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HomeMy WebLinkAbout1401 Elm AveI CITY 'qF SANFORD BUILDINPA FIRERREVENTION PERMIT APPLICIATIO.N. Application N '0: AD mented,Construction Value. I s JobAddress,:Wp Alistoric District- Yes.[] No El ,—, —L, yi-- Parcel ID , ID 7.0lning; Descriptiouof.N rk:., )CAN , ori) o "4'Olinj9dosixef Plan ReN,, iewwCon,tact,.Persoti:., Pbone:. Name- - C::! 41 ND City, State Zip;: Fav n Property Owner Information Phout: gy Resident of y? p,rqpertvContractorthformMion N Phone,, Street: Fax tateliqns'e.' No Bonding,Company',: N Address;, Building i 1, Permit neer Inf6rmation, Phbule:- Fax . Mortgage Lender: Address; PERMIT INFORMATION Square. Footage: Cons'tr.uc.tion Type: Noof 4%'tn rips No. ofDwelling 'Units...' Flood Zone' Aectrical V plPlumbing- 0 NewService NewConstruptioo,-, 7-No: of 0itures: AtechanicAl 0 (D'dctziay6, ut,'tequited'f6t.iiew 'yste s als FireSbriuklc'r/Alarm El N6,-dfhcads Q Aplication is hereby, made. to obtain a-per-b-itt: to do the work and. installations as indicated. I certify that no vork.,or,installation has commenced prior to the issuance of ""a" permit and, ihat'21.1 wprk,t «will h4 pqrfQp.,n.ed4o Itit 'd'(I]a— c't "Ntalid s 'Ciffl 1 i' s leg l%4(,qg' t ollstl-.U041 'Sd1,(Alljll 'Ulk( C,1-3 all_ , drd4L) oil: ill dlisj'U ,' must. be secured for electrical work, plumbing, luriibifig,, signs; wells, pools; furnaces; boilers" heaters, tanks, and airconditioners` etc., OWNER'S AFFIDAVIT: I cerfify, that all of the foregoipg,.i,nformati I on,Js, aceurlatle and that, all. 1. work. wiI I I be0 '. A he' jih compliancewith, A11:4pplicAble, laws I're2illatin' g, construction and zoning.,, WARNING TO" OWNER "YOUR FAILURE TO.grCORD A-NOTIMOF" COININIK, CENWNT. MAY RESVILT IN'YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUWPROPERTY. -A NOTICE ED ANI), POSTED J 13.` StTV, BEFORE THE 0 Pr, MMVtE-MPNT'M1JSVRECORDT , C 01 N I , - Oj, FIRST INSPECTION', 'IF YOU INTEND' TO CONSULT 'WITH YOUR: t,'P,'N D EROR AN ATTORNEX OFTORE, RECORDING YOUR NOTIC F.'OVC- -MINI-CENIENT. to this In addition;' the ' requirements ofthils,pemilt, there may be ad tional',.restricti Ile, i! N Tk'E-.di pf'o ,pqr.iy thatmaybe' fbund-in: the: public;: records of, this county, And thpTel"may be additional req uired. enints from other dvernnaenfal g aS4-atcr fi-iAnagcrnent districts, Accept"ante pcnlltlsverificati6n,th tLj 11, . notI fy Ilie,oWnerof the properyof Lien LAW,F&,711. Thb City - Sanford requi res'paynimt ofaplan revidw fce..A.eopyofthe exee-Uted,'coh1fdct islrequired .tia,ordet to calculate. a I charge.., If the -execuied,'contract is, not.'submi W, ve, the jjg4i, to.lpal-culazeAhe. plat rcvie,,N tie we resem plan ie'VIONN, ..fcc based on past p6fthit activity ' levels. Should calculated charges exceed thC. documented construction value when. the executed contract is submitted, credit will be ap,-p,,Ilcd to your pemitfiees when the 0&#e Notary j PublicState of Florida Linda Finhbc* Chdstense'n My commission DD986117 TF fV/ Expires 02128/2014 O Owuci/Agmt 1.s Pcl,aCmally kilowil toWul Produced 11) Type bf, ID APP I ROVALS -ZONING 16-M-0 UTILITIES: Name me 17 17 Produced .11) Tyk>Of IF) WASTE "WATER:. EN('! NEERING: FIRE.-, BUILDING. /p":7 10- Q0MM,ENTS:- 1)(k _ 6,bk L se- cer, eA&A-w-t-c—. Revj'lz 08 NARYAW PORSEs CLERK CF CIRCUIT CWT MINE COLWY Ti Instrument Prepared by: PK 07463 Rg 19381 (lpg) nn CLERK9S 0 2010122397 2 ,RECORDED 10/21/2010 11:06:t1Q AN Parcel # RECORDING FEES 10.00 NOTICE OF COMMENCECOMMENCENMRDPBY T Saith 0- 3 STATE OF FL DA COUNTY OF: ( it 1 f7a The UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713. Florida Statutes. The following information is provided in this Notice of Commencement. 1. Description of property: (Legal description of property, and street address if available: Leiq n i ri• >' 6 I b 1 aim ovi 2. General description of Improvement: Construct Screen Enclosure 3. Owner information C4agC Name a. Naid Address: R N M t0pl t rj D 1 a I tiP b. lntcrestTii property: D c. Name and address of fee simple titleholder (if other than owner): LO Contractor: ® a. Name and address: LIL, Ireet1 ) 1 r U I 5. Surety: NA 6. Lender: NA 7. P: ersons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13 (1) (a) 7, Florida Statutes: NA 8. In addition to himself. Owner designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713/13 (1) (b), Florida. Statutes: NA 9. Expiration date of notice of commencement (the expiration date is 1 year form the date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF TIIE;NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713 PART 1. SECTION 713.13 FLORIDA STATUTES' AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ONTHL JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH Y R LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE (ft, MNFENCEMEN. Signat,,r of Owner or ON n -s Authorized Officer/Patron/Manager Signatory's T e/Office The foregoing estrum nt wa -kno ledgeo before me thi_day of 7 2010 by n 1) who is personally knowned to be or has produced 0, 0 as identi/ication. p Notary Public State of Florida Linda Finfrock Christensen 04 My Commission DD966117 __.