 5-9' d T-1' d T-2" d 1'-1" d 6 4'-9" d 5-10' d V-11' d 0'-11' dS-5' 13'-3' d 17-6' d 11'-10' d d 6'-8' d 6'-9' d 1'-0' d 7 4'S' d S -T d 5'4r d V -f0' dS-1" 9'-6' b d 6'4' d 6'-5' d 0'-11' d a 4'4' d 54' d 5'-5* d 0'-10" dV-11' 21'-3' d 19'-11' d 18' -it'd d 6'-0" d V-2' d o-11" d 9 4'-2' d F -Y d S3' d 0-10' d4'-8' 14'3' b d 5'-10' d 5'-11" d 0.11" d 10 4 d 4'-11' d 5--1' d 0'-9' d 10 4'-6- d S -T d 5'-9- d 0'-10' d 11 3'-11' d 4'-10' d 4'-11' d 0'-9' d 11 4'S' d S-5' d 5'-6' d 0'-10' d 12 3'-9' d 4'-0' d 4'-8' b 0'-9- d 12 4'3' d S3' d 5'-S' d o-10' d x Y x 0.070- 2 x 3 x .04 Load Width (14) Max. Span'L'/(bending V or deflection'd') 1 & 2 Span 3 Span 4 Span Cantilever Load Max. Spa 1: 1(bond ing W or daflectlon'dj Width (fL) 1 8 2 Span ; 3 Span 4 Span Ca Niever 5 6'-6' d 9-(r d 8'-7 d 1'3' d 5 73" d. T-11' d V-1' d 1'S' d- 6 S-1" d T -T d T-9- d 1'-2" d 6 T-10' d 6'-5' d 6'-7' d 1'-4" d 7 10' it T -Y d T4' d 1'-1" d 7 6'-6' d T-11" d 8'-Y d 1'3' d 8 F -7-d V-10' d Tor d 1'-1' d a 6'-Y d T-8' tl T-9' d 1'-2' d 9 64' d S -T d 6'-9' d T-0- d 9 5'-11' d T4' d TS' d 1'-2" d 10S Y d S-5' d SS' d 0'-11' d 10 5'-9" d T-1- d T-7 b 1'-1' d 11 5'-0' d S -Y d 6'4' d 0'-11' d 11 5'-T d 6'-10' d 6'-10' b 1'-1' d 12 4'-10' d S-0' d 6'4' d 0'-11' d 12 SS' d S-0' d 6'-T b l -(r d x4 x0. 2'x5"x0.060" Load Width (R) Me n'L'/ (band ng V or deflection'd' 1 8 2 Span 3 Span 4 Span CaM ever Load Max. Span'L'I(bond ln 'b"or deflection'd' nth (fL) 1 & 2 Span 3 Span 4 Span Caner 5 7-6" d 11'-8' d 11'41' 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'-8' d 6 11'4- d 14'-0- d 14'4' d 2'-2' d 7 8'S' d 1046- d 10'-8- it 1'-T d 7 10'-9' d 13'4' d 13'-7' d 7-1" d 6 8'4" d 10'-0' d 10'-Y b 1'-7- d a 10'4" d IT -9' d 13,40 d 1'-11" d 9 T-9' d 9'-T d 9'-T b 1'S" d 9 9'-11" d 1T -T d 17-0' d 1'-11' d 10 TS" d 9'3" d 9'-1' b 1'-5" d 10 9'-T d 11'-10" d 17-0' b T-10' d 11 T3" d it 11" b 8'4r b 1--5- d 11 W-3' d 11'S' d 11'-S b 1'-9' d 12 T-1' d 8'-T b 6'4' b 1'4' d 12 9'-0' d 11'-Y d 10'-11' 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 sparks. 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 #1SF Aluminum Alloy 6061 T-6 Hollow and Single SeK-Mating Beams 7-0' T-0" 4'-0" Tdbula Load Width 5'.0" F-0" T-0" B'-0" 10'-0" I 12'-0' I Allowable Span'U / bending W or deflectlon'd' 14'-0" 1 16'-0" 1 18" -0 - 2" x 4" x 0.050" Hollow 17-10' d 11'-3" d 10'-2' d 9S' d&-11' d 8'-6' d 8'-1' d T-6' d T-1' d V-9" d 6'S' d 6'-2' d 2" x 57x 0.060" Hollow 16S" d 14'4' d 17-11" d 17-1" d 11'4" d 10'-9" d 10'4" d 9'-T d 9'-0' d 8'-7- d 8'-Y d T-10' d 2" x 4" x 0.045" x 0.088" 14'-8' d 1Z -10'd 11'-8' d 10'-10"d 10'-2* d 9'-8' d 9'-3' d 8'-T d &-1' d T-8" b T -Y b 6'-9' b 2' x 5' x 0.050" x 0.116" SMB 1T-11' d 15-8' d W-31" d 13'-3' d 17-6' d 11'-10' d 11'4' d W -61--c! 9-11' d 9'-3" b 8'-0' b 8'-2' b 2" x 6' x 0.050' x 0.120" SMB I 20'-11' d 18'4' d 16'-8" d 15'-5' d 14'-T d 13'-10' d 13'-3" d 11'-11' b I VA 1' b 10'-2* b 9'-6' b 8'-11' b 2" x T' x 0.055" x 0.120" SMB I 23'-10' d 20'-10' d IF -11'd 1T -T d 16-6' d 1S -T b 14'-7' b 13'-0' b 11'-11' b 11'-0' b 10'-4' b T-9' b 2" x 8' x 0.070" x 0.224" SMB 28'-10' d 25-Y d 2Z -10'd 21'-3' d 19'-11' d 18' -it'd 1B' -Y d 16'-10'd 15-1 g' d 15'-1' d 14'-5* d 13'-10'd 2"x9 ' x 0.070' x 0.204" SMB 31'-1' d 2T-1' d 24'-8' d 22'-11' d 21'£ d 20'-5' d 19'-T d 18'-Y d 1T-1' d 16'-Y b 1S -Y b 14'3' b 2" x 9" x 0.082" x 0.326" SMB 33'4' d 29'-Y d 26-6' d 24'-T d 23'-Y d 21'-11' d 21'-0' d 18'S' d 18'4' d 1T-5' d 16'-8' d I &-0' d 2" x 10' x 0.090" x 0.374' SMEJ 38'-11' d 33'-11' d 30'-10" d 28'-8' d 26-11' d 1 25'-7' d I 24'S' d 27-9' d 1 21'-S d I 20'4" d 19'S' d 18'-8' 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 canter of brace to beam connection to the above spans for total beam S. Spans may be Interpolated. Table 3A.1.4A-120 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #1SF Self Mating Sections Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2 Spans may be Interpolated 1 Table 3A.2 E 6061 120 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 b the above spans for total beam spans. 2 Spans may be Interpolated. Table 3A.3 Schedule of Post to Beam Size Beams Minimum post/ beam may be used as minimum knee brace 2 Thru-Bolts Brace* Knee Brace Min. Length Max. Length 2' x Y x 0.043' i'4' 2'-0' 2' x Y x 0.043' 1'4" 2'-0' Y x 2' x 0.043' 1'4' Z.O. Y x 3' x 0.045' 1'S' 7S' Y x 4' x 0.050" 1'-6' 3'-0' EAGLE 6061 ALLOY IDENTIFIERTM INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification Instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised" external Identification mark (Eagle 6061 TM) and its location nerd to the spline groove, to signify our 6061 alloy exWsions. 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. EAGLE 6061 I.D. DIE MARK O a m J W W C9 U.O ZO a U WW U ZZQ ZO Q U LL 0 Z Z 0 Ky LLO O? O K Wm0 R- f 0w w wm wWm Z Z1 tr C6OwLLJ W JW 6X Co COrjj LL J Q (/1 D Z Z (1) Q D 20 0: M W W Z 2 W W o6 U LL V } CL U l- Q Co Z W c¢ W Z_ U O U) U Q M LU fn 4 § oO r O rn r Z ^ J M C., LL W Ci " CL W LL O Cj EL C: LLi C', ppa0m L a) m df 0 ulW 0 0 r E CLCL0U) 00 m 0 0 cec m ma LL 0 N BG 1.11pi0 SHEET 8-120, 08-12-2010 1 OF 12 OZ 2 WLuZ_ WZW r- LuZ W ED 253 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 2" x " x 0.043" 4'-0' Tdbuta Load I dT- 5'-0` 6'-0" T-0' B'-0" 10'-0" 17-0" Allowable Span'L'/bendin Wordeflectlon'd' 14'-0" 3" x 2" x 0.045" 2' x 4' x 0.050" Hollow 173' d 10'-8' d 9'-9' d T -On d 8'-0' d Load Width (ft') Max. Span'L' I (bond 1 8 2 Sp..F3 Span ng 'b' or deflectio2_1dj 4 Spnn Cantilever Load Max. Span'L' I (bending Width (ft)1 & 2 Span 3 Span b' or deflection *d) 4 Span MomCantilever 5 4'-10' d 5-11' d 6'-1' d 0'-11' d 5 5'-5 d 5-9' d 5-10' d V-0' d 6 4'-6" d 5'-7' d S-9' d U-10' d 6 S-2' d E-4' d 6'-6' d V-11' d 7 4'4" d 5'4' d S-5' d a-10' d 7 4'-10' d T-0' d 6'-Y d 0'-11' d 8 4'-1' d 5-1' d S -Z' d 0'-9' d 6 4'-8' d 5'-9' d 5'-10" d V-11' d 9 T-11' d 4'-11' d 4'-11' d 0'-9' d 9 4'-0' d S-6" d 5'-8' d 0'-10' d 10 3'-10' d 4'-9" d 4'-10' b 0'-9' d 10 4'-4' d 54' d T -S d 0'-10' d ll 3-8" d 4W' d 4'-T b 0'-8' d 11 4'-Y d 5'-2-d 5'-3' b V-10" d 12 T -T d 4'S' d 4'4' b 1 0'-8" d 12 4'-1' d 5'-0' d 1 5'-0' b 0'-9' d x " x .0 0" 2" x 3" x 0.045" Load width (ft-) Max. Span 1! 1(bond in Wor deflection'd 1 & 2 Span 3 Span 4 SpanMax. Cantilever Load Max. Span 1:1(bending 'b' or deflectfon'dj width (ft) 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 6'-Y d T-6' d T-10' d 1'-2" d 5 6'-11' d 8'-6" d 8'-8' d 1'4' d 6 5-10' d T-3' d T4' d 1'-1' d 6 5S d 8'-0' d 8'-Y d V-3' d 7 5'-T d 6'-10' d 6'-11' d 1'-T d 7 6-2' d T -T d T-9' d 1'-2' d 8 54' d 6'-T d 6'-8- d 1'-0" d 8 S-11' d 7'3' d T -S* d VA" d 9 5'-1' d 54" d 5-S' d 0'-11' d 9 S-8" d 5-11" d 7"-1' b 1'-1' d 10 V-11' d 6'-1' d 6'-2" d 0'-11' d 10 6-6' d 6'-9' d 6-4r b V-0" d 11 4'A' d S-11" d 6'4Y d 0'-11' d 11 5*4' d 5-7- d 54' b V-0' d 12 4'-8' d 5'-9' d 5-10' d 0'-11' d 12 S -Y d 6'4' b 6'-1' b 0'-11' d 2" x 4" x 0.050" 2" x 5" x 0.060" Load Width (R) Max. Span 'L'/ (bend ng V or deflection 'd') 1 & 2 Span 3 Span 4 Span CannOlever Load Max. Span 1'/ (bend ng Wor deflection' Width ft)1 & 2 Span 3 Span 4 Span Cantilever 5 9'-0' d 11'-2' d 11'-5' d 1'-9' d 5 11'-6' d 14'•3' d 14'-6' d 7-Y d 6 8'-6' d 117-T d 10'-9- d 1'-T d 6 10'-10' d 13'5' d 13'-8' d 7-1" d 7 8'-1' d T-11' d 10'-1' b 1'•6' d 7 10'J' d 17-8' d 17-11' d V-11' d 8 T-9' d 9-6' d 9'-6' b 1'-6" d 8 T-10" d 17-2' d 17-5' d TAW d 9 TS d 9'-2* d 8'-11' b 1'-5' d 9 9'-0' d 11'-8' d 11'-9' b T-10' d 10 T -Y d 8'-9' b 8'-6' b 1'4' d 10 9'-Y d 11'-3' d 11'-Y b 1'-9' d 11 6'-11' d 8'4' b 8'-1' b 1'd' d 11 B'-10' d 10'-11' d 10'-8' b 1'-8' d 12 6'-9' d T-11' b T-9' b 1'3' d 12 8'-T d 10'-T b 10'-Y b 1'-8' d Notes: 1. Above spans do not inckWe length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.3 -130E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF Aluminum Alloy 6061 T-0 Hollow and Single Self -Mating Beams 2'-0' T -O" 4'-0' Tdbuta Load I dT- 5'-0` 6'-0" T-0' B'-0" 10'-0" 17-0" Allowable Span'L'/bendin Wordeflectlon'd' 14'-0" 1'4' 2' x 4' x 0.050" Hollow 173' d 10'-8' d 9'-9' d T -On d 8'-0' d 8'-1" d T-9' d T -Y d 6'-9' d 6'S' d 6'-2- d 5-10' b 2" x 5" x 0.060" Hollow 15'-7' d 13'-6' d 17-5" d 11'-6' d 10'-10' d 10'-3' d 9'-10' d g'-2* d 6'-7- d S' -Y d T-10" d T-0' d 2" x 4" x 0.045' x 0.088' 14'-0' d 173' d 11'-2' d 10'4' d 9'-9' d 9'3' d 8'-10' d 5-Y d T-8' b T -Y b 6'4' b 6'4' b 2" x 5" x 0.050" x 0.116" SMB IT -T d 14'-11' d 13'-7- d 12'-8' d 11'-11"d 11'J' d 10'50' 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 20'4' d 1T-6' d 15!-11"d 14'-g" d 13'-10' d 13'-2' d 17-6' b 11'-2" b 10'-2' b 9S b 8'-10' b 8'4' b 2' x 7' x 0.055" x 0.120" SMB 27-9" d 19'-10' d 18'-0' d 16'-g' d 15.8' b 14W b 13'-7* b 17-Y b 11-1' b 10'-0' b 9'-T b 9'-1' b 2' x 8" x 0.070' x 0.224" SMB 2T -F 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 17-11" b 2" x 9" x 0.070" x 0.204" SMB 29'-T d 25'-10'd 23'-6' d 21'-10"d 20'-0' d19'-6' d 18'-8' d 1T4' d 16'-3" b 15-1" b 14'-1' b 13'-4" b 2' x 9' x 0.082' x 0.326" SMB 31--10-d! 2T-9' d 25'-3' d 23'-5' d 27-1' d 20'-11' d 20'-0' d 16'-T d lr-6' d 16'$' d 15'-11' d 1S3' d x 10" x 0.090" x 0.374' SM 3T-1' d 37-5 d 29'5" d 27'4' d 25'-9' d 24'5" d 234' d 21-8' d 20'-5' d 19'S d I 18'-6' di 1T-10' d Note: 1. Itis recommended that the engineer be consulted many 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 fasda 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. 