-Signature of Notary Public State of Florida Ap of cJ' Expires 02/28/2014 verification Pursuant to Section 92.525, Florida States Under penalties of pej jury, I declare that I have read the foregoing statement at that the facts stated in it arc true. to the best of' my kn edge and belief. atu -e oFNatural Pers n 'igning Above 10/20/2010 Seminole County Property Appraiser Ge... f DAvm.Tbw *,CF'A. iASA ppiol w APPI&FIER e i S SE MMLE R NTYFIL ft ttot E 5x Baetr n'F32171-ta6B gtl'7= 7'606 VALUE SUMMARY 2011 2010 VALUES Working Certified GENERAL Value Method Cost/Market Cost/Market Parcelld: 36-19-30-503-0000-0010 Number of•Buildings 1 1 Owner: YANKOVICLINDA Depreciated Bldg Value 62,869 63,21.2 Mailing Address: 1401 S ELM AVE Depreciated EXFT Value 4,500 4,641 City,State,ZipCode: SANFORD FL 32771 Land Value (Market) 16,995 16,995 Property Address: 1401 ELM AVE SANFORD 32771 Land Value Ag 0 0 Subdivision Name: THE OAKS Just/Market Value 84,364 84,848 Tax District: S1-SANFORD Portablity Adj 0 0 Exemptions: Save Our Homes Adj 0 0 Dor: 01-SINGLEFAMILY Amendment 1 Adj 0 0 Assessed Value (SOH) 84,364 84,848 Tax Estimator 2011 TAXABLE VALUE WORKING ESTIMATE Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 84,364 0 84,364 Amendment 1 adjustment is not applicable to school -assessment) Schools 84,364 0 84;364 City Sanford 84,W4 0 84,364 SJWM(Saint Johns Water Management) 84,364 0 84,364 County Bonds 84,364 0 84,364 The taxable values and taxes are calculated using the current years working values and the prior years approved millage rates. SALES Deed Date Book Page Amount Vac/imp Qualified WARRANTY DEED 08/2010 07428 0975 $42,500 "roved No QUIT CLAIM DEED 01/200505598 1906 $100Inproved No 2010 VALUE SUMMARY WARRANTY DEED 02/1989 02041 0001 $46,500 hWroved Yes 2010 Tax Bill Amount: 1,704. WARRANTY D® 09/1988 01998 1598 $6,000 Vacant No 2010 Certified Taxable Value and Taxes DOES NOT INCLUDE NON -AD VA LOREM ASSESSMENTSWARRANTYDEED01/1988 01922 1568 $6,800 Vacant No WARRANTY D® 11/1987 01902 0268 $6,500 Improved No QUITCLAIMD® 01/1975 01051 1213 $100. Improved No Find Comparable Sales w ithin this Subdivision LAND LEGAL DESCRIPTION Land Assess Method Frontage Depth Land Units Unit Price Land Value PLATS: FRONT FOOT & DEPTH 67 117 .000 285.00 $16,995 LEG ALL LOT 1 & N 17.3 FT OF LOT 2 THE OAKS PB 3 PG 25 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. Cost New Building 1 SINGLE FAMILY 1989 5 1,000 1,056 Sketch 1,000 EW CONCRETE BLOCK $62,869 $68,709 Appendage / Sgft OPEN PORCH FINISHED / 56 scpafl.org/.../re_web.semino e_county_... 1/2 I LIMITED POWER; OF ATTORNEY Date: I hereby name a appoint: 141) an agent of: u Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): All permits and applications submitted by this contractor. El The,specific permit and application for work located at: Street Address) Expiration Date for This Limit Power of orney: License Holder Name: r jp State License Number:_ c rq a i Signature of LicenseHolder: STATE OFF DA COUNTY OF The foregoing in T 20 t gb g ument was iowledged before me this-!J day o bb 2 y who is personally known to me or who has produced as identification and who did (did not) take an oath. ature Notary Seal) A n-V ra i z°0 Print or type name q ° 141 Notary Public State of Florida Linda MMissi Christensen Notary Public - S to o fMyCommis§ion DD866117 0, nd Expires0=1112014 Commission No. j My Commission Expires: Rev. 3/27/07) 13OUNDARY SURVEY LEGAL OESCRIP110N: LOT i AND THE NORTH 17.3 FEET OF LOT 2, 77f OAKS, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 3, PAGE 25, OF THE- PUBI-IC RECORDS OF SEMINOLE COUNTY, F101710A. o NOT PLATTED tio. O h g,0. SCALE: 1 "=20' o S 00'11 '38" W 67, 22 CM, I Q. 0.3'. nn rr , 17 tnYnT 0.5'. 32. 7n'fn) -----I -- -- S. ELM A VENUE 60' R/W) RIGHT-OF-WAY LINF. CENTFRUNF BARB WIRE FENCE r ...___ ----- i --- x ____-.- MOO FENCE CIfAIN IINK FENCE PLASiC- N Fr;..__.. ------E--- --h LONG AIC - AIR CONDITIONER I.R. - IRON ROD P.O.C. - POINT OF COMMENCEMENT A - CENTRAL ANGLE I.R.C. - IRON ROD & CAP P.O.L. - POINT ON LINF. SURVEYING R!K - BLOCK 1.- ARC LENGTH P.R.C. - POINT OF NEVEFER CURVE C.R. -CHORD BEARING L.D. -LAND SURVEI7NC BUSINESS P.R.M. - PERMANENT REFERENCE f C.B.S. - CONCRETE BLOCK STRUCTURE L.S. - LAND SURVEYOR MONUMENT INC. C.M. - CONCRETE MONUMENT M - MEASURED CONC. - CONCRETE N - NORTH P. T - POINT OF TANGENT R - RADIUS D - DEED NrD - NAIL AND DISK R/W - RIGHT OF WAY D. E. - DRAINAGE EASEMENT P - PLAT S/W - SIDEWALK F - EAST P.C. - POINT OF CURVATURE S - SOUTH F. F.E. - FINISHED FLOOR F.LFVATION P.C.C. - POINT OF COMPOUND CURVATURE U.E. - UTILITY EASEMENT FND - FOUND P.C.P. - PERMANENT CONTROL POINT - .WEST D. - IDENTIFICATION P.L. - PROPERTY LINE W.F. . W000 FRAME STRUCTURE. I. P. - IRON PIPE P.0.0. - POINT OF BEGINNING 0 a T 1I2" I.R.C. PSM 1.13*0371 DRAWN BY..- CIF£CKED BY., NO"" GR T) BEARINGS SHOWN HEREON ARE BASED UPON 1) ibis surve Is based on the legal ascription as provided by THE CENTERLINE OF S. EI_M AVENUE BEING the Client N 00'00'00" E ASSUMED 2) This Surve r has not abstracted th land shown hereon for CER Brim To.. easements, rights of way or restricts of record which may LINDA YANKOVIC affect the file or use of the land 3) Do not rec struct property lines from 4) No footing overhon on oca d except as shown Y Long ( Surveying, Inc. 5) No improve n utilities hove .been I coled except as shown 6) This a y Is - of valid wllhoul the efgno re and fhe original COMMUNITY NO.