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 Aluminum Alloy 6061 T-6 Self Mating Sections S-0" 5-0' Tdbuta Load Wldih'yy'=Pudin Spacin 1 Allowable Span 'L'/bendln W or deflection'er 1'4' 2' x 4" x 0.045" x 0.088" 174' b 1 17-2' b 1 113" b 10'-7- b 1 9-11' b 9'-S b I Tor b 8'-7- b 2' x 5" x 0.050" x 0.11 S' 16'-1' b 14'-8' b 13'-T b 17-9' b 17-0' b 11'5 b 10'-10' b 10'5 b 2" x 6" x 0.050' x 0.120" • 1T$ b 16'-1' b 14'-11' b 13'-11' b 13'-2' b 17.6' b 11'-11' b 11'5 b 2" x 7" x 0.055" x 0.120" 19'-2' b 17'.6' b 153' b 15-Y b 14'4' b 13'-r b 17-11' b 175 b 2" x 8' 10 070" 0.224" 27"-2"d 24'-11' b 23'-Y b 21'-8' b 20'5 b 9'41' b 15-5' b 1T-8' b 2"x9 -.0!0704F204- 26'-2- b 25-9' b 23'-10" b 274' b 21'-0- b 19'-11' b 1g'-0' b 15-2- b 2" x 9" x 0.082" x 0.326' 31'5' d 29'-7" d 25-1' d 25-10' d 2S-9' b 245 b 23'4" b 274' b Y x 10" x 0.090" x 0.374" 35-6' d 34'5 d 37-9' d 31W d 30'-1' d 29'-1' d 25-1' b 25-10' b Notes: 1. Tablas assume extrusion oriented with longer extrusion dimension parallel to applied bad. 2. Spans maybe 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 canter 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 Brace Screws Knee Brow Min. Length I Max. Le W Y x Y x 0.043' 1'4' 7-0' 2'x 2x 0.043' 1'4' 74i Y x 2' x 0.043' 1-4' 7-0' Y x 3" x 0.045 1'-6' 2'S 2'x 4' x 0.050' SIr Z EAGLE 6061 ALLOY IDENTIFIER"m INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised' external identification mark (Eagle 6061^') and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the 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. EAGLE 6061 I.D. DIE MARK O Q J 1-52 QW W O ZO U. U KwU OZQ ZO Q U u_ U'Z zo 20KNWZaO u. OZ to W? m0 0 I... I- ccOw w wm wW Z N Z w Z -t wd K iN 03LL J Q fA c 3 Z o Z U) Q v Q -5 CL o Z O LU N 0 F J m 0 Z E U) U.1 a W Cc m U 0 LLJ U d a Q M co o W (¢ m W Z v Z_ O c U) U J W N a a 1ul! SIr Z wSHEETz 1L x ZZW N M 8-130 Z Q LLK W 12 m 08-12-2010 OF Q Table 3A.1.1-140 E Eagle Metals Distributors, Inc. Allowable Edge Beam Spuns - 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 #/SF for Max. Cantilever) Aluminum Alloy 6061 T-6 2 x 2" x 0.043" T-0" 4"-0" Tributary Load width Fo- I Fo- 1 7-0^ 1 Fo- I 10'-0' 1 12'-0" 14%0" 1 Allowable Span'L'/bendln 'b'ordeflectlon"d' 3 x 2 x 0.045 18'-0" 2"x 4"x 0.050" Hollow 11'-9' d 10'-3" d Load width (fl') Max Span "L"/(bending 1 & 2 Span 3 Span b' or deflection' 4 Span Ca a ver Load Max. Spa n'L' I(bendin 'b'or deflection'd Width (ft -)1 8 2 Span 3 Span 4 Span Cantilever 5 4'-T d 6-0" d 5-10" d T-110' d 5 5'-3" d 6'-0' d 6'-T d 0'-11" d 6 4'4' d 54' d 5'-0' d 0•-10" d 6 4'-11' d 6'-1' d 6'-2' d 0'-11" d 7 4'-2" d 6-1" d S -Y d V-9" d 7 4'-8' d 6-9" d S -it' d 0'-11'_ d 8 7-11" d 4'-11" d 4'-11' d 0'-9" d 8 4'5-' d F-6" d S-8" d 0'-10" d 9 7-10' d 4•-0' d 4'-9" b 0'-9^ d 9 4'4" d 54" d S -Y d 0'-10' d 10 3•-8' d 4'5-" d 4'-5 b 0'-8' d 10 4'-2' d 6-2' d 5-2' b 0'-9" d 11 3'-T d 4'-5' d 4'4" b 0'-8' d 11 4'-0" d 4' -it" d 4'-11' b T-9" d 12 3'-5 d 4'3" b 4'-1' b 0'-0" d 12 T-11' d 4'-10" d 4'-9' b 0'-9" d 3" x 2" x 0.070' 4 #14 14 @ 12- O.C. 2" x 3- x 0.045" 4'x4'x 0.125" 5 4 Load Width (R) Max Span 'L'/ bending V or deflection' 1 & 2 Span 3 Span 4 Span Cantil ver Load Max Span'U/(bond s width (ft) 1 & 2 Span 3 Span b'wdeflection'd 4 Span Cantil ver 5 5-11" d 7"4' d TS" d 1'-1' d 5 S -T d 8' 2" d 8'4' d 1'-3' d 6 5'-7' d 5-11" d T-1" d 1'-11' d 6 GJ' d T-8" d T-10' d 1'-Y d 7 5'4' d 6•-T d 6-8" d 1'-0^ d 7 5-11' d T4' d TS' d 1'-1" d 8 5-1' d 6'3" d 6-5" d 0'-11' d 8 5--8' d 6-11" d r4r b 1'-1' d 9 4'-11' d 6'-1' d 6-2" d 0'-11' d 9 SS" d 6-9" d T -T b 1'-0" d 104'-9" d 5'-1g" d 5-11' d 0'-11' d 10 5'-3" d 6'-6' d 6J" b 0'-11" d 11 4'-T d 5'-8' d 5•-9" d V-10' d 11 5'-1' d 6-Y b 5-11' b 0'-i t" d 12 4'-5 d SS" d 5-T d 0'-10" d 12 4'-11' d 5-11' b b 0'-11' d 2" x 4" x 0.050" 2" x 5- x 0.060" Load Width (R') Max Span 'L'/ bonding'b' or deflection 'dl 1 & 2 Span 3 Span 4 Span CaM ever Load Max Span'L'/ bonding'b'or deflection V1 width (ft.) 1 & 2 Span 3 Span 4 Span Ute. ver 5 8'-8' d 10•A" d 10'-11" d 1'-0" d 5 11'-0' d 13'-8' d 13'-11' d 7-1' d 6 8'-2" d 10'-1' d 10'-3' b 1'$ d 6 10'-5" d 17-10' d 13'-1" d 1'-11' d 7 T-9' d 9'-T d 9'-6' to 1'-6' d 7 9'-10" d 12'-2' d 17-5" d 1'-10' d 8 T -S' d 9'-2- d 6-11" b 1'-5" d 8 9'-5' d 11'-8' d 11'-9' b 9 T-1" d 8'-W b 8.5-" b 1'4' d 9 9'-1' d 11'-Y d 11'-1' b 10 6-11' d 6-3' b T -it' b 1'4' d 10 6-9" d 10'-10" d 10'-6' b MV1165-' d T-10" b T -T b V-3- d 11 6-0' d 10'4' b 10'-0' b 7-d 12 6-6' d TS' b T3' b 1'3' d 12 8'3" d 9'-11' b g -T b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of trace to beam connection to the above spans for total beam spans. 2. Spans maybe Interpolated. Table 3A.1.3440E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 1404&2 MPH velocity; using design load of 17.0 #/SF Aluminum Alloy 6061 T-6 Hollow and Single Self -Mating Beams T -O" 1 T-0" 4"-0" Tributary Load width Fo- I Fo- 1 7-0^ 1 Fo- I 10'-0' 1 12'-0" 14%0" 1 Allowable Span'L'/bendln 'b'ordeflectlon"d' 16'-0" 18'-0" 2"x 4"x 0.050" Hollow 11'-9' d 10'-3" d 9'4" d 6-8' d 6-2' d T-9' d T -S' d 6-10' d 6-V d 6'-2' d 6-10' b V-6' b 2" x 5" x 0.060" Hollow 14'-11" d 13'-1' d 111'-111'd 11'-0' d 10'-5" d 9'-10' d 9'-S d 6-9' d B'-3" d T-10' d T-6' d T-2' d 2" x 4" x 0.045 x 0.088' 13'-S d 11'-9' d 10'-8' d 9'-i t' d 9'4' d 8'-10' d 6-6' d 7--10' d T-3' b 6'-8' b 6'-3' b S-11' b 2" x 5" x 0.050' x 0.116" SMB 16'-S d 14'4' d 13'-t' d 17-1' d 11'5-' d 10'-10' d 1(Y4' -d 9'-7' b 8'-9' b 8'-1' b T -T b T-7 b 2" x 6" x 0.050" x 0.120" SMB 19-7 d 117-9" d 15-3" d 14'-7 d 13'4' d 17-6" to 11'-9" b 105-" b V-7' b 8'-10' b 63' b T-10" b 2" x T x 0.055" x 0.120" SMB 21'-9' d 19-0" d 1T4" d 16-1" d 14'-9' b 13'-7' to 17-9' b 11'S' to 10'-S b 9'48" b 9'-0' b 8'-6' b 2" x 8" x 0.070" x 0224" SMB 264' d 23'-W d 20'-11' d 19'-S d 18'3' d 1T4" d 16'-7' d IS -W d 14'46' d 13'-9' b 17-10' b 17-1" b 2" x 9" x 0.070" x 0204" SMB 265' d 24'-10' d 27.6' d 2g'-11' d 19'-8' d 16-8" d 1T -11"d 16-7- d 154' b 14'-2" b 13'3' b 175-' b 2" x 9" x 0.082" x 0.326" SMB 30'5-' d 26'-8' d 24'3" d I 27.6' d 21'-7 d 20'-1' d 19'-3' d 1T-10' d 16-9' d 15-11' d 15'3' d 14'-8' d 2' x 10'x 0.090"x 0.374" SM 35-T d 31'-1' d 28'-3' d 26'-Y d 24'-8' d 23'5-" d 275-' d 20'-10' d 19'-T d 18'-T d 1T-9' 3 #14 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 brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be Interpolated. Table 3AAAA-140 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 1404&2 MPH velocity; using design load of 17.0 #/SF Aluminum Allov 6061 T-6 Self Mating Sections 5-0" 6'-0" Tdbuta Load Wldth'V11' = Pudin Spacing T0" " 9'-0" 1 Allowable Span'U / bending W or deflection 'd' 2" x 4" x 0.045" x 0.088" 175-' b 11'5-' b 19-7- b 9'-11" b 9'4' b 6-10' b 8'-S b 8'-1' b 2" x 5" x 0.050" x 0.116" 15'-2* b 13'-10' b 17-9' b 11'-11" b 113" b 10'-6' b 16-2' b 9'-9" b 2" x 6" x 0.050" x 0.120' 16-T b 15'-2' b 14'-0' to 13'-1' b 174^ b 11'-9" b 11'-Y b 10'-B' b 2" xT x 0.055" x 0.120" 18•-0" b 16-5' b 15-3" b 14'3' b 13.5-' to 17-9" b 17-2' b 11'-8" b 2" x 8" x 0.070" x 0.224" 25'-8^ b 23'-6' b 21'-9' b 20.4' b 19'-7 b 16-2' b 1T-4- b 16-7' b 2" x 9" x 0.070" x 0204" 26'-6" b 24'-2" b 27-5 b 20'-11' b 19'-9- to 18'-9^ b 1T-10' b 1T-1' b 2" x 9" x 0.082" x 0.32 1" 30•-7 d 28'4' d 26'-11' d 25'-8' b 24'-2* b 27-11' b 21'-11' b 20=11' b 2" x 10"x 0.090" x 0.3 14" 35--Y d 33'-1' d 31'-5' d 30'-0' d 28'-11- d I 2T-0' b 26.4^ b 25-3' b Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spats 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. Le th Thru-Bolts L=MX" 1/4"e 318"o 2' x Y x 0.043' 1'4' 1 7-0' Beam Size Minimum Post Siza Minimum =nee Min. Stitching Knee Brace' Braes Screws Scraw S acln Hollow Beams 2' x 2' x 0.043' 7'4' 71" Y x 3" x 0.045' 1'5-' 2'5-' T x 4' x 0.050' 2" x 4" x 0.050" Hollow 3" x 3" x 0.090' 1 2 Y x 3" x 0.045' 3 #8 W 2" x 5" x 0.060" Hollow 3" x 3' x 0.090' 1 2 08-12-2010 2' x 3' x 0.045' 3 #8 Self -Matin Beams 2" x 4"x 0.048'x 0.109" SMB Y x 3" x 0.090" 2 7 x Y x 0.045' 3 #8 8 @ 12" O.C. 2" x 5" x 0.050"x 0.131" SMB 3'x3"x0.WW 2 2'xYx0.045' 3 #8 8 @ 12- O.C. 2" x 6" x 0.050' x 0.135" SMB Y x 3" x 0.090" 2 2' x 3" x 0.045' 3 )910 10 @ 12" O.C. Y xT x 0.055- x 0.135" SMS 3'x 3'x 0.090' 2 2 Yx3"x0.045' 3 #10 10 @ 12- O.C. 2"x8"x0.070"x0.239"SMB 3"x3'x0.125' 3 2 7x4'x0.048"x0.109' 3 #12 12 @ 17 O.C. 2"x9"x0.072"x0.219"SMB 3'x3"x0.125' 3 3 2*x5'x0.05(rx0.131' 3 #14 14 @ 17 O.C. 2"x9"x0.082"x0.321'SMB 4'x4"x0.125' 4 3 7x 6"x 0.05Dx 0.135' 4 #14 14 @ 12- O.C. 2" x 10" x 0.090" x 0.389" SMB 4'x4'x 0.125" 5 4 7 x 7' x 0.055' x 0.135' 6)#14 14 @ 12- O.C. Double Self -Matin Beams 2 2' x 8" x 0.070" x 0.239" SMB 2'xS'xC050"x0.131' 1 6 1 4 1 2'x 7x 0.048'x 0.109' B #12 12 12-O.C. 2 2"x9"x0.072"x0.219"SMB 2' x 6'x 0.050" x 0.135' 1 6 1 4 1 7x5"x0.050'x0.13I' 8)#14 14 12- O.C. 2 2"x9"x0.082"x0.321"SMB 7x7'x0.055"x0.135" 1 8 1 6 1 2"x6"x0050"x0.135* B #14 14 170.C. 2 2"x10"x0.090'x0.389"SMB Theminimum number of thru bolts is (2) Tx8'x0.070'x0239' 1 10 1 8 1 2*xTx0.055"x0.135 10)#14 11401-0- 14 170 - The Minimum post / beam may be used as minimum knee brace Knee Brace Min. Le th Max Len W 2' x Y x 0.043' 1'4' 1 7-0' Y x 2' x 0.043' 1-4' 7-0" 2' x 2' x 0.043' 7'4' 71" Y x 3" x 0.045' 1'5-' 2'5-' T x 4' x 0.050' 1.5-' T-0" EAGLE 6061 ALLOY IDENTIFIERT1N 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 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 a ro0 J a W W O O ZO U. a U i- lYWU 0Za ZO FaU LL U'Z zIn ofO toWaZ0 OLL 0 0:) J ay wE m 0 OF - Wt7LLLLIz w wW QN 5 jwa C C6OLaLL -J J D Z o Z (n Q v IL Ul Z O W N Ur 0-, m J 2 m LLI Z E CO) 2 a LU COLLL ca o J U v ci v U Z Q LLI M m 3 LLI Z v Z OLLO C0 U J W N Q U) O 2 J Cl) LL W C LLI2 ma£ 9 to x ul m LL oO > a. F- I.- C r n LV toX a5LaoJm C U O mo. J- 0 N m LtyW U' JO SEAL L' W W SHEET Z Uy J W ZW y 8-140 Z Lu LL' W 2 fL 08-12-2010 OF 0 REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON GS -16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16' O.C. VERTICALLY REPLACE VINYL SIDING ALTERNATE 4" x 4" P.T.P. POST W/ SIMPSON 4" x 4" POST BUCKET INSTALLED PER MANUFACTURERS SPECIFICATIONS TOP & BOTTOM THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I MANUFACTURED HOME ISTALL NEW 48" OR 60" UGER ANCHOR PER RULE 5C @ EACH NEW PIER. ISTALL 1/2" CARRIAGE BOLT HRU PERIMETER JOIST AND TRAP TO NEW AUGER NCHOR ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4"= V-0" REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS -16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING 8"'L' BOLT @ 32- O.C. TYPE 111 FOOTING OR 16"x24* RIBBON FOOTING W/ (2) #50 BARS, 2,500 PSI CONCRETE THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILLE MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME KNEE WALLW/ 2 x 4 P.T.P. BOTTOM PLATE, STUDS & DOUBLE TOP PLATE NAIL PER TABLE 2306.1 FLORIDA BUILDING CODE EACH STUD SHALL HAVE 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: 1/4"= l -(r INTERIOR BEAM (SEE TABLES 3A.1.3) BEAM SPAN USE W/2 FOR BEAM SIZE) SEE INTERIOR BEAM TABLES AFTER COMPUTING LOAD WIDTH' LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED KNEE BRACE (SEE TABLES 3A.3) LENGTH 16' TO 24" MAX. ALL FOURTH WALL DETAILS POST SIZE (SEE TABLE 3A.3) MAX. POST HEIGHT (SEE TABLES 3A.2.1, 2) TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A MOBILE / MANUFACTURED HOME SCALE 1/8" =1'-0" Table 3A.3 Schedule of Post to Beam Size Minimum post I beam may be used as mhtnum knee brace Knee Bram Min. Le Max Len th Tx2- 14- r-0' 2'x2• 14' 2•-0' 2-x2- 14- 2'x 3- 1'-0' -- r•6' SP1 @ 32'O.C. 140-2 -150 + 30 - 20 1'3' RIBBON FOOTING SCALE: 112" = V -W Minimum Ribbon Footing Wind #/ x Post Anchor Stud' Zone S . FL1 10 x (T'+12-) SMS @ 48" O.C. I Anchors 100-123 1+10 -14 1'-0" 1 ADU 44 SP1 @ 32" O.C. 130-140-1 113D -17 01'' 1 BU 44 1 SP1 @ 32'O.C. 140-2 -150 + 30 - 20 1'3' 1 ABU 44 1 SPH4 @ 48" O.C. STUD WALL OR POST Maximum 1 S pmjection from host structure. For stud wags use 12' x e" L -Botts @ 48' O.C. and 2" square washers to attach sole plate to fooling. Stud anchors shall be at the sob plate only and cog strap shag lap over the top plate on to the studs anchors and straps shag be per manufacturers specifications. 