- Specializing in Re.sidenliol Surveying" ro d seal of norido licensed Surveyor nd Mapper 120289 1, 13No. 7371 SUFFIX: FI.R. M. DATE.: 143 Villa Di I Ste l'el'race 111 13 survey fd!l1111RplIfN). Icolilythatthissurveywomodeunder my 00 / 0 F 09/28/0 I direction and that It meets fhe minimum t chnicol standards set forth by the Board of ProLo d Surveyors and FLOOD ZONE. Lake Maly, l'L. 32746 Mappers in Chapter 61G17-6, Florida Ad inisfrotive Code, X Office 407- 330-9717 or 407-330-9716 pursuant to Section 472,027, nor a Stolutes. SURVEY NO. nELO DATE. Fax 407-330-9775 39428 08/17/ 10 111bV1KL0NGS'URV/'37NGXOA1 M. Shoem .S. M. No. 5144 gn.GC 10V /S f'/ JlJ /2E/n0V DawI',15POVT' l TG %fly EXtS?tp/ ! li^J L14P rEPaMIT # 2x 7 _{- Zx 3 T© i t . C i-IEcK ly1EASJtG4i IC/1 `S x THE 7 c: r b"5A'-r 9/ 3 y 3 13 u LGokOvT 711 $Cr,.- /j0t zx7 /livrr;-w o— 0'- O rl /5 F(c'J yi cal N M a / 0 6 91izx 3s'/,6 - W 1° 1 fro h ' a • `ice610. 04 c 2XZ 3 zX7 />n3/R 7Ssr' 3b 4tl: f /5/'llC n io ,2x7 Oo 2X' 3 \ Dz 2XY 3 ryy ioI//z Z X cq I x 2- K o ` t = 74 3 6 '/y I36 N x 4 79 77 % 76?/ / 0 /6 Ti9RA5x b., oo s 3 6 Ds r o r \`roa 7 N k A3 0 l aC7/ 1/ / o3xy m 37 353/ y 2Xz/ o\t N to 4n /a/ X X 0 /' -7 t s ei ni 353% 8 /Ol3/ Tr t y rn 2xv 8 ST, 4cA- 2x3 `° cz3/y zxy 3 36 /y i 1013, E 3 363/Y y o /oz /y zxy t , r j i C 1X2 79 7716 76 6 7g/rc I 7/?7/G /xz 351/ y '/y i5a Zo 3 3o ioz3363 y t Al DRG P !x 7 r \ a 7 7 27 / a T3 7 rc Sze i'N 'Vlc tI zi 32 3 y _ s-^i` • 'r.. i '` ,,; sue.,, d Ilk cn t 4 1 . j Lil j' r ' v^ti _ .``.4 I 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 Masterflle 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 Contractors own work) would constitute infringement of Bennett Engineering Group's copyright; and 1.7. Contractor is coley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractors requirements or that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect, or special damages, arising from or in any way related to, Contractors use of the ASDM, even if Bennett has been advised of the possibility of such damages. 4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand, cause of action, debt, or liability, including reasonable attomeys' fees, to the the extent that such action is based upon, or in any way related to, Contractors use q;the ASDM. ' CONTRACTOR NAME: CONTRACTOR LICENSE NUMBER: COURSE # 0002299 ATTENDANCE DATE: CONTRACTOR SIGNATURE: — SUPPLIER: BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 VERIFIED: (INITIALI INSPECTION GUIDE FOR SCREEN ENCLOSURES HAS BEEN 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. Structures length, projection, plan & height as shown on the plans. . . . . . . b. Beam size, span, spacing & stitching screws . . . . . . . . . . . c. Purlin size, span & spacing . . . . . . . . . . . . . . . . . . . . . . d. Upright size, height, spacing & stitching screws . . . . . . . . . . . . . . . e. Chair rail size, length & spacing . . . . . . . . . . . . . . f. Eve rail size, length, spacing & stitching of 1" x 2" to 2" x 2" . . . . . . . . . . g. Enclosure roof diagonal bracing is installed snug . . . . . . . . . . . . . h. Wall cables or'K' bracing are installed snug . . . . . . . . . . . . . . . 1. Knee braces are properly installed 3. Check load bearing uprights for the following: Yer No a. Angle bracket size & Ihickness . . . . . . . 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 avers into concrete . . . . . . 4. Check the load bearing beam to upright for: a. Upright to beam connection and / or splices have correct number & spacing of Yes, No screws . - .... .... .. .. .. .. _ .. .. .. .. .. .. .. b. Overlap beam to upright or gusset plate . . . . . . . . . . . . . . c. If angle brackets are used in framing check for correct thickness and size & number of fasteners . . . ... . . . . . . . . . . . . S. Check load bearing beam to host structure and / or gutter for: Y r, No a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . .. b. Size, number & spacing of anchors of beam to receiver . . . . .— p c. Size, number & spacing of anchors of receiver to host structure of gutter . d. Correct anchoring of gutters to host structure . . . . . . . . . . . . . 6. Check the wall cables: Yes, No a. Location & number . . . . . . . . . . . . . . . . . . . . . . . . . . b. Top bracket size and fasteners . . . . . . . . . . . . . . . . . . . . . c. Eye bolts are welded . . . . . . . . . . . . . . . . . d. Bottom strap to concrete connection . . . . . . . . . . . . . . . . . . . 