3A.8 Anchor Schedule for Composite Panel Room Componemts Connection Description 80-100 MPH 110-130 MPH 140-150 MPH Receiving channel to roof 10 x (T'+12-) SMS 10 x (r+112") SMS 10 x (T•+127 SMS panel at front wall or at the 1 @ 6- from each side 1 @ 6" from each 1 @ 6' from each receiving channel. of the panel and of the panel and of the panel and 0.024" or 0.030' metal 1 a 12' O.C. 1 @ 8' O.C. 1 @ 6- O.C. 312#/13SF 1/4 -x1 -12 -leg 1/4-x1-12'lag 3/8 -x1 -12 -leg Receiving channel to 1 @ 6- from each end of 2 @ 6- from each end of 2 @ 6- from each end of wood deck at front wall. receiving channel and receiving channel and receiving channel and 2 pine or p.tp. framing 1 sli 24- D.C. 2 @ 24- O.C. 2 @ 24- O.C. 712W30 -SF 1/4"x 1-12- Tapbon 1/4'x 1-12' Tapeon 318'x 1-12' Tapson Reiceving channel to 1 @ 6' from each end of 1 @ 6- from each end of 2 @ 6' from each end of concrete deck at front wall. receiving channel and receiving channel and receiving channel and 2,500 psi concrete 1 @ 32- O.C. 1 @ 24.O.C. 2 @ 24' O.C. Receiving channel to uprights, 8 x 3/4- SMS 10 x 314" SMS 14 x 3/4' SMS headers and other wall 1 @ 6" from each and 1 @ 4' fmm each end 1 @ 3' from each end connections of component and of component and of component and 0.024" metal 1 36- O.C. 1 24' O.C. 1 24" O.C. 0.030- metal 1 @ 48- O.C. 1 32' O.C. 1 32- O.C. 1/4- x 1-12' lag 1/4' x 1-12" lag 3/8" x 1-12' leg Receiving channel to existing 1 @ 6" from each end 1 @ 4" from each end 1 @ 3- from each andwoodbeam, host structure, deck of component and of component and component andofcam or Infill connections to wood 1 30' O.C. i @ 18' O.C. 1 21' O.C. Receiving channel to existing 114' x 1-3/4" Tapson 1/4' x 1-12" Topoon 3/8-x 1-12- Tapcon concrete beam, masonry wall, 1 @ 6' from each end 1 @ 4' from each and 1 @ Whom each end slab, foundation, host structure, of component and of component and of component and or infill connected to concrete. 1 @ 48- O.C. 1 @ 24" O.C. 1 @ 24" O.C. 1 @ 6' from each end 1 @ 4" from each 1 @ 3" from each Roof Panel to top of wall of component and of component and of component 1 @ 12- O.C. 1 @ 8" O.C. 1 G 6- O.C. a.To wood lox'r+1-12' 10x'r+1-12- lox'r+t-12' b. To 0.05" aluminum 1ox'r+12- 10x'r+12' 10 x'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 wag projection from host structure of 16% with maximum overhang of 2', and 10' wall 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 / masonry shag 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 Or decrease spacing of anchors by 0.75. Reduce spacing of anchors for "C" exposure by 0.83. 4. Concrete is assumed to be 2,500 psi @ 7 days minimum. For concrete strength other than 2500 psi consult the engineer. Reduce anchor spacing fo'C exposure by 0.83. 5. Tepcon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for 1-12" embedment at minimum 5d spacing from concrete edge to canto of anchor. Roof anchors shag require 1-1/4" fender washer. Table 42 Schedule of Allowable Loads I Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load / Maximum load area (Sq. FL) @ 120 M.P.H. wind toad Dlameter Anchor x Embedment 1 Number of Anchors 2 3 4 114" x 1" 264#/11SF 528#/22SF 7921f/33 -SF 1056#144SF 114"x1-12" 396t#17SF 792#/33 -SF 11889150SF 1584#186SF 1/4"x2-12" 66ON28SF 132D#155SF 19SM83SF 2640#1110SF 5116" x 1" 312#/13SF 624#26SF 936#139SF 124SW52SF 5/16"x 1-12" 468#20SF 936#!39 -SF 1404f#59SF 1872078SF 5116" x 2-12" 780#f33 -SF 1560#165 -SF 234D#/96SF 312D#/136SF z" 2" S1712W30 -SF 1068#145 -SF 1424#159-SFAPEX- 1068#/45SF1602#l67SF 2136#189-SF318" x 2-12' 8901#37SF 1780#f74SF 2670#l111SF 3560#/148SF Note: 1. Anchor must embed a minimum of Y Into the primary host WIND LOAD CONVERSION TABLE: For wind ZoneslRegions other than 120 MPH (fables Shown), multiply allowable bads and roof areas by the conversion facto. Allowable Load Coversion Factors forEdgeD1Istances Less Than 9d Applied Load CONVERSION FACTOR 12d26.6 1.01 11d26.8 1.01R27.4 1.00 9d28.9 0.97 ed3220.92 7d37.3 0.86 Sd37.3 0.86 5d42.8 0.00 Allowable Load Coversion Factors forEdgeD1Istances Less Than 9d Edge Distance AllowzbtULoad Multiliers Tension Shear 12d 1.10 127 11d 1.07 1.18 10d 1.03 1.D9 9d 1.00 1.00 ed 0.98 0.90 7d 0.95 0.81 Sd 0.91 0.72 5d 0.88 0.63 Note: 1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between anchors shag not be less than 9d where d Is the anchor diameter. 2. Concrete screws are limited to 2- embedment by manufacturers. . 3. Values listed are slowed loads with a safety factor of 4 applied. 4. Products equal to raw/ may be sub l tuted. S. Anchors receiving bads perpendicular to the diameter are in tension. Anchors receiving loads parallel to the diameter are shear loads. Example: Determine the number of concrete anchors required by dividing the uplift bad by the anchor allowed bad. For a 2"x 6' beam wife spacing = 7'-0' O.C.; allowed span = 25-0' (Table 1.1) UPLIFT LOAD = 12(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS - [12(25.7S) x 7"x7# / Sq. FLI /ALLOWED LOAD ON ANCHOR NUMBEROFANCHORS = 630.875#/300# = 2102 Therefore, use 2 anchors, one (1) on each side of upright, Table Is based on Rawl Products' allowable bads for 2500 ps.i. concrete. w O zO Q U F U zz zO ULL z zWO zO Wz ZO U K W Z CL 0OOULL. O W UJ ILtoO O I' F lY OwzLLLu w w Wz'o D w wa 0= f!1 OWLLJ 08-12-2010 J Q co Q 2 W O W CrZOmfn 5 O0 W c m W Z U) W m CO) 0- UrnWod U_ U) o H< O m 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 / tome owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live load shall be 30 PSF. 5. The shapes and capacities of pans and composite panels are from "Industry Standard' shapes, except for manufacturers proprietary shapes. Unless the manufacturerofthe 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 bads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 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.AII 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 B221 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 coaled 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 Gadding in conformance with the 2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using loads for components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 30; roof slope 0 to 20"; 1= 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00 for open structures, 0.18 for enclosed structures. All pressures shown are in PSF. 1. Freestanding structures With mono -sloped roofs have a minimum five bad 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 bad of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind bads are from ASCE 7-05 for glass and modular rooms. 4. For rive loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind loads are from ASCE 7-05 Section 6.5 Analytical rProcedure 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 0.69. 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 co of y 9 l) 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"= 1'-0" to T 1w of I12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE 2" = Y-0" ALUMINUM SKIN TABLES Exposure B" to "C" posure-B- to "0" Mean RoofLoad W Span Multiplier Load Span Multiplier Height' Conversion Enclosed Rooms Conversion All Rooms Z CO) LU OLLI Factor Bending Deflection Factor Roof Overs 0 -15' 121 0.91 0.94 1.47 0.88 15 - 20' 1.29 0.88 0.92 1.54 ndlingDeflection 0.87 20'-2S 1.34 0.85 0.91 1.60 0.86 25' - 30' 1.40 0.85 0.89 1.66 0.70.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7.05 INDUSTRY STANDARD ROOF PANELS co of y 9 l) 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"= 1'-0" to T 1w of I12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE 2" = Y-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 7B on this page. Anchors for composite panel roof systems were computed on a bad width of 10' and a maximum of 20' projection with a 7 overhang. Any greater load width shall be site specific. E.P.S. CORE SIDE CONNECTIONS VARY CL o (DO NOT AFFECT SPANS) 48.00" -:::{: COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2"= 1'-0" PRIMARY CONNECTION: 3) # ' 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 114"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 -W ROOF PANEL TO WALL DETAIL SCALE: 2"= V -W SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL x 112" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS 1-1/2" x 1/8" x 11-1/2' PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) O ROOF PANEL x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED J SCREW HEADS $ 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) EACH # ' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # • x 9/16" TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #-* x 12" S.M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 100 -1231 130 1 140 150 f8 1 #10 1 #12 1 #12 EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE l I 10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 6' x T x 6" 0.024' MIN. BREAK FORMED FLASHING PAN ROOF PANEL LU w w Z POST AND BEAM (PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION PAN ROOF PANELS SCALE: 2"= V-0" INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. IT