7. Check wall 'K' bracing (if required): Yes, No a. Location & size . . . . . . . . . . . . . . . . . . . . . . . . b. Angle, gusset or clip size & number . . . . . . . . . . . . . . . . . . . . c. Number & size of fasteners 8. Check electrical ground: Yes No a. Properly completed . . . . . . . . . . . . . . . . . . . . . b. Angle, gusset or clip size & number . . . . . . . . . . . . . . . . . . . . c. Number & size of fasteners 9. Check the doors on pool enclosures: Ye No a. Door handle @ 54" from the deck . . . . . . . . . . . . . . . INDEX This packet should contain all of the following pages: SHEET 1: .Aluminum Structures Design Manual Statement, Index, Legend, and Inspection guide for Screen Enclosures. SHEET 2: Screen Enclosures Design Checklist SHEET 3: Screen Enclosures General Notes & Specs, Screen Enclosure Section Design Statement, Conversion tables, Site Exposure Form, and Typical flat roof details. SHEET 4: Isometric and elevation views of mansard roof, typical dome roof, gable roof, tranverse roof, modifide hip roof, and typical two story screen details. SHEET 5: Beam to post connection details. SHEE T 6: Connection details, s roof splice points, and typicalpp'screen door connection detail. SHEET 7: Side plate details, typical beam splice detail, lateral beam bracing details, and gutter details. SHEET 8: Gutter and transom wall connection details. SHEET 9: Gutter connection truss bracing details. SHEET 10: Super gutter to upright w/ angle connection details and brace connection details. SHEET 11: Brace and beam connection details. SHEET 12: Cable & k-bracing patterns and cable connection details. SHEET 13: Cable & k-bracing connection details and punin details. SHEET 14: Post details. SHEET 15:.Post, knee wall and footing details. SHEET 16: Extrusions SHEET 17A-110: Tables showing 110 mph roof and wall member spans. SHEET 17A-120: Tables showing 120 mph roof and wall member spans. SHEET 17A-130: Tables showing 130 mph roof and wall member spans. SHEET 17A-140: Tables showing 140 mph roof and wall member spans. SHEET 1713: Screen enclosure tables showing mimimun upright sizes, # of screws, knee bracing & anchoring required, overhang for rafters & trusses, and allowable spans for lattitudes north 30-30'-00" N SHEET 18A- Moment connection details SHEET 1813-110: 110 mph moment connection tables. SHEET 18B-120: 120 mph moment connection tables. SHEET 1813-130: 130 mph moment connection tables. SHEET 18B-140: 140 mph moment connection tables. SHEET 19A: Allowable spans tables for gutter & self mating beams, allowable attributable roof area per post, schedule of beam sizes, and footings for screen enclosures. SHEET 19B: Allowable upright heights, chair rail spans, header spans tables under solid roof and post details for screen enclosures. SHEET 20A: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET 20B: Roof connection details. SHEET 20C: Beam details and composite roof panel allowable span tables. SHEET 20D: Manufacturer specific roof panel. SHEET 20E: Manufacturer specific roof panel. SHEET 21: Fasteners- General notes & specifications, Design Statement, and allowable loads tables. SITE EXPOSURE EVALUATION FORM QUADRANTI 600• EXPOSURE I i _ 600• QUADRANT IV — 100 EXPOSUR I 100• °boo' I I QUADRANTII Qo, 1on- EXPOSURE mo QUADRANTI coo EXPOSURE NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE 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. EXPOSURE C: Open terrain win scattered obstructions, including surface undulaltions or other irregularities, having heights generally less than 30 feet extending more than 1,500 feet from the building site in any quadrant. f. Any building located within Exposure B-type terrain where the building is within 100 feet horizontally in any direction of open areas of Exposure C-type terrain that extends more than 600 feet and width greater than 150 ft. 2. No short term changes in 'b', 2 years before site evaluation and build out within 3 years, site will be'b'. 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for greater than 1,500 feet. 4. 991! P terrain for more than 1,500.W,gt in any quadrant. SITE IS EXPOSURE: EVALUATED BY: DATE: SIGNATURE: LICENSE #: ( 3 I Z/ ALUMiNUM STRUCTURES DESIGN MANUAL STATEMENT I hereby certify that the engineering contained in the following pages has been prepared in compliance with ASCE 7- 05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building Code. Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live loads, and/or loads as listed in the appropriate span tables. All wind loads used in this manual are considered to be minimum loads. Higher loads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter of review and statement no financial interest is available upon request. A copy of Brian Stirlings' letter is posted on my web site, www.lebpe.com. 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor ( General, Building, Residential, or Aluminum Specialty) and are required to attend my continuing education class on the use of the manual within six months of becoming a client 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. 47 Sta EAGLE 6061 ALLOY IDENTIFIERTm INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, TO m rn W 7 w w 0 These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique " raised" external identification mark (Eagle 6061-) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchasers / 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 W 0 Z O Ha ULLt•= w U ZZ aZO aU EF Z WW 20 of aZOvu- J ar Zw m0FOof0w w mm wW wU) zc5, wa J W U) Z) o LU Z Of g Lu Q ZD' 0 0 Z00LU LUUN fLLJ— W co Z U) Z E W O Z2COW — X I-- W Z LL W Z ul M W Z W W S 3 W O F_ W tY C 0 H a DU W X Ia— cot Imo- 1 0 o W—X Z Q 2 Z F m J Z Q' o Z LL W ;:-- ` o C Z LL 5 UJ LU U c JQ U) W 0 08- 12- 2010 1 OF It t o 2N tD J ER M LL WLL" it E W 2 0mIZOmJ LL o ti a) 5 m m r a W co X M L a£ J_ m C C; 0) O a ( OD a 0 m Z w Z Z Z w W ZZ W 1801 DESIGN CHEPK LIST FOR POOL ENCLOSURES ' 1. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code with 2009 Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure "B" or "C" or D" ; Importance Factor 1.0; Negative I.P.C. 0.18; MPH Wind Zone for 3 second wind gust; Basic Wind Pressure_; Design pressures are PSF for roofs & PSF for windward walls & _ PSF for leeward walls. (see page 3 for wind loads and design pressures) A 300 PLF point load is also considered for screen roof members. All loads are based on 20 x 20 x .013 screen density. Deflection limits meet or exceeds FBC 1604.3. Notes: Wind velocity zones and exposure category is determined by local code. Design pressures and conversion multipliers are on page 3. It. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the tContr be solid. Phone: `O ? Authorized Rep*Name aseprint),( y-4tDate: w'r Authorized Rep' Signature v ' I Seal'(-1 i(e fi Job Name Address Must have attended Engineers Continuing Education Class within the past two years. Note: If the total of beam span & upright height exceeds 50' or upright height exceeds 16% site specific engineering is required. III. Building Permit Application package contains the following: Yes A. Project name & address on plans. . . B. Site plan or survey with enclosure location. C. Contractors / Designers name, address, phone number, & signature on plans. D. Site exposure form completed' . . . . . . . . . . r E. Host structure truss overhang per table 1.11 has been checked. . . . . . . . . 1. If overhang exceeds choose detail per page 9. . . . . . . . . . i F. Enclosure layout drawing @ 1/8" or 1/10" scale with the following: z 1. Plan view wih host structure, enclosure length, projection for host structure,. and all dimensions. 2. Front and side elevation views with all dimension & heights. . . . . . . . . _l Note: All mansard wall drawings shall include mansard panel at the top of the wall. 3. Beam location (show in plan & elevation view) & size.. . . . . . . . . . . - Check table 1. 1, 1.3 &1.6 Roof frame members allowable span conversions from Exposure "C" Procedure " B" Exposure or _'C" or "D" Exposure for load width of _ Note: Conversion factors do not apply to members subject to point load (noted in the tables as pb or pd. Yes 7. Anchors go through pavers into concrete . . . . . . . . . 8. Minimum footing and / or knee wall details . . . . . . . . . . . . 9. Cable or K- brace details Section 1 . Wall area calculations for cables: W = wall width, H = wall height, R = rise W 1 = width @ top of mansard, W2 = width @ top of wall E. Select footing from examples in manual. F. To calculate the number of cables needed. Example 1: Flat Roof Front wall @ eave: ft. x ft. = fi.' @ 100% _ ft? W H a Largest side wall: ft. x ft. _ ft.' @ 50% W H b Total area / (233 ft.' / cable for 3/32") = cable pairs TOTAL = or ft? Total area / (445 ft.2 / cable for 1/8") = cable pairs Side wall.cable calculation: ft.2 @ 100% _ _ ft.2 b Side wall area / (233 ft.2 / cable for 3/32") _ cable(s) or Side wail_ area ft.' / cable for 118") = cable(s) ome RExampleome RExample:dome wall @ eave: ft. x . = ft. @ 100 % _ No ft.2 Noq W H a Front dome rise: S ft. x 1/2(0ft.) Oft.2 @ 100% _ ft 2 W b Largest side wall ft. x =ft.' @ 50% W H c Largest side dome rise:ft. x,ft. =7(9 ft? @ 50% = 33 ft? R W d TOTAL = 6.5 Total, area / (233 ft.2 / cable for 3/32") = Li cable pairs f1. 2 area / ( 445ft.' / cable for 1/8") _ caable pp- TotalSide wallcablecalculation: ftP + / b ,2 =100% _ . . . . 3J ft.2 c d Side wall area / (233 ft.' / cable for 3/32") = cabie(s) e wall area / (445 ft.' /cable for 1/8") _ cable(s) ExampW6: K- Bracing SPAN REQUIRED --- I F- MEMBER SPAN FOR EXPOSURE IN TABLE x(bord)= EXPOSURE, MULTIPLIER see page 3) 4. Upright location & size show in plan & elevation view.. . . . . . . . . . . Check both tables 1.3 & 1.6 5. Chair rail & girt size, length, & spacing . . . . . . . . . . . . . . . . .- Table 1. 4) 6. Eave rail size, length, spacing and stitching of . . . . . . . . . . . . . . -c Table 1. 2) Wall frame member allowable span conversions from "B" Expsure to -"C" or _"D" Exposure for load with of-: Look up span in appropriate wind zone span table and apply the following formula if the member noted is ub (bending) or ud (deflection). SPAN REQUIRED ---- i F- MEMBER FOR EXPOSURE "C".SPAN x_(bord)= t EXPOSURE MULTIPLIER see page 3) Ye!s No 7. Enclosure roof diagonal bracing in plan view. . . . . . . . . . . 8. Knee braces, length, location & size . . . . . . . . . . ... Table 1. 7) 11 I r K-bracing sizes shown in wall views 9. Wallcablesoes. 9 IV. Highlight details from the Aluminum Structures Design Manual: A. Beam & Purlin tables with size, thickness, spacing & spans / lengths . Tables 1. 1 & 1.2 or 1.9.1 & 1.9.2) B. Upright & girt tables with size, thickness, spacing, & spans / lengths. Tables 1. 