W 0 0 ZO U FswU 0Za ZO U LL Z ZW0 ZO 1AZ ZO F U s wz LL 0OOLLLL Q w a Wa 000 OF 0W z LL wLu w W zQ 9 WZJWa 0 WOJ m rwv F J Z a 0J Open Structures 01- Screen Rooms Glass & Modular W Overhang I Cantilever o Mono Sloped Attached Covers C U Enclosed Rooms LU Z off Z All Rooms Z CO) LU OLLIa 1= 0.87 for 90 to 100 MPH 1- 0.87 for 90 to 100 MPH Roof Overs o J J Z U EL EL o 1-0.77 for 100 to ISO MPH 1= 0.77 for 100 to 150 MPH 1=1.00 i C7 1-1.00 W U) m' 20v KCpi - 0.00 Zane 2 KCpi = 0.D0 Zane 2 Z U Q KCpi = 0.18 Zone 2 1 1 l J O Q KCpi - 0.18 Zone 3 Q W U) loads reduced by 25% BasIcVAndj Effective Area Basic wind Effective Area 5-0-T-20 Basic Wind Effective Area Basle Wind Effective Area Pressure 50 20 10 Pressure 10 Pressure 50 20 10 Pressure 50 20 1 10 10D MPH 13 13 16 25 17 20 23 26 17 23 27 30 17 27 38 45 110 MPH 14 14 17 20 18 21 25 28 18 27 32 36 18 33 46 65 120 MPH IT - 17 20 23 22 25 30 33 22 32 39 43 22 39 54 65 123 MPH 18 17 21 24 23 26 32 35 23 34 41 45 23 41 57 69 130 MPH 20 20 23 27 26 29 35 39 26 38 45 51 26 46 64 77 140.1 MPH 23 23 27 31 30 34 40 46 30 44 53 59 30 53 74 89 140.2 MPH 23' 23 27 31 30 34 40 46 30 44 53 59 30 54 74 89 ISO MPH 26' 26 32 36 34 39 46 52 34 51 60 1 68 34 61 85 102 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 7B on this page. Anchors for composite panel roof systems were computed on a bad width of 10' and a maximum of 20' projection with a 7 overhang. Any greater load width shall be site specific. E.P.S. CORE SIDE CONNECTIONS VARY CL o (DO NOT AFFECT SPANS) 48.00" -:::{: COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2"= 1'-0" PRIMARY CONNECTION: 3) # ' 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 114"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 -W ROOF PANEL TO WALL DETAIL SCALE: 2"= V -W SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL x 112" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS 1-1/2" x 1/8" x 11-1/2' PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) O ROOF PANEL x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED J SCREW HEADS $ 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) EACH # ' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # • x 9/16" TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #-* x 12" S.M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 100 -1231 130 1 140 150 f8 1 #10 1 #12 1 #12 EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE l I 10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 6' x T x 6" 0.024' MIN. BREAK FORMED FLASHING PAN ROOF PANEL LU w w Z POST AND BEAM (PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION PAN ROOF PANELS SCALE: 2"= V-0" INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. IT W 0 0 ZO U FswU 0Za ZO U LL Z ZW0 ZO 1AZ ZO F U s wz LL 0OOLLLL Q w a Wa 000 OF 0W z LL wLu w W zQ 9 WZJWa 0 WOJ m rwv F J Z a 0J SEAL n Q o a: mo o W 20 fn Z o Z 0 W O N C U S m LU Z off Z m Z CO) LU OLLIa l.- o06 Z Uzw o J J Z U EL EL o Z U LU LL Q W 0 v c i C7 v_ W U) m' 20vWZW OF Z U Q L 1 1 l J O Q o Q W U) N D U) Q lon O J WL. 2 mWC7vix LL W m LL a" J O N C U co r - m 0; O n G i " LU (7 N pp to N m U > O mULL me m coJ SEAL W SHEET W U N UJW Z W z 10A Z Z LL 12 m 08-12-2010 OF 9) T EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 2" = 1'-0" #14 x 1/2" WAFER HEADED WOOD FRAME, MASONRY OR d S.M.S. SPACED @ 12" O.C. OTHER CONSTRUCTION v//z FOR MASONRY USE: 2) 1/4' x 1-1/4" MASONRY ANCHOR OR EQUAL @ 12' O.C. FOR WOOD USE: 14 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: 8 x 1/2' S.M.S. SPACED EXISTING TRUSS OR RAFTER @ 8" O.C. BOTH SIDES CAULK EXISTING FASCIA ALL EXPOSED SCREW HEADS 10 x 1-1/2" S.M.S. OR WOOD SHEET ROCK SCREWS @ 16'= DRIP WOOD SCREW (2) PER O.C. EACH WAYND RAFTER OR TRUSS TAIL FASTENING SCREW SHOULD/4" 10 X 3/4" S.M.S. OR WOOD d o::•"' SCREW SPACED @ 12' O.C. ROOF PANEL-•• T EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 2" = 1'-0" #14 x 1/2" WAFER HEADED WOOD FRAME, MASONRY OR d S.M.S. SPACED @ 12" O.C. OTHER CONSTRUCTION v//z FOR MASONRY USE: 2) 1/4' x 1-1/4" MASONRY ANCHOR OR EQUAL @ 12' O.C. FOR WOOD USE: 14 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I 10 x 3/4' S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA PANEL W/ 1" FINE THREAD FOR FASTENING TO ALUMINUM USE TRUFAST FLOOR PANEL HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED D" EXPOSURE. 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 9". 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: EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE 100=123 130 140 1 150 8 14 #10 #12 1 #12 REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE 8 x 1/2" S.M.S. SPACED @ PAN RIB MIN. (3) PER PAN FLASH UNDER SHINGLE r --f -- — LL tea. 1-1/2" x 1/8" x 11-112" 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 QL COMPOSITE ROOF PAN HEADER NEW 2 x —FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" = 1'-0" 6" x Y' x 6"0.024* MIN. BREAK FORMED FLASHING ROOF PANEL' SCREW #10 x ('P + 1/2") W/ 1-1/4' FENDER WASHER POST AND BEAM (PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" = l' -W INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1' TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE 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. 8 x 1/2" ALL PURPOSE SCREW @ 12" O.C. BREAKFORM FLASHING 6" 10" 3r3-COMPOSITERDOFPANrEL SEE SPAN TABLE) STRIP SEALANT BETWEEN ail..:'.'.:•.:•'. PANEL W/ 1" FINE THREAD SHEET ROCK SCREWS @ 16'= DRIP ATION BETWEEN O.C. EACH WAYND PANEL IS FASTENING SCREW SHOULD/4" THE FLASHING SCREW #10 x ('P + 1/2") W/ 1-1/4' FENDER WASHER POST AND BEAM (PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" = l' -W INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1' TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE 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. 8 x 1/2" ALL PURPOSE SCREW @ 12" O.C. BREAKFORM FLASHING 6" 10" 3r3-COMPOSITERDOFPANrEL SEE SPAN TABLE) STRIP SEALANT BETWEEN FASCIA AND HEADER 1/2" SHEET ROCK FASTEN TO RAFTER PANEL W/ 1" FINE THREAD SHEET ROCK SCREWS @ 16'= DRIP ATION BETWEEN O.C. EACH WAYND PANEL IS FASTENING SCREW SHOULD/4" THE FLASHING BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED THE EDGE OF FLASHING EXTEND UNDER DRIP EDGE 1' ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS 'O SCALE: 2'= 1'-0" a NOTES: m 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 9 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL COIL U) 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE- 5. OSSIBLE5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE w INSTALLED. -i 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS 0MORETHAN1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS DROP. O 7. WHEN USING FLASHING THE SMALLEST SIZE HEADERAVAILABLE SHOULD BE USED. 12' z 03 MIL. ROLLFORM OR 8' BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE O QFLAPLIPOFTHEHEADERBACKFROMTHEEDGEOFTHEFLASHING. U 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" a: SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. w EXISTING HO: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION U zz zO Q HOST STRUCTURE TRUSS OR LL RAFTER z BREAK FORMED METAL SAME o Z THICKNESS AS PAN (MIN.) z EXTEND UNDER DRIP EDGE 1"o c' MIN.ANCHORTO FASCIAANDzw RISER OF PAN AS SHOWN Q 1- FASCIA (MIN.) k 0 10 x 1-1/2" S.M.S. @ 16'0.C.y 0.040' ANGLE W/ #8 x 10 a S.M.S. @ 4" O.C. m0 p IL COMPOSITE ROOF PANEL o- w ILmwa mp OF mw Z IL UL w u) HEADER (SEE NOTE BELOW)w u) 8 x (d+1/2") S.M.S. @ 8" O.C. z -i W d FOR MASONRY USE w uiui 114"x 1-1/4" MASONRY 0L ANCHOR OR EQUAL o @ 24" O.C.FOR WOOD USE a -- 10 x 1-1/2" S.M.S. OR WOOD,d E! SCREWS @ 12" O.C. ALTERNATE ROOF PANEL TO WALL DETAIL COMPOSITE ROOF PANEL TO WALL DETAIL / w SCALE: 2' =1'-0" ALTERNATE u) ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2' LONG CORROSION RESISTANT SCALE: 2"= V-0" _ S.M.S. W/ 1/2' WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED -HEADER W/ (3) EACH U) BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. w z PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND m j THE ABOVE SPECIFIED RIB SCREW. a 08-12-2010 L5z co A sm E2 .'t OO Y cl 2 ^ • Q. a 2 J a a 2 J z H R' w J 0 0 Z O F - w od W W V Z Z V _JO J Q a Z O- W LL 07 J a lt 2 07 Lo cp r - C7 n k 2 r' ^ J W c§ LL 2 m W z c m D_ W m u- m O a) r Cc o C U m a ui co N aD tc m U > O mc: U 0 a m J F 0 ww 0 S N mE CL U) m00 m0 U v om mv o 0LLN AUG 1720 SEAL SHEET 1OBI!, OF 12 0 0 N CLmO U zz 0ccLuwzU)Uzw wzz m PCu HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1' MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 8 x 3/4" SCREWS @ 16' O.C. 8 x 1/2" SCREWS @ EACH RIB ROOF PANEL JZ ----- o----- aW iL 1-1/2" x 118"x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 8 x 1/2" S.M.S. @ 8" O.C. HEADER (SEE NOTE BELOW) EXISTING HOST STRUCTURE FOR MASONRY USE WOOD FRAME, MASONRY OR 1/4"x 1-1/4" MASONRY OTHER CONSTRUCTION ANCHOR OR EQUAL @ 24" O.C.FOR WOOD USE 10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS 'O SCALE: 2'= 1'-0" a NOTES: m 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 9 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL COIL U) 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE- 5. OSSIBLE5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE w INSTALLED. -i 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS 0MORETHAN1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS DROP. O 7. WHEN USING FLASHING THE SMALLEST SIZE HEADERAVAILABLE SHOULD BE USED. 12' z 03 MIL. ROLLFORM OR 8' BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE O QFLAPLIPOFTHEHEADERBACKFROMTHEEDGEOFTHEFLASHING. U 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" a: SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. w EXISTING HO: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION U zz zO Q HOST STRUCTURE TRUSS OR LL RAFTER z BREAK FORMED METAL SAME o Z THICKNESS AS PAN (MIN.) z EXTEND UNDER DRIP EDGE 1"o c' MIN.ANCHORTO FASCIAANDzw RISER OF PAN AS SHOWN Q 1- FASCIA (MIN.) k 0 10 x 1-1/2" S.M.S. @ 16'0.C.y 0.040' ANGLE W/ #8 x 10 a S.M.S. @ 4" O.C. m0 p IL COMPOSITE ROOF PANEL o- w ILmwa mp OF mw Z IL UL w u) HEADER (SEE NOTE BELOW)w u) 8 x (d+1/2") S.M.S. @ 8" O.C. z -i W d FOR MASONRY USE w uiui 114"x 1-1/4" MASONRY 0L ANCHOR