3 & 1.4) C. Table 1:6 with beam & upright combination . . . . . . . . . . . . . . D. Connection details to be used such as:. . . . . . . . . . . 1. Beam to upright. . . . . . . . . . . . . . . . . . . 2. Beam to wall . . . . . . . . . . . . . . . . . . . . . 3. Beam to beam. . . . . . . . . . . . . 4. Chair rail, purins, &knee braces. . . . . . . 5. Extruded gutter connections . . . . . . . . . . . . . 6. Angle to deck and / or sole plate. K-bracing shall beusedfor all wind zones of 130 MPH and higher. ' 1) The following shall apply to the installation of K-BRACING as additional bracing to diagonal wind bracing for pool enclosures: a) FRONT WALL K-BRACING - ONE SET FOR EACH 800 SF OF TOTAL WALL AREA TOTAL WALL AREA = 100% OF FRONT WALL+ 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8' x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50% (8' x 20') = 80`Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 800 SF> 336 SF THUS ONE SET OF FRONT WALL K-BRACING IS REQUIRED. b) SIDE WALL K-BRACING - ONE SET FOR 233 SF TO 800 SF OF WALL. c) To calculate the required pair of k-bracing for freestanding pool enclosures use 100% of each wall area & 50% of the area of one adjacent wall. GENERAL NOTES AND SPECIFICATIONS 1. The following structures are designed to be married to site built block or wood frame DCA approved modular structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the owner or contractor has a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 4. The structure designed using this section are for flat roof configurations where the primary roof beam to post connection is at a 90" angle. 5. Spans are for enclosures with mean roof heights less than 30'. For greater heights, site specific is required. 6. Connections to fascia shall be limited to overhangs shown in table 1.11 or less unless site specific engineering is provided. 7. The proper structural name for a chair rail or top rail of an enclosure is a girt. Thus the terminology shall be interchangeable. 8. Screws that penetrate the water channel of the super gutter shall have ends clipped off for safety of cleaning gutter and the heads of screws through the gutter into the fascia shall be caulked. 9. Span tables and attachment details for composite panels are in the solid roof panel products section. 10. When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head. 11. An additional super gutter strap or ferrule is required to be located near the midpoint of the beam spacing.Straps shall be attached to each truss / rafter tail when a 2" sub -fascia does hot exist. Straps at the beam are' not required when straps are placed @ each truss / rafter tail and spacing of straps does not exceed 2'-0". 12. Super or extruded gutter details are applicable to all widths of super or extruded gutters, and gutters may be U substituted. Gutter straps and/or ferrules shall be the width of the inside and outside of the super or extruded Z gutter respectively. The center of the knee braces shall not be more than 6" above the top of the super or r" x6 extruded gutter. a13. If the sub -fascia is 3/4", and the sub -fascia is in good repair, a 3/4" P.T.P. strip the width of the fascia may be 4 added to the existing sub -fascia by attaching the plywood with (2) 16d x 3" common nails or (2) #8 x 3" screws. o This gives theequivalentofa2" fascia. N 14. Spans may be interpolated between values but not extrapolated outside values. 04 o o 15. All 2" X 4" and larger purlins shall have an internal or external angle clip or screw boss to fasten the bottom of the purlin to the beam. A p 16. Load width and / or panel spacing used in determining spans / heights is measured from center to center of the a members. EXAMPLE: F W v v2 c Screen panel A is 6' center to center. Screen panel B is 7' center to center. The load width of the frame member 3 between panel AandBis (672 + p/2) = 6.5' or 6'-6". W The distance; spacing or load width is not measured between frame members as that would reduce it by 2" to a7. m the load width if figured that way. Q 17. Definition, standards and specifications can be viewed online -at www.lebpe.com. 18. Moment connections and moment tables can not be used in solid roof/ screen roof combination enclosures or any connection that requires a knee brace such as in a dome roof. 19. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 20. Other shapes than those shown in Section 8 with Stale Product Approvals may be used with the details of this section so long as the shapes are compatible with the details. 21. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after heat treatment and paint process. 22. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure Q. co c treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied W W o bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house y Z R a- w paint and thejointssealedwithagoodqualitycaulkingcompound. The protective materials shall be as listed in O Q Z:) fn o section 2003.8. 