OR EQUAL o @ 24" O.C.FOR WOOD USE a -- 10 x 1-1/2" S.M.S. OR WOOD,d E! SCREWS @ 12" O.C. ALTERNATE ROOF PANEL TO WALL DETAIL COMPOSITE ROOF PANEL TO WALL DETAIL / w SCALE: 2' =1'-0" ALTERNATE u) ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2' LONG CORROSION RESISTANT SCALE: 2"= V-0" _ S.M.S. W/ 1/2' WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED -HEADER W/ (3) EACH U) BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. w z PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND m j THE ABOVE SPECIFIED RIB SCREW. a 08-12-2010 L5z co A sm E2 .'t OO Y cl 2 ^ • Q. a 2 J a a 2 J z H R' w J 0 0 Z O F - w od W W V Z Z V _JO J Q a Z O- W LL 07 J a lt 2 07 Lo cp r - C7 n k 2 r' ^ J W c§ LL 2 m W z c m D_ W m u- m O a) r Cc o C U m a ui co N aD tc m U > O mc: U 0 a m J F 0 ww 0 S N mE CL U) m00 m0 U v om mv o 0LLN AUG 1720 SEAL SHEET 1OBI!, OF 12 0 0 N CLmO U zz 0ccLuwzU)Uzw wzz m PCu 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 Lu u Lu zO H W OO a II EXISTING TRUSSES OR pp RAFTERS V/rA Bu 4 II B )kII HOST STRUCTURE FASCIA OF HOST STRUCTURE 2x -RIDGE OR ROOF BEAM SEE TABLES) SCREEN OR GLASS ROOM WALL (SEE TABLES) PROVIDE SUPPORTS AS REQUIRED IF W / VARIES ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB107COMPOSITEROOF: x:t"+I8x "t' +1/2' LAG SCREWS W/ SCREEN OR SOLID WALL ROOM VALLEY CONNECTION 1-1/4"0 FENDER WASHERS @ PLAN VIEW 4 8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8"= V-0" 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 + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. WEDGE ROOF CONNECTION DETAIL SCALE: 2"= 1'40" COMPOSITE PANEL 1" x 2" OR 1" x 3" FASTENED TO PANEL W/ (2) 1/4" x 3" LAG SCREWS W/ WASHERS FOR 140 & 150 MPH USE 2) 3/8"x 3" LAG SCREWS W/ WASHERS 30# FELT UNDERLAYMENT W/ U z 220# SHINGLES OVER 2 COMPOSITE PANELS CUT PANEL TO FIT FLAT 10x2" S.M.S. @ 12" O.C. AGAINST EXISTING ROOF 0.024" FLASHING UNDER O EXISTING AND NEW SHINGLES FASTENERS PER TABLE 313-8 3" PAN ROOF PANEL MIN. 1-1/2" PENETRATION MIN. SLOPE 1/4": 1') i 2 x 4 RIDGE RAKE RUNNER w 3) #8 x 3/4" S.M.S. PER PAN W/ TRIM TO FIT ROOF MIN. 1- @ 3/4" ALUMINUM PAN WASHER zO INSIDE FACE z FASTEN W/ (2) #8 x 3" DECK EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR U RAFTERS RIDGE BEAM BEAM (SEE TABLES) REMOVE EXISTING SHINGLES 2'x 6" FOLLOWS ROOF SLOPE UNDER NEW ROOF 12 Q 6 A - A - SECTION VIEW SCALE: 1/2" =1'-0" B - B - ELEVATION VIEW SCALE: 1/2"= l -W ATTACH TO ROOF W/ RECEIVING CHANNEL AND 8) #10 x 1" DECK SCREWS - AND (8) #10 x 3/4" S.M.S. RIDGE BEAM II 2"x6" EXISTING 1/2" OR 7/16" POST SIZE PER TABLES SHEATHING I SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4"= l -W B - PLAN VIEW SCALE: 1/2" =1'-0" POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U -CLIP W/ (4)1/4" x 1-1/2" LAG SCREWS AND (2) 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 1-11T 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 DET. SCALE 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 F UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER w 0 O zO Ua 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 > ¢ EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 m o SCALE: 2" =1'-0" O ~ F EXISTING FASCIA EXISTING TRUSS OR RAFTER 1/4"x 8" LAG SCREW (1) PER TRUSS/ RAFTER TAIL AND 1/4- x 5" LAG SCREW MID WAY BETWEEN RAFTER TAILS EXTRUDED OR SUPER GUTTER PLACE SUPER OR EXTRUDED U z GUTTER BEHIND DRIP EDGE 2 SEALANT w N 10x2" S.M.S. @ 12" O.C. z 1/2" 0 SCH. 40 PVC FERRULE O SEALANT F 3" PAN ROOF PANEL v LL MIN. SLOPE 1/4": 1') i 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 z U SEALANT F 1/4" x 8" LAG SCREW (1) PER w z TRUSS/ RAFTER TAIL AND 114"x 5" LAG SCREW MID WAY p O BETWEEN RAFTER TAILS o w SUPER OR EXTRUDED GUTTER > ¢ EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 m o SCALE: 2" =1'-0" O ~ F EXISTING FASCIA EXISTING TRUSS OR RAFTER 1/4"x 8" LAG SCREW (1) PER TRUSS/ RAFTER TAIL AND 1/4- x 5" LAG SCREW MID WAY BETWEEN RAFTER TAILS EXTRUDED OR SUPER GUTTER PLACE SUPER OR EXTRUDED z U LL GUTTER BEHIND DRIP EDGE z SEALANT w N 10x2" S.M.S. @ 12" O.C. z w 1/2" 0 SCH. 40 PVC FERRULE Z a SEALANT n w 1) # 8 x 3/4" PER PAN RIB CAULK EXPOSED SCREW HEADS J 3" PAN ROOF PANEL w MIN. SLOPE 1/4":1') p wU 3" HEADER EXTRUSION i w FASTEN TO PANEL W/(3) 8 x 1/2" S.M.S. EACH PANEL z wNm LL 08-12-2010 SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 SCALE: 2"= l'-0" J Q Q J2O1 trl 0 Z O_ I'- W od W Z F=- J O U } U J Q Q Z 0- W U- W 20 of J Q U9w cflco T n rg 2 ^ J WLL2 u W z c mO_ w2 LL 6 q rs n m n C U rfOi0O ppppppW W a ox J m U > O m N U n 0 c m H 0w 2010 z SEAL 0 w SHEET w E f7z 10C w G zzw of ? p BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER BEHIND DRIP EDGE I EXISTING TRUSS OR RAFTER SEALANT 10 x 2" S.M.S. @ 24" O.C. 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL EXISTING FASCIA SEALANT ALTERNATE 3/4"0 HOLE 10 x 4" S.M.S. W/ 1-1/2"0 GUTTER FENDER WASHER @ 12" O.C. 8 x 1/2" S.M.S. EACH SIDE CAULK SCREW HEADS & PAN ROOF WASHERS HEADS CAULK EXPOSED SCREW PLACE SUPER OR EXTRUDED HEADS GUTTER BEHIND DRIP EDGE 3" COMPOSITE ROOF PANEL MIN. SLOPE 1/4":1') EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 1/2" 0 SCH. 40 PVC FERRULE I 3 EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 v Af SCALE: 2"= V-0" OPTION 1: EXISTING FASCIA 2 2' x _x 0.050" STRAP @ EACH 8 x 1/2" S.M.S. EACH SIDE 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: EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 1/4'x 8" LAG SCREW (1) PER WATER RELIEF TRUSS / RAFTER TAIL IN 1/2"0 Z SCH. 40 PVC FERRULE a SEALANT 10 x 2" S.M.S. @ 24" O.C. 3" COMPOSITE ROOF PANEL MIN. SLOPE 1/4": 11 EXTRUDED OREXISTINGTRUSSORRAFTER SUPER GUTTER v Af 3" HEADER EXTRUSION FASTEN TO PANEL W/ EXISTING FASCIA 2 HEADER 8 x 1/2" S.M.S. EACH SIDE CAULK GUTTERSOFFIT @ 12" O.C. AND FASTEN TO SEALANT GUTTER W/ LAG BOLT AS Lu SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2"= l -W WATER RELIEF GUTTER BRACE @ 7-0" O/C CAULK SLOPE v AfCOMPOSITEROOF SUPER OR HEADER EXTRUDED CAULK GUTTERSOFFIT 2"x 9" BEAM 1 LL Lu Lu 2) #10 x 1/2" S.M.S. @ 16" O/C 2" 0 HOLE EACH END FOR FROM GUTTERTO BEAM WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2"= V-0" NT 12 318" x 3-1/2" LOUVER VENTS FASCIA COVERS PAN &SEAM ® OR 3/4"0 WATER RELIEF OF PAN & ROOF HOLES REQUIRED FOR 2-1/2" 3" RISER PANS GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8" x 4" LOUVER @ 12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-1/2" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2"= 1'-0" FLASHING 0.024" OR 26 GA. GALV. 2" x 2" x 0.06"x BEAM DEPTH + 4" ATTACH ANGLE "A" TO FASCIA W/ 2-3/8" LAG SCREWS @ EACH ANGLE MIN. 2"x 3"x 0.050" S.M.B. (4) 10 S.M.S. @ EACH ANGLE EACH SIDE it— A i 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 13/4" x 1-314"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'= T-0' RECEIVING CHANNEL OVER BEAM ANGLE PROVIDE 0.060" SPACER @ RECEIVING CHANNEL ANCHOR POINTS (2) 10 x 2-1/2" S.M.S. @ RAFTER TAILS OR @ 2" O.C. MAX. W/ 2"x 6" SUB FASCIA 2"x 6" S.M.B. Wl (4) #10 S.M.S. @ EACH ANGLE EACH SIDE > NOTCH ANGLE OPTIONAL MUST REMAIN FOR ANGLE a STRENGTH J CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) w SCALE: 2" =1'-0" RIDGE CAP 8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS & WASHERS 8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: 8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER WHEN FASTENING TO ALUMINUM USE TRUFAST HD x t"+ 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" CAULK ALL EXPOSED SCREW HEADS & WASHERS PAN ROOF ANCHORING DETAILS ROOF PANEL TO BEAM DETAIL SCALE: 2" =1'-0" ROOF PANEL r -FOR COMPOSITE ROOFS: ( PER TABLES SECTION T, 10 x (t + 1/2") 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). r ROOF PANEL TO BEAM FASTENING DETAIL SCALE: r = r-0" w H NO mN u- 08-12-201008-12-2010 J Q Z CA Q 2 J z O Q W J 0 z O I-- U) 015W U z Z O L) J Q UJI Q co z D_ LLL LL LU 00Of J Q I w 2 J Wrc i LL- Wti` W ( mx D_w2LL0 J O i o v m a 33IL c ~ m 3 NC r J m U > O m J 0 ww 0 0 N c mE CLa U) rn 0 N. mv U v m m 2LL 0 N AUG 112WX SEAL SHEET AOD OF 12 0 v m z 0z w z 0zw zzLum o LLO zO a U LL Lu LuU 0Za zO F SEALANT u PAN HEADER (BREAK- F FORMED OR EXT.) z HEADERS AND PANELS ON wo BOTH SIDES OF BEAM FOR z0 GABLED APPLICATION rnz ZO FU7z wy PAN OR COMPOSITE ROOF a PANEL 0 OOwLL 8 x 1/2" S.M.S. (3) PER PAN 0 W ALONG PAN BOTTOM j Q a m0 z 0 LLz FOP. PAN ROOFS: 0:m 3) EACH #8 x 112" LONG S.M.d w PER 12" PANEL W/314" a ALUMINUM PAN WASHER zLoiWa It viOLlLJ ROOF PANEL r -FOR COMPOSITE ROOFS: ( PER TABLES SECTION T, 10 x (t + 1/2") 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). r ROOF PANEL TO BEAM FASTENING DETAIL SCALE: r = r-0" w H NO mN u- 08-12-201008-12-2010 J Q Z CA Q 2 J z O Q W J 0 z O I-- U) 015W U z Z O L) J Q UJI Q co z D_ LLL LL LU 00Of J Q I w 2 J Wrc i LL- Wti` W ( mx D_w2LL0 J O i o v m a 33IL c ~ m 3 NC r J m U > O m J 0 ww 0 0 N c mE CLa U) rn 0 N. mv U v m m 2LL 0 N AUG 112WX SEAL SHEET AOD OF 12 0 v m z 0z w z 0zw zzLum o 0.024"x 12" ALUMINUM BRK 10 x 4" S.M.S. W/ 1/4 x 1-1/2" MTL RIDGE CAP S.S. NEOPRENE WASHER @ tco tq 8' O.C. VARIABLE HEIGHT RIDGE ................. .. ......... .... SEALANT BEAM EXTRUSION z 2 - ^ Jw M, 8 x 9/16' TEK SCREW @ 8" LL O.C. CAULK ALL EXPOSED SCREW ROOF PANEL - HEADS AND WASHERS 1/8"x 3" x 3" POST OR SIMILAR 3) 1/4"0 THRU-BOLTS (TYP_) 8 x 9/16" TEK SCREW @ 6- O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM A POST DETAIL SCALE: 2"= l' -G' 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 r WHEN FASTENING TO ALUMINUM USE TRUFAST HO 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 (a, CONCRETE POST DETAIL SCALE: 2"= l -W 0.024" ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET W TYPICAL INSULATED PANEL SCALE: 2" =1'-0" 8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS @ 24" O.C. ALTERNATE #8 x 1/2" S.M.S. W/ 1/2" 0 WASHER. NOTES: 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024' PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER HEADED SCREWS. 5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH PANEL 6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/2' CORROSION RESISTIVE WASHER HEADED SCREWS. NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL 81.20 FOR H-14 OR H-25 METAL COVERED AREA TAB AREA 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2:12 SUBSEQUENTROWS STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'. APPLY ADHESIVE IN A CONTINUOUS BEAD 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 UNDERTHE SHINGLE AT MID COVERED AREA FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA- REA 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 0 O 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- 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 CURETIME 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 O Q :E Jx — J Z O_ w W °d W Z Z LL. O U U J O Q LU Q Z U) v N 7 n LL 0W U zO U LL C W LL O of0L) J Q w w tco tq SHEET y p 9 n z 2 - ^ Jw M, 0 LL Z F jF 2w dr W wx Z c m atm- D- W E aii w 0 Lo Q O U nLLU. oW C m n m _a w0 N L CLLij m p o a) 0 1 0OfCUd C7LL civt R w y J z w a. wOJ 0 N a O C7 zz zLu z zw zzwIn Ou SEALw a SHEET yJ = I? 10E com 2 08-12-2010 OF 0 N a O C7 zz zLu z zw zzwIn Ou Table 7.1.1 Allowable Spans and Design /Applied Loads* (#ISF) Note: Total roof panel width - room width +wet width +overhang. 'Design w applied load based on the affective area of the panel Table 7.1.2 Allowable Spans and Design / Applied Loads' (#ISF) Note: Total roof panel width . mom width +wag width + overhang. *Design or applied bed based on the effective area of the panel. Table 7.1.3 Allowable Spans and Design / Applied Loads' (#/SF) Note. Total roof panel width - room width +wall width +overhang. 'Design cr applied bad based on the effective area of the panel Table 7.1.4 Allowable Spans and Design / Applied Loads' (#/SF) Note: Total roof panel width a mom width +wan width +welhang. -Design or applied load based on the affective erect of the penal Table 7.1.5 Allowable Spans and Design / Applied Loads* (#/SF) for Industry Standard Cleated Panels for Various Loads Note: Total roof panel width . morn width+well width + overhang. 'Dwfgn w applied bad baud on the affective area of the panel Nota: Total roof panel width n rhwm width +vial width +ovedhang. 'Design or applied load based on the affective area of the panel U zr --r a a t J Q 1-- W c a Z U) LUpa 20 O o zz Z a O N W 13f 0m aW Z_ a J E W CL C Q CL 0 A W (. Q W cO z Q= z Q m LL U U U 8 Q J W d)Luc Z Q S wwm W O U ? U -1 o 3 z Q _ 1•— z J N O Q O U tL z F— W (. CO In Q o rq a z r rno ? Urn N Z 0 z J W rNi W z LL 2 LL at O UW c2 gF d WILL z USL C p. LL U O 0 C () p U Z3 n O cl, w a W as o W co P ( DI m W U > O m m c O DW L HZILO W CU z W w J N 0Daj 0 ZJ N W a KW / LL J K W L/ SEAL M.- SHEET wwz z6 N 10F k LL W 12 m 08-12-2010 OF m MANUFACTURERS PROPRIETARY PRODUCTS ri SET WITH DEGASEL 2000 OR EQUAL 1 CHAULK AND OR ADHESIVE a ON TOP AND BOTTOM LOCK GROOVE 0 ° x7 a s CO it v G 48" a° 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN I ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note: ELITE ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL, Florida approved test lab & analyzed by SCALE: 2"-= 1'-0 j Lawrence E. Bennett & U180 QW c a Z rn fn w 0 Q2 1--o ZZ a Mp N WZpto S D x O ui Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads• (#NSF) Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads' (#/SF tO J X m W Manufacturers' Proprietary Products: Statewide Product Approval NFL 5500 & FL 7561 Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 Q LU Z a m Z3"x48" x 0.024" Panels Aluminum AI 3105 H44 or H-251.0 EPS Core Density Foam 3" x 48" x 0.024" Panels Aluminum Allo 3105 H44 or H-252.0 EPS Cors Densi Foam - OJ n W Wind an Wetures Mon oaf Breen cams & Attae ed overs lass Modular cams Enclosed erhang Wind n Weturas M Roof Screen cams Attached overs lass & Modular Rooms ne or ng > Z MPH s Mond' s Moad• s Moad' s aMoad• s aMoad' spa n8oad• s n/bad• s nlload• s aMoad• Cantilever zoneH s lnlload' s 3 cad* s Moad' s Moad• s Moad• s aMoad• s enticed•k1ad• s an8oad• Cantilever w LU °d Qa LL 100 ta'-10' 13 21'-1 13 W-5 13 15--l-- 20 16'-10 20 16'-3' 20 17-11' 2 15'-8' 23 15'- 2 4'-0' 45 100 20'-8' 13 23'-1 13 27.4" 13 16'51[ I. 1T-10' 20 15'5" 2 23 16'-7' 23 4'-0' .5 (_) W11018'4' 14 5 14 19'-10' 14 1 'S 25165 21 15-11' 21 71'-11 3 13'-4' 32 1Y-1 32 4'-0' S5 110 20'-1' 14 S 14 21'-8 14 16'-1 21 1TS 1 73'-1 27 15'i' 27 4'-0' S5 =J O"O120- -16'-7 1 18'-7 1717"-11' 17 12'-4 15'-t 25 13-3' 30 10'-9- 39 17-1 3911'$ 3 4.0' 120 18'-Y 1 '-4' 17 19' ' 17 13'-6 5 15-11' 25 11'-10' 399 77-9 39 4'-0' 65 L m` 123 -'16'-Y 1 18'-1' 17 1 - 1 7 -0' 32 1 '5• 32 1711- 32 10'-7' 41 11'-10" 41 11'-5' 41 4'-0' 69 123 17-8' 17 19'-9" 17 19'-1' 1 131-7• 2 15' 26 11'- 4141 1776' 41 4'-0• 69 O V (Z' Oy13015'-3' 20 1 '-1 20 16'-6- 20 1115' 35 1Y-9' 35 174" 35 9'S' 51 11'-0- 45 10'-10- 45 3'-10' 77 130 16'-9' 20 18'-8• 20 18'-1• 20 17.6'- 29 1315' 11'-0- 455 11'-11' 45 4'-0' Z U U140-1 17-17' 27 15'-11' 2315'4' 23 10'8' 40 11'-11' 40 175' 40 9'S' S1 11'3' 45 10'-1 453'-7' B8 140-1 15'77 23 1 -5' 23 76'-10' 23 11'-8'' 40 17- 40 11'-0' 454 11'-11" 45 T-11' 89 Q F QODa140.2 1 -11' 27 15-11' 23 75'4' 23 10'-8' 40 11'-17' 40 11'-6' 40 B'-9' 59 10'4' 53 9'S' S9 3'-7 89 140.2 15'-7 23 1T-5' 23 16'-10' 23 W -W' 40 17- 40 9'- ' S953 10'-11' 53 T-11" 89 F112.0' 32 13' 32 17-11' 32 9'4- 52 11'-t' 46 10'-9' 46 B'- 68 9'-Y 6 8'-10" 66 34' 102 150 13'-Y 32 16'4' 26 15'-9" 26 1 -11'46 17'-9' 46 8-17 6860 104 60 3.8 102 3xx0.0 anels um num AI 1 -14 or H- ore nsi cam LL LZ fA to Z x "x 0.0 ` enc um num o 1 •14 or ore Density camIL wind Open Structures Mon loped Roof I n Rooms & Attached Covers Glass & Modular ooms Endass a ng nd n fractures o 0o en Dome Attached vers lass Modular Dome a os a ang l- Ft - Zone 1162 3 4 1&2 3 4 1&2 4 Candlever Zone 1 1 3 182 3 4 Cantllever W W v MPH s Moad• s Moad• s anlload• s aMoad• s Moad• s Moad• s annoad• s Moad' spa MPH s Moad' s annoad• s Moad• s n8oad' s Moad' s Moad• s anlload• s aMood• s aMoad• (Wj Z U F- MPH) o 10 27- 13 24-9 13 23-11 13 1 -8 20 19'-9 20 19'-1- 20 16'5' 7815' 23 1T-1 2 4-0 45 1 24'.9' 73 -1' 1 26-2' • 13 19'4' 20 1'-8' 20 20'-11' 20 18'-1 2 20'-Y 19' 23 4-0' 45 1 21'5 14 4-1 14 231-3" 14 iT3" 21 19'3 21 181-W 21 15'-3" 27 1T-0' 7 W-5 7 4'-0 65 1 -1 -23 -- j -251-g- 14 6'4 14 25'-6' 14 18-71 1 21-2' 21 20'-5 21 16'-8 2 1 -8' 27 1 - 2 4-0' S5 Z (n W n W 1 19 1 21-9' 7 21-0" 1 15'-10' 25 17-6' 25 1T-1 25 7 -8 39 15-7' 32 15-1 32 4'-0" 65 17 23-1 17 2 -0 1 1T4 25 19'4 78'-9' 25 15'4 32 1T-1' 32 1 5 32 4-0 65 Z J N118-11 17 21- 1 20'-6' 17 15-5 26 173 26 16.8 26 1Y-5' 41 15-2 34 134 41 4'-0 69 172331 27-5 17 16'-11' 26 18'-11 26 18'3 6 73'-7' 41 16'-8' 34 16-1 34 4-0' 69 30 t7"-11' 20 20'-0" 19'4- 13'4- 35 1 5'29 15'-10' 29 11'-9' 45 73'-Y412'-9' 45 4'-0' 77 20 1'-11 201' 2016'-1' 29 1T11' 29 174' 29 17-11' 45 1515' 38 1 '- 38 4'-0" 7 a O 140.1 16'-8' 23 1815' 23 16'-0' 23 175' 40 15'-Y 34 13'-6' 40 11'-9' 45 73'-2'412'-9' 45 4-0- 88 23 2015' 23 18'-9' 23 7315" 40 16'-T 34 16'-1' 34 12'-11' 45 15'-8- 38 15'Y 38 4'-0' 9140.2 16'-8• 23 18'-8 23 16'-0- 23 175' 40 15-2' 34 13'5' 40 10'-10" 53 1Y -Y 11'-9• 53 4-0- 89 23 20'51 2 19'-9" 23 13'$• 40 15-7- 34 16'-1' 34 11'-11" 53 13'4' 53 12'-10" 53 4'-0- 89 V 150 75-8- 26 175 26 16'-11" 26 11'-8' 46 13'-0" 46 1Y-7 46 9- 68 1115' 60 11'-0' 60 T-11' 102 26 19'-Y 26 1815' 26 12'- 46 155" 39 13'-10' 11'-Y 60 175' 60 1T-1' 1 4'-0' 102 LL 4 x x 4 ana s Aluminum Alloy 310 44 or H- 1. ore nsi cam 4 x x 0.024'Pans s um num o 1 -74 or H- ore ns cam <Q Wind an huetures Mon 1 oo Screen Rooms AttachedCovers ass u ar cams a os Overhang Wind an Wcturea o 0o reen cams Attae ed overs ass Modular cams nelosed erhang W irS QCDZone1&2 3 4 1&2 3 4 1&2 3 4 Cantllever Zone 1 4 1&2 3 4 1&2 9 0_ MPH s nnoad' s annoad• s anlload• s anfload• s Moad' s Moad• s Moad• s anlload• s aNioad' WPH s anlload• s Moad• s Moad• s Moad' s Moad• s Moad• P15-7-7- ad' s Moad• s an8oad• Z - ro Z 1 13 23-2" 13 22'4' 1 16'5 20 18'5- 20 7T-10' 20 15'5 23 1 -3 23 16'-8 23 4'-0 45 ,00 27-8' 13 25'4 13 4S' 13 78-1' 20 20'3' 79'- 20 23 1 -11 23 16'3' 23 4-0 45 O 2 c K 110 -1 14 5 14 21-9 14 16'-2 21 18' 21 1T-5 21 1 -1 32 15-11 2 154 2 4' S5 0 -0 4 24-8 14 23-1 14 175 21 1 -9 21 19-1' 212 1 5 2 1640' 2 4-0' 55 N a O 1 18'- 1 it 17 19-8' 1 13'5 30 1 - 25 15-11' 7-10' 133' 39 1 39 4-0' 65 1 0 1 -11 1 3 1 21 1 1 -Y 18-1 25 1T 25 1 '-0 32 155 2 4 65 Z J l co W1231T- 17 1 -1 17 19'-7 17 13- 32 16'- 1 -7' 26 11- 41 17-11' 41 175 41 4-0 9 1 1 1 21' 1 -11 17 15'-10' 26 17.8' 26 1T-1 2641 15'- 75'-1' 34 4'-0" 69 fD' LL W 1z 130 16'-9' 20 18'9' 0 18'-1' 175' 35 15'4' 29 73'5' 35 11'-0' 4 12'4' 45 17'-11' 45 4'-0' 77 13G 18'4' 20' 20 19'-10` 20 15'-0- 29 16'-10' 29 16'3' 4 13'-6' 4 13'-0' 45 4'-W Z V W (9 a x 2 140-1 15-7 23 175' 23 16'-10' 23 11'5' 40 13'-1' 77-' 40 11'-0' 45 12'4' 45 11'-11' 45 T-11' 89 x., 140-1 1T-1' 23 19'-1' 23 18'- ' 23 -2. 10' 40 15'5' 34 15'-0' 3445 13'5" 45 13'-0• 45 4'-0' 89 € Z c m 1 2 15'- 23 1 5' 23 16'-1 ' 2 11'-8' 40 13'-1' 40 775' 40 9' 59 11'4' S3 1 '-11" 53 T-11' 89 140.2 1 -1' 2 19'-1' 2 18'5' 23 12'-10• 15'5- 34 15'-0- 34 175- 53 1Y -0'S3 4'-0" 89 g F d Wco LL Z 750 13'-Y 32..16'-4'_ 26 75'-10' 26 10'-11' 46 _17-2' 46 1T-9' 96. 8'-11'_ 6B 10'-8'. 60 70'4' 60 3'-8' 1112 150-- 16'_-0' 26 1 -11' 26 17"4' 26 11'-11' 46 13'4' 46 17.-11' 4660 11'-a' 60 11'4' 60 4'-0" 102 W Z J O v m O 4 x x .0 Panels Alum num Alb 1 - 4 or H• ore ens cam 4 x "x ane um num Alb 1 H•14 or H- ore ensl cam W Z W Wind n truet hires Mon loped RoofBreen o ens Attachedovers s odular cams lased erhang Wind n fractures Mo d oo reen cams ttaehed overs lass alar cams ne s erhang D- lY C t1 0 Zone 1&2 3 4 1&2 3 4 1 4 Cantilever Zone 1 3 4 1 3 3 4 Cantllever O 0 C Oro r` 0 MPH s nlload' s Moad' s aMoad• s aMoad• s aMoad' s Moad' s Moad• s Moad' s Moad• MPH s Moad' s ad• s Moad• s annoad' a Moad' s Moad' s aMoad• s nlbad• s anlload' u. O 0 r) co O 1 23'-1 13 26'-8 13 25- 13 19'-1 20 214 20 20'-7 20 1T-9 23 19'-10' 23 19'- 23 4'-0' 45 10 26'-Y 13 29'3 13 2 3 13 -10' 20 '4 20 - 20 1 S 21-9' 21 23 4'-0' 45 0 W [Q F r n K 11 23'- 14 25-71 14 25-1' 14 1 -7 21 -9 2 -1 21 16'-S' 2 18'-4' 27 1 2 4-0 55 R 25'-5 14 2 5 14 2 5' 14 4 1 - 2 2 -0 1 -11 2 -1 2 1 -5 2 4-0 55 t7 t7 N m t W 1 20'-11 1 2315- 17 22'-8 17 17" 5 19-1 25 1 -5 25 15-1' 3 16'-1 - 32 16'3 32 4-0 65 1 D -11 1 25.8 1 24-10 1 18' 25 20-1 25 20'- 25 1 '-6' 32 185' 32 " 13*.0* 4'-T 65 > Q LLI 47 x c' C 1 20'5' 17 27-10 17 22'-1- 1 165 26 18-T 26 1T-11- 26 13'4' 41 16'5 34 15'-1 34 4-0 6 4' 1 25-&17 24- -17- 783 26 -5' 195 1 -1 1T-11 34 4'-0 69 L n' O J 0 v W 130 19'4' 20 1- 20'-10 20 15-1 2 1T 1T-1 29 1 -8` 45 15'5' 38 13' 45 4.0' 77 13 21'-Y 20 23'-8' 27-10 174 29 1 - 29 1 - 29 15'- 3B 16'-11' 38 4'-0 77 0 U > O m140-1 7T-11' 23 20'-1' 23 19'- ' 23 1 'S' 40 1 '4' 34 15'- 34 17.8" 45 15'S' 38 13'-9' 45 4'-W 88 1 19'-8' 23 1'-11' 23 21'3' 23 16'-0" 34 17'-11' 173- 34 15'-2' 38 16'-11- 38 4'-0' 89 {- U 0_ 140-2 1T-11' 23 20'-1' 23 19' 23 7315' 40 1 '4' 34 15'-9' 34 11'-8' 63 73'-7' 53 12'-8 53 4'-0' 89 140-2 19'-8' 23 21'-11' 23 21'3' 23 16'-0' 34 1T-11' 34 1 3' 34 12'-10- 53 15'-9" 44 4'-0- 89 (g W 150 16'-10- 26 18'--1& 26 18'3- 26 17- 48 15'3• 39 13'•7 46 10'-11" 60 12'4" 60 11'it" 60 4' 102 150 18'-C' 26 20'-8" 26 19'-11' 26 13'-9' 46 155' 39 76'-Y 39 17-1' 60 13'51 60 V -W 102 Z W ? O Note: Total roof panel width = room width + wail width + overhang. 'Design or applied load based on the affective area of the panel Note: Total roof panel width =room width +wall width + overhang. *Design or applied load based on the affective area of the panel _ W w J F'- Z Z Q o Z JA,,,. w IL 7 0: to O mWa w0JW U tu SHEET ZLu J V' Z F 1 i w al (' F0G j yrn Z WU. n m 08-12-2010 OF n C m 0 M MANUFACTURERS PROPRIETARY PRODUCTS 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 ELITE ALUMINUM CORPORATION ELITE PANEL SCALE: 2" = V-0" Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads• (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 5566 & FL 7561 Note: Total roof panel width =room width +wag width + overhang. 'Design or applied bad based on the affecWe area of the panel SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE Note: Below spans are based on test results from a Florida approved test lab & analyzed by Lawrence E. Bennett & U180 Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval 8F1. 5500 & FL 7561 Note: Total roof panel width= room width +wall w{dth +overhang. *Design or applied bad based on the affective area of the panel 0 Ja JF W J 0 ZO a U LL WWU ZZa ZO FaULL ZZWD ZO ZZ p0 Zr K W Zo. i Of OLL. w Q Wa M p O w w W o' Wwwy z W e• 0: y OWVJ n kk 2C1, ^ J Cl) W rid t1 ttu co U. O CU n N z o n W o tll m U O m N U a m caJ 0 N V ai EL W 1A U Z ru, S ee Lu0tiSHEET J W 10H Z Z 9i: 12 W m 0&12-2010 OF 0 2.00"**2.00" *2.00"* A = 0.423in? I A = 0.868in.' o Ix = 0.233 in' Oil Ix = 2303 in' 0.043" a Sx = 0.233 inSx = 1.142 in? c 6061-_T6 t v 6061-T6 2" x 2" x 0.043" HOLLOW SECTION NOMINAL THICKNESS: 0.045' WEB, 0.044' FLANGE oSCALET = 1'-0' 6 A = 1.880 in? STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12.O.C. TOP AND BOTTOM OF EACH BEAM Ix = 17.315 in' I Sx = 4.312 in? 2" x 4" x 0.045" x 0.043" 6061- T6 200'* SELF MATING SECTION NOMINAL THICKNESS: I I SCALE T =1'-0• 0.045' WEB, 0.044" FLANGE A = 0.580 in? STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 1T O.C. c Ix = 0.683 in.' 0.045 M TOP AND BOTTOM OF EACH BEAM 60 s11 -Ts 40. 453 in? 2.00' 2" x 8" x 0.070" x 0.112" SECTION2" x 3" x 0.044" HOLLOW -SECTION SELF MATING SE A = 1.049 in? SCALE 2"= TE SCALE 2" = 1'-0" Ix = 4.206 in' a o Sx =1.672 in? 6061 - T6 NOMINAL THICKNESS: * 2.00" 2,00•0.050' WEB, 0.058" FLANGE I I STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12- O.C. TOP AND BOTTOM OF EACH BEAM g A = 0.745 in? 2" x 5" X 0.050" x 0.058" 0.050" " Ix=1.537in.' SELF MATING SECTION Sx = 0.765 in? SCALE 2"= V -W o 6061-T6 c 2" x 4" x 0.050" HOLLOW SECTION r °' n? A = 1.972 i Lieu Ix = 21.673 in' SCALE 2"= 1'-0' Sx = 4.800 in? T2'00" 6061 - T6 NOMINAL THICKNESS: 0.070" WEB, 0.102" FLANGE 2.W I STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. 1'187 m? TOP AND BOTTOM OF EACH BEAM Ix = 6.666 in.' Sx = 2.217 in? 2" x 9" x 0.070" x 0.102" 6061-T6 SELF MATING SECTION in.' NOMINAL THICKNESS: SCALE 2' = 1' Sx = 1.26- 0' I 31;70.060' x = . 268 inin? 0.050" WEB, 0.060' FLANGE 6061 -T6 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 1T O.C. 2" x 5" x 0.060" HOLLOW SECTION TOP AND BOTTOM OF EACH BEAM 200"* SCALE 2• =1'-0• 2" x 6" x 0.050" x 0.060" SELF MATING SECTION SCALE 2"= 1'-0" 3.00' A = 0.543 in.' a Ix = 0.338 in! 0.045" - N Sx = 0.335 in_' * 2.00" o 6061 - T6 3" x 2" x 0.045" HOLLOW SECTION f A = 3.003 in? SCALE 2' = 1'-0' Ix = 42.601 in! Sx = 8.493 in? 6061-T6 c A=1.351 in? NOMINAL THICKNESS: Ix = 9.796 in! 0.090" WEB, 0.187" FLANGE Sx = 2.766 int 6061 -T6 STITCH W. (1) #10x3/4' S.D.S. HEX HEAD @ 12- O.C. NOMINAL THICKNESS: TOP AND BOTTOM OF EACH BEAM il 3 OD' A=o.826tn? 0.055• WEB, 0.06(r FLANGE 2" X 10" X 0.090" X 0.187" 0.070" o Ix = 0.498 tn.• STITCH W! (1) #10x3/4" S.D.S. HEX HEAD @ 1T O.C. SELF MATING SECTIONSCALE2"= T-0" ri 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" = 1'-0" 0 o L 5.00- 5" EXTRUDED GUTTER SCALE T = 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 7m FOR IDENTIFICATION OF EAGLE 6061 ALLOY PRODUCTS SCALE 2' = 1" EAGLE 6061 ALLOY IDENTIFIERrm INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised" external identification mark (Eagle 6061 "') and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the 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. -I EAGLE 6061 I.D. DIE MARK 0O J m 0 J w QJ W 0 z0 a U Fe: wU 0z zO Q 2 U. 0 Z zo 20 arnz U. O? O fNz mo P- OLLz w ww 39 Z Jwa rr ei u- Jm w. F J a z fn Q:E 20 to Z O W W Z W N > tY W °" U o J Q U W I.. 0 a - Q 2 Z U) W W LL, O Z U) J Q O k 2 rn JLL Wu ME ua Q. W v LL0 C I; LL! a 8, a j 03 of U o o a m t0 H S7LU1. O w zSHEET r, zw t.., 11 w Luwy zz u LUm 08-12-2010 of 12 0 GENERAL NOTES AND SPECIFICATIONS: 1. The Fastener tables were developed from data for anchors that are considered to be "Industry Standard" anchors. The allowable loads'are based on data from catalogs from POWERS FASTENING, INC. (RAWL PRODUCTS), other anchor suppliers, and design 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 Concrete, Fc = 2,500 psi @ 28 days Steel, Grade D Fb / c = 33.0 psi Wood; 1. Framing Lumber #2 S.P.F. minimum 2 . Sheathing, 112" 4 ply COX or 7116" OSB 3. 120 MPH wind load was used for all allowable area calculations. 4. For high velocity hurricane zones the minimum live load / applied bad 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 Tenstle 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 Dist8 Anchor SpacingI5dOn.) Allowable Loads 1 Tension I Shear 153 ZAMAC NAILIN (Drive Anchors) 228 114" 1-112' 1-114• 2" 1-114" 273# 316# 236# 236# 141 TAPPER (Concrete Screws 177 231 3116" 1-V4" 15116' 1.114" 15/16" 288# 371# 167# 259# 1/4' 1-1/4" 1-114" 13/4" 1414" 427# 544# 200# 216# 318" 1-112' 1-9116" 1-314" 3-318" 511# 703# 402# 455# 14 POWER BOLT Expansion Bolt 186 114" 2' 1-114" 624# 261# 5116" 3" 1-718" 936# 751# 318" 3-112" 1-9/16" 1,575# 1,425# 112" 5• 2-112" 2,332# 2,220# 232 POWER STUD (We e -Bolt®) 291 381 1/4' 2314" 1-114' 812# 326# 318" 4.1/4' 1.7/8" 1,358# 921# 112.6" 2-112" 2,271# 1.216# 518" 7' 2-1/4" 3,288# 2,202# Wedge Bolt 1/4" 2-112" 2-tla' 676# 385# 318" 3.112' 3-1/4' 1,705# 916# 1/2• 4' 1 3314" I1,774# 1,095# Notes: 1. Concrete screws are Smiled to 2 embedment by manufacturers. 2. Values fisted are allowed bads with a safety factor of 4 applied 3. Products equal to rawl may be substituted, 4. Anchors receiving bads perpendicular to the diameter are In tension. 5. Allowable bads are Increased by 1.00 forwind load. 6. Minimum edge distance and center to center spacing shag be 5d. 7. Anchors receiving loads parallel to the diameter are shear bads. B. 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 bad by the anchor allowed load. For a 2"x 6• beam with: spacing - T-0" O.C. allowed span = 2TS (Table 1.1) UPLIFT LOAD -1n(BEAM SPAM x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS= 112(20.42)x Tx10#/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' a00wabte loads for 2,500 ps.i. concrete. Screw/Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness ( s.) 8 0.164" 122 139 153 2DO 228 255 1.11 1.60 10 0.190- 141 161 177 231 263 295 912 0210" 156 178 196 256 291 327 14 0250" 186 212 232 305 347 389 529 114' 0240' 179 203 223 292 333 374 5D8 5116" 0.3125" 232 265 291 381 433 486 661 318• 0.375• 279 317 349 457 520 584 793 112" 0.50" 373 423 465 6D9 693 779 1057 Bolts Rawl Power Bolt or Equivalent Allowable Shear Loads on Screws for Nominal Wall Thickness Ibs. Screw/Bolt 112'o 3" 1399#-51 SF 1 2798ff - 102 SFJ 4197# - 153 SQ Single Shear 5" 2332#-85 SF 14664#-170 SFJ 6996#-255 SFj 9328#-340 SF Size 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 BARB" 136 154 170 222 253 284 12 0210" 150 171 188 246 280 293 14 0250" 179 203 223 292 333 374 5G8 114" 0240" 172 195 214 201 320 358 487 5116" 0.3125' 223 254 279 366 416 467 634 318" 0.375" 268 305 335 439 499 560 761 112• 1 0.50' 1 357 1 406 1 447 1 585 666 I!L_j 1015 Allowable Shear Loads on Screws for Nominal Well Thickness Ibs. Double Shear 0.044" 0.050' 0.055" 0.072• 0.082" 0.092" 0.125" 343 390 429 561 639 717 974 USIzed 446 508 559 732 632 934 1269 535 510 670 878 998 1120 1522 714 812 894 1170 1332 1494 2030 Notes: 1. Screw goes through two sides of members. 2 Ali barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings. 3. Minimum thickness of frame members is 0.036' aluminum and 26 ga. steel. Allowable Load Coversion Multipliers for EdgeDistances More Than 5d Edge Distance Multipliers Tension Shear 5d 1.00 1.00 6d 1.04 1.20 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80 i0d 1.18 2.00 lid 1.21 12d 1.25 Table 9.5A Allowable Loads & Roof Areas Over Posts Allowable Load Multi Ilers Tension Shear for Metal to Metal, Beam to Upright Bolt Connections 125 Enclosed Structures @ 27.42 #/SF Fastener diam. min. edge min- Gr. No. of Fasteners / Roof Area 6 distance 31 Area 4 f Areatoctr. 1 / AreaM4,544- 1/4' 112' 518" 1,454-53 4,362-159 5,819-212 5116" 318" 718' 1,894 - 69 5,682 - 207 7,576 - 276 318' 314' 1" 2.272-82 6,816 -249 9,088 - 331112" Y 1-114" 3,030-1109,090-332 12,120-442 Table 9.58 Allowable Loads &Roof Areas Over Posts 1320#-48SF 198M-72 SF for Metal to Metal, Beam to Upright Bolt Connections 5116"o Enclosed Structures @ 35.53 #1SF Fastener diem. min. edge min. ctr. No. of Fasteners / Roof Area 5 distance to ctr. 1 I Area 2/ Area 31 Area 4 / Area 1/4" 1/2" SIB" 1,454-41 2,908-824,362-125 5,819-164 F416" 318" 718' 1.894-53 88-7075,682-160 7,576-213 318• 314" 1' 2,272-64 4.544-1281 6,816-192 9.088-256 itr 1'1 1-1/4• 3,030-85 6,060-171 9,090-256 12,120-341 Notes for Tables 9.5 A, B: 1. Tables 9.5 A 8 B are based on 3 second wind gusts at 120 MPH; Exposure "B"; 1=1.0. 