4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and -.1 2 CO 5 o Finisher. Q Z 0 O w N 23. All fasteners or aluminum parts shall be corrosion resistant, such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double U F- W zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as 'o be Z QO m Z corrosion resistant shallused; Unprotected steel fasteners shall not be used. W W Z E W 24. Any structurewithin1500feetofasaltwaterarea; (bay or ocean) shall have fasteners made of 1a" Z) J a non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the 2 q 0 _ W C Aluminum Associaton and should not be used. W Z W W Q ,0), 25. Any project covering a pool with a salt water chlorination disinfection system shall use the above -J W W Z Z I. - recommended fasteners. This is not limited to base anchoring systems but includes all connectionD W 0 W to N types. F- Q' 0 O Z a SECTION 1 DESIGN STATEMENT o U LL U) 0 Cn U The design loads used are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The loads Q Q O J LU assume a mean roof height of less than 30; roof slope of 0" to 20"; 1 = 0.87 for 100 MPH and 0.77 for 110 or higher. 0 0 These loads are based upon wind tunnel testing and include all internal and external pressue coefficients. All loads are H Z W m based on 20 k 20 x .013 screen density. Deflection limits meet or exceeds FBC 1604.3. All pressures shown in the 0Y 0 J 2below table are inPSF (#/SF). Al framing components are considered to be 6061-T6 alloy. W F-" LL V a SECTION 1 Uniform Loads for Structures with Screen Roof & Walls Z Z U Z A Wind Velocity IIm. p.h.) Basic Wlnd pressure p.s. f.) ExposureW Exposure'C' Roofs P-0.1 Windward Wails (p.s. f.) Leeward Walls (p.s. f:)( p.s.f.) Roofs Windward Walls (p. s.f.) Leeward Walls (p.s. f.) 100 13 3 12 10 3 17- 13 110 14 4 13- 9 5 18 14 120 17 4 15 13 6 21 17 123 18 4.3 15.9 13.3 6.3 22.2 17.6 130 2D 5. 18 14 7 25 19 14018 2 23 - 6 21 15 8 29 23 150 26 7 24 18 9 33 27 Z W J o W N O Q Q U ML Z W O uUD OUD O to N D Loads per table 2002.4 Z O J Wm LL Multipliersonly apply tomembers when spans I heights are controlled by wind pressure, not by point load. Z Z ro iF Conversion Table 1A 6m m o Wind Zone Conversion Factors for Screen Roof or Wall Frame Members I o- W m LL 6 From 120 MPH Wind Zone to Others; Exposure'B' to O C Roofs Walls d N o r- Wind Zone MPH Applied Load #/ SF Conversion Factor Applied Load #1 SF Conversion Factor 100 3 1. 15 12 1.12 110 4 1.00 13 1.07 120 4 1.00.. 15 1.00 123 4.3 0.96 15.9 0.97 130 5 0.89 18 0.91 1401 8 2 6 0. 82 21 0.85 . 150 1 7 1 0. 76 24 1 0.79 0,0 u- 0 0) J o a W m o rn a W M L. W a 00 O o O F C9 W z 1 a Note:. _Lu0!> II a> Multipliers arefor wall loads only. - W W Multipliers only apply to members when spans / heights are controlled by wind pressure, not by Z Q _ point load. O W ZJ„ Conversion Table 113uj.r> Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" C Mean Roof Height• Load Conversion Factor Span Multiplier Load r Converslon Factor Span Multiplier Bending. Deflection Bending Deflection 0 - 15' 1.21 0. 91 0.94 - 1.47 0.83 0.88 5' - 120' 1.29 0. 880.92 1.54 0.81 0.87 20' - 25' 1.34 0. 86 0.91 1.60 t79 0.86 275 -30' 1.40 0. 85. 0.89 1.66 1 0.78 0.85 use larger mean root height of host structure or enclosure Values are from ASCE 7- 05 Multipliers only apply to. members when spans /,heights are controlled by wind pressure (Lb or Ud), not by point load (Pb. or Pd). Conversion Example (Convert span for Exposure "B" to If max span found from span tables for Exposure "B" = 31'-11'= 31.9Z and the mean roof height of the structure is 0-15' then multiply span by 0.91 the span for Exposure "C" is 31.92'. " 0.91 = 29.09 = 29'-1" tic:' 2Q+ 0 w 0: SEAL' o SHEETWW i= xn t7 0 W torn2W" 18 08-12-2010 OF 0_ D r W w t SEE TABLES 1.3 OR 1.6) K-BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER GIRT (TYP.) TYPICAL DOME PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE CABLE CONNECTION SEE DETAILS SECTION 1) VAL VATION EXISTING STRUCTURE RISER W L WHERE ALUMINUM BEAM rW REQUIRED TABLES 1.3, 1.4 & 1.6) PURLINS (TY .) L SIZE MEMBERS PE DIAGONAL R F BRACING APPROPRIATE TABL S SEE SCHEMA IC SECTION 1) CABLE BRACI G H K-BRACING REQUIR FOR 120 MPH EXPOSURE C R HIGHER GIRT (TYP.) S REEN (TYP.) SW FRONT WA L ALUMINUM CO UMNS (TYP.) SIDE ALL FRAMING (SEE TABLES .3, 1.4 & 1.6 T ES 1.3.1.4 & 1.6) x 2" (TYP SCALE: N.T.S. --...-...._ CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. PURLIN (TYP.) SCREEN (TYP.) t SEE TABLES 1.3 & 1.6) CABLE CONNECTION SEE DETAILS SECTION 1) GIRT (TYP.) 1" x 2" (TYP.) GRADE K-BRACING REQUIRED FOR 120 MPH EXPOSURE C OR CABLE CONNECTION HIGHER (SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - FRONT WALL ELEVATION SCALE: N.T.S EXISTING STRUCTURE W SIZE MEMBERS PER APPROPRIATE TABLES L H K-BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER FRONT WALL ALUMINUM COLUMNS (TYP.) TABLES 1.3, 1.4 & 1.6) RISER WALL WHERE. REQUIRED PURLIN (TYP.) ALUMINUM BEAM TABLE 1.1 OR 1.9.1) DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) SIDE WALL FRAMING TABLE 1.3, 1.4 & 1.6) SCREEN (TYP.) GIRT (TYP.) SIDE WALL FRAMING 1" x 2' (TYP') TABLE 1.3, 1.4 & 1.6) CABLE BRACING TYPICAL TRANSVERSE STACKED GABLE ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES PURLIN (TYP.) CABLE CONNECTION SCREEN (TYP.) W /- (SEE DETAILS SECTION 1) r K-BRACING REQUIRED FOR H 120 MPH EXPOSURE C OR SEE TABLE HIGHER 