2. Minimum spacing is 2-1124 O.C. for screws 8 bolts and 3d O.C. for rivals. 3. Mtnimun edge distance Is 2d for scraws, bogs, and rivals. Allowable Load Conversions for Edge Distances More Than Sd Edge Distance Allowable Load Multi Ilers Tension Shear 12d 125 lid 1.21 10d 1.18 2.00 9d 1.14 1.80 fid 1.11 1.60 7d 1.08 1.40 Id 1.04 120 Sri 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 127.42 # 1 SF) For Wind Reglons other than 120 MPH. Use Conversion Table at Bottom of this nano) CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings WIND LOAD CONVERSION TABLE: Fastener Diameter Length of Embedment 1 Number of Fasteners 2 3 4 10 1' 264#-10 SF 528#-19 SF 792#-29 SF 1056#-39SF 114"e 1412" 396#-14 SF 792#-29 SF 11OW-435F 1584#-58 SF REGION 2-112" 660#-24 SF 1320#-48SF 198M-72 SF 2640#-96 SF 5116"o 1" 312#-11 SF 524#-23 SF 936#-34 SF 1248#-46 SF 1-112" 468#-17 SF 935#-3: SF 1404#-51 SF 1872#-68 SF 2-112" 78D#-28 SF 1560#-57 SF 2340#-d5 GF 3120#-114 SF 315"n 1• 356#-13 SF 712#-26 SF 1068#-39SF 1 1424#-52 SF 1-112" 534#-19SF 1066#-39SF 1602#-58 SF 1 2136#-78 SF 2-112" 890# - 32 SF 1 1780# - 65 SF I 2670# - 97 SF 13560# -130 SF CONNECTINGTO: CONCRETE [Min. 2500 s for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment 1 Number of Fasteners 2 3 4 TYPE OF FASTENER - "Quick Set" Concrete SwwZamac Nailin or E 1/4 1412 2" 273#-10S 1 316#-12SF Fvalent) 0SF879# Sul 632#-23SF I 948#-35SF 1 1092#-40SF 1264#-46 SF TYPE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent) 0.85 3116"o 1.1/4" 288#-11 SF 576#-21 SF BS4#-32 SF 1152#-42 SF 14 1314" 371#-14 SF 742#-27 SF 1113#-41 SF 1484#-54 SF 1/4'o 1-1/4' 1314" 365#-13 SF 427#-16 SF 73D#-27 SF 1095#-40 SF 854#-31 SF 1281#-47SF 1460#-53 SF 17DB#-62 SF 318"e 1-112• 511#-19 SF 1022#-37SF 1533#-56 SF 2044#-75 SF 5/16• 1314" 703#-26 SF 1406#-S15F 2109#-T7 SF 2812#-103 SF TYPE OF FASTENER= Expansion Bolts Rawl Power Bolt or Equivalent 318"e 2 -lir 3-112" 1050#-38 SF 2100#-77 SF 3150#-115 SF 4200#-153 SF 1575# - 57 SF 3150#-115 SF 4725# - 172 S 6300# -230 SF 112'o 3" 1399#-51 SF 1 2798ff - 102 SFJ 4197# - 153 SQ 559M-204 SF 5" 2332#-85 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 ZonewRegions otter than 120 MPH concrete to the concrete anchor and spacing 59 134 71 rabies Shown), 10 between anchors shall not be lass than 5d where multiply allowable bads and roof areas by the d Is the anchor diameter. 1•x1"x0.045' conversion factor. 118 71 2. Allowable roof areas are based on loads for WIND APPLIED CONVERSIONGlass / Enclosed Rooms (MWFRS); I = 1.00. REGION LOAD FACTOR 88 157 105 100 26.6 1.01 Rivet Diameter Tension Ibs. 110 26.8 1.01 129 120 27,4 1.00 187 123 28.9 0.97 262 130 32.2 0.92 Anglo 140-1 37.3 0.86 2" x 10" x 0.07r 140-2 37.3 0.85 14 150 42.8 0.80 Table 9.6 Screw Maximum Allowable Fastener Loads for Metal Plate to Wood Support Metal to Plywood 112"4p S/8'4 314"4 1 Shear Pull Out Shear Pull Out Shear Pull Out lbs. (Ibs.) (Ibs.) (Abe. lbs. lbs. 8 9348 113 59 134 71 Sts Description 10 1DO55 120 Be 141 78 1•x1"x0.045' 12 118 71 131 78 143 94 1•x1•x1/16' 0.063 14 132 70 145 88 157 105 1-1/rx1-1/2'x1-1tZx0.12T Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel Rivet Diameter Tension Ibs. Shear Tension lbs.Shear 118• 129 176 210 325 5132' 187 263 34 0 490 3116" 262 375 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size w/Wind Zone Use Next Larger Size for "C" r erne Note: 1. # of screws to bears, wag, and/or post equal to depth of beam. For screw sizes use the stitching saw size for beam / upright found In table 1.6. Z For post alladmnerts use wag attachment type - to wall of member thickness to determine angle or u channel and use next higher thickness for angle or u channel than the upright wag OBclmass. 3. Inside connections, members shag be used whenever possible Le. Use in lieu of angles where possible. 4. The thicker of the two members u channel angle should be place on the inside of the connection if Dossible. Table 9,3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screwrl in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 91 SF) For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter Maximum Seraw /Anchor Size MaxSb* ofBeam Upright Attachment Type Sts Description To To Upright 2"x4"x0.044" Angle 1•x1"x0.045' 3/16• 10 2"X4"x0.044" Angle 1•x1•x1/16' 0.063 3/16- 12 2"xS"x0.072" U -channel 1-1/rx1-1/2'x1-1tZx0.12T 1/2' 14 rx6"x0.072" U -channel 1•x2-1/6'xI*x0.050' 5116" 5/16 2" x 8" x 0.07r Angle 1• x 1"x 1/8' (0.125•) 3116• 12 2'x 10" x 0.072' Angle 1-1/2' x 1 -tit" 1/16•(0.062) 1/4" 12 r x r x 0.077 Anglo 1-112" x 1-10 3116•(0.168•) 1/4' 14 2" x 10" x 0.07r Angle 1-1/2x 1-1/2.1/8(0.062") 1/4' 14 2" x T x 0.072" Angle 1314• x 1314' x 1/8•(0.125") 114" 14 2"x 1D"x 0.07r Uchannel 13/4'x 1314'x1 V4•x1/8' 318' 14 2"x10"x0.07r Angle YxYx0.093• 316• 318• rx1O•x0.07r Angle rxrxI (0.M-) 5176' 5/16• 2"x10"xo.07r Angle Y x r x 3116'(0.313") 1/2" 112" Note: 1. # of screws to bears, wag, and/or post equal to depth of beam. For screw sizes use the stitching saw size for beam / upright found In table 1.6. Z For post alladmnerts use wag attachment type - to wall of member thickness to determine angle or u channel and use next higher thickness for angle or u channel than the upright wag OBclmass. 3. Inside connections, members shag be used whenever possible Le. Use in lieu of angles where possible. 4. The thicker of the two members u channel angle should be place on the inside of the connection if Dossible. Table 9,3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screwrl in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 91 SF) For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment 1 Number of Fasteners 2 3 4 114"o 1" 264#-7 SF 528#-15 SF 792#- 22 SF 1056#-30 SF 1-1/2" 396#-11 SF 792#-22SF 118#-33SF 1584#-45 SF 114" #14 114• 114' 2-1/r 660#-19 SF 1320#-37SF 198M-56 SF 2640#-74 SF 114" #14 114• 114" 1" 312#-9 SF 624#-18 SF 25 SF 1248#-35 S FF195116® 1-112" 4689-13S 6# - 26 SF 1404#=40SF -1872# - 53 SF3 2.112" 780#-22 S 60#-44 SF 2340#-66 SF 312#-88 SF r x 6" or less 3/16" #8 3/16" #8 0.33 35-10 S 12#-20 SF 1068#-30 SF 1424#-40 SF 11" 112 534#-15 S 68# -35F 1602#-45 SF 2136#-60 SF 112" 890# -25SF 1760-5SFl 2670#- 75 SF 3560# - 100 SFJ CONNECTINGTO: CONCRETE In. 2,500 poll for PARTIALLY ENCLOSED Buildings Fastener Diameter I Length of Embedment 1 Number of Fasteners 2 1 3 4 PE OF FASTENER Quick Ser Concrete Screw Rawi 727 Nallin or Equivalent 1/4"e 1-1/2' 233#-8SF 466#-17 SF 699#-25 SF 932#-34 SF 2" 270#-10SF I 540#-20SF I 810#-30SF I 1080#-39SF TYPE OF FASTENER Concrete Seraw Rawl Tapper or Equivalent 3/16"o 1-t/r 1-3/4' 246#-7 SF 317#-9 SF 492#-14 SF 738#-21 SF 984#-28 SF 634#-18 SF 951#-27 SF 1268#-36 SF 114"a 1-112' 365#-10 SF 730#-21 SF 1095#-31 SF 1460#-41 SF 1314" 465#-13 SF 930#-26 SF 1395#-39SF 1860#-52 SF 318"o 1-112" 437#-12 SF 874#-25 SF 1311#-37SF 1748#-49 SF 1-3/4" 601#-17 SF 1202#-34 SF 1603#-51 SF 2404#-68 SF TYPE OF FASTENER= Expansion Bolts Rawl Power Boh or Equivalent 318"0 2 -tit" 1205# - 34 SF 2410# - 68 SF 3615# -102 SF 4820# -136 S 1112" 1303# - 37 SF 2606# - 73 SF 3909# -110 SF 5212# -147 S 112"o 3' 5• 1BO6#-51 SF 13612#-1025 5418#-152 SFI 7224#-203S 1993# - 56 SF 13986# - 112 SFJ 5979# -168 SFJ 7972# - 224 S Noir, 1. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less than 5d where d Is the anchor diameter. 2. Allowable loads have been increased by 1.33 for wind loading. 3. Allowable roof areas are based on loads for Glass / Partially Enclosed Rooms (MWFRS) 1=1.00 J WIND LOAD CONVERSION TABLE FQF For Wind ZonestRegons other than 120 MPH W Tables Shown), multiply allowable bads and -A 0Z Table 9.9 Minimum Anchor Size for Extrusions ZO Metal to Metal Wall Connection Anchor 3/16" 1/2" W Q Extrusions Wall Metal Upright Concrete Wood 12 O_ 2"X10" 114" #14 114• 114' 8 LL 2" x 9" 114" #14 114• 114" 0.46 2 2"x r 114" #12 114- #12 3116' #10 3/16" #10 0.80 W0 2" x T r x 6" or less 3/16" #8 3/16" #8 0.33 ZO Note:N 0.58 0.72 Wag, beam and upright minimum anchor Scars shall be used for super gutter connections. ZO OAS 0.36 Z Table 9.10 Alternative Anchor Selection Factors for Anchor/Screw Sizes U 1.00 0.59 W 2 L 0OOLL LL W W IL m0OF Alternative Anchor Selection Factors for Anchor/Screw Sizes 0LL Concrete and Wood Anchors concrete screws: r maximum embedment) Anchor Size 3116" 114" 318- 3116" 1.00 0.83 0.50 114' 0.63 1.00 OS9 M. 0.50 0S9 1.00 Dyna Bolts (1-516• and It Metal to Metal SHEET Anchor 3/16" 1/2" W Anchor Size 8 10 1 12 14• 1 5116' 318- 8 1.00 0.60 0.58 0.46 027 021 10 0.80 1.00 0.72 0.57 0.33 026 12 0.58 0.72 1.00 0.78 OAS 0.36 014 OAS 0.57 0.78 1.00 0.59 0.46 5116" 1 27 0.33 OAS 0.59 1.00 0.79 3%- 1 021 026 0.36 0.58 0.79 1.00 W 2 L 0OOLLLL W W IL m0OF Alternative Anchor Selection Factors for Anchor/Screw Sizes 0LL Concrete and Wood Anchors concrete screws: r maximum embedment) Anchor Size 3116" 114" 318- 3116" 1.00 0.83 0.50 114' 0.63 1.00 OS9 M. 0.50 0S9 1.00 Multiply the number of #8 screws x size of anchor/screw desired and round up to Bre next even of screws. Example: If (10) #8 screws are required, the number of 910 screws desired is: 0.8x10=(8)#10 JQ WWF W toy LL 08-12-2010 J Q c0 Z W 20 o ZD N J c W Z m CL W °6 Z m U W o V } QLLi v U c a S In z g W m 3 W v Z U o U) u 0 J N Q 4 O r r n J WLLW LL FS ID XW2M`oELWALL m O SX 2 ELC ~ CCLj013 coIn 0: N m L LLI RS 0 m 0 > O m 7- J WA RTMLIAJF SEAL Dyna Bolts (1-516• and It 2-114' embedment respectively) UJ SHEET Anchor 3/16" 1/2" W size 3116" 1.00 0.46 d 112" OAS 1.00 toIIILLJ Multiply the number of #8 screws x size of anchor/screw desired and round up to Bre next even of screws. Example: If (10) #8 screws are required, the number of 910 screws desired is: 0.8x10=(8)#10 JQ WWF W toy LL 08-12-2010 J Q c0 Z W 20 o ZD N J c W Z m CL W °6 Z m U W o V } QLLi v U c a S In z g W m 3 W v Z U o U) u 0 J N Q 4 O r r n J WLLW LL FS ID XW2M`oELWALL m O SX 2 ELC ~ CCLj 013 coIn 0: N m L LLI RS 0 m 0 > O m 7- J WA RTMLIAJF SEAL 0 SHEET WUl 9 W 12 k Z 12 W pOF