1.3 & 1.6) GIRT (TYP.) 1" x 2" (TYP.) GRADE CABLE CONNECTION SEE DETAILS SECTION 1) TYPICAL TWO STORY POOL ENCLOSURE FRONT WALL ELEVATION ALL ROOF TYPES SCALE: N.T.S. FRONT WALLS FRAMING SEE TABLE 1.3, 1.4 & 1.6) K-BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER FRONT WALL SCREEN (TYP.) 1" x 2" (TYP.) PURLIN (TYP.) ALUMINUM BEAM TABLE 1.1 OR 1.9,1) DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) SIZE MEMBERS PER APPROPRIATE.TABLES EXISTING STRUCTURE SIDE WALL CABLE ALUMINUM COLUMNS TABLE 1.3, 1.4 & 1.6) (TYP.) TYPICAL TWO STORY POOL ENCLOSURE - ISOMETRIC ALL ROOF TYPES) SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES SIDE WALL MEMBER SCREEN (TYP.) W CABLE CONNECTION SEE DETAILS SECTION 1) HOSTSTRUCTURE GIRT, 1"x 2" (TYP ) GRADE K-BRACING (OPTIONAL) CABLE CONNECTION SEE DETAILS SECTION 1) TYPICAL FLAT ROOF FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE K-BRACING (REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER) SIZE MEMBERS PER APPROPRIATE TABLES SIDE WALLS AND FRAMING SIZES TABLES 1.3, 1.4 & 1.6) ALUMINUM BEAMS TABLE 1.1 OR 1.8) PURLIN DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) GIRT (TYP.) CABLE BRACING I Ll/4L 7/4L L = TOTAL SPAN FROM TABLES SPLICE POINTS FOR FLAT OR DOME ROOF SCALE: N.T.S 2 x 2 EXTRUSION DOOR HINGE LOCATION 2 x 2 EXTRUSIONS HINGE LOCATION HINGE,COCATION NOTES: 1. Door to be attached to structure with minimum two (2 ' es. ch hinge to be attached to structu minimum four (4) #12 x 314" S.M.S.. 3. Each hinge to be attached to door with minimum three (3) #12 x 3/4" S.M.S.. 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 1" 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. J U) ui o_ W Z of g w WaOQac".Z) U) o_ z Z G w Z OJ O N M. c U< U) m LuJLLUZJ E zw W pW F- m aCL o LL JCe LUZZ Q o O w W O Z v 0 O zo in O U f.1 m Q Q a- U_ U) 0 U) 2 LL 2; Z H D _ J m n W U Z F- LL o` o U LL w Q W C/) c N F= zO t Q O Q U F>- LL zz o ofof a z N O rn r 4t 2 O z D O J Lu rc0 LL W LL wJ W 2 m F- d W `` LL g Z W z a - v ro o v owL) OLL LL C 1)O o zz O O W x L w d W O 0 0 m U j C wm w a- 0 O LL F zEW w N I J wZ 0)o l7 wZJwa.,"- o N, Q WLuLL a TYPICAL FLAT ROOF - ISOMETRIC G 0 SCALE: N.T.S. O TYPICAL NOMENCLATURE FOR SCREENED ENCLOSURES: -J SEAL, w w, SHEETH- MAXIMUM UPRIGHT HEIGHTS zOwL- MAXIMUM BEAM SPAN WITHOUT KNEE BRACE. Lu ADD HORIZONTAL LENGTH OF KNEE BRACE TO SPAN FROM TABLES) Lu wSW- SIDE WALLS CAN BE FRAMED WITHOUT TOP BEAM AND CAN BE SMALLEST r, EXTRUSIONS ALLOWED BY SPAN TABLES p z 3 Lu W- SCREEN PANEL SPACING w rnm wz w CONNECTION DETAILS AND NOTES ARE FOUND IN SUBSEQUENT PAGES.18 08-12-2010 OF 0 BEAM NOTCHED AROUND CONTINUOUS 2" x 2" OR (4) - BEAM PER TABLE SPLINE GROOVE 2" x 3" e FLAT ROOF MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) D SELECT FASTENER SIZE, NUMBER AND PATTERN SEE TABLE 1.6 & 9.5A OR 9.5B) BEAM TO UPRIGHT CONNECTION DETAIL (FULL LAP) 1" x 2" SNAP SECTIONS ATTACH TO 2" x 2" W/ 10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION SCALE: 2" = l'-0" BEAM PER TABLE e e FLAT ROOF GUSSETT PLATE 0.050" OR F GREATER. GUSSET PLATE SHALL HAVE AN ULTIMATE YIELD STRENGTH OF 30 KSI tra OR HIGHER SELECT FASTENER SIZE, NUMBER AND PATTERN SEE TABLE 1.6 & 9.5A OR 9.5B) UPRIGHT CONNECTION WITH GUSSET PLATE DETAIL (FULL LAP) SCALE: 2" = 1'-0" BEAM / PURLIN 2" x 3" MAX. FOR LARGER UPRIGHT USE ALTERNATE BEAM TO POST ATTACHED TO RECEIVINGA CONNECTION FULL LAP DETAIL PURLIN THIS PAGE AND MIN. PURLIN TO 2" x 2" EXTRUSION UPRIGHT SAME AS MIN. UPRIGHT TO BEAM TABLE 1.6 I.E. 2" x 7" UPRIGHT REQUIRES 2" x 4" BEAM) BEAM PER TABLE e 1" x 2" OPEN BACK FLAT ROOF EXTRUSION t 0.045" x 1" X 2" H CHANNEL W/ 6) #10x'1/2" S.M.S. EA. SIDE (6) TOTAL NOTCH POST COLUMN PER TABLE 1.3 OR 1.4 2" x 4" MAXIMUM SIDE WALL PURLIN TO POST CONNECTION SCALE: 2" = 1'-0" OPTiONAL POSITION OF TOP RAIL W/ 1" x 2" 1" x 2" SNAP SECTIONS;r''` " ATTACH TO 10 x 1-1/2" S.PA... @"24" 0' C' OR CO NUOUS SNAP SECT NS OR 2" x 3" (4) ® S N GROOVESECTION,.-' ALTERNATE FLAT F x 2" AND 1"x 2" MAYBE SELECT FASTENER SIZ , ROTATED TO RECEIVE a NUMBER'AND PATTER SCREEN (5EEITABLE 1.6 & 9.5, OR 9.5B) JEETION DETAIL ( FULL SCALE: 2" = 1'-0" MINIMUM POST SIZES REQUIRED FOR EACH BEAM PURLIN PER TABLE SIZE (SEE TABLE 1.6) ATTACH GUSSET PLATES TO ALL GUSSET PLATES SHALL PURLIN & POSTS BE A MINIMUM OF EQUAL ALLOY TO THE BEAM OR HAVE A ULTIMATE YEILD STRENGTH 2" x 2" EXTRUSION OF 30 KSI. d= BEAM DEPTH e 1" x 2" OPEN BACK e EXTRUSION 1) # 10 x 1-1/2" S.M.S. 24" O.C. e D 1/ 16" RECEIVING CHANNEL OR NOTCH POST H CHANNEL GUSSET PLATES 4) #10 S.M.S. EACH SIDE COLUMN PER TABLE 1.3 OR 1.4 0-2" x 4" MAXIMUM FOR UPRIGHT USE ALTERNATE BEAM TO POST CONNECTION FULL LAP PURLIN TO UPRIGHT SAME AS MIN. UPRIGHT TO BEAM TABLE 1. 6 (I.E. 2" x 7" UPRIGHT REQUIRES 2" x 4" BEAM) ALTERNATE SIDE WALL TO PURLIN DETAIL SCALE: 2" = T-O" 1-3/ 4" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) CONNECT 2" x2"OR2"x3"TO BEAM W/ MIN. (3) #10 x 1-1/2" S.M. S. INTO SCREW BOSSES 1" x 2" OPEN BACK ATTACHED TO 2" x 2" W/ #10 x 1-1/2" S.M.S. @ 24" O.C. SCREW LOCATIONS PER TABLE 1. 6 FILL OUTSIDE LOCATIONS FIRST Strap Table Beam Size ScrewsSize StrapLength 2" x 7" 4) #12 2-3/4" 2" x 8" 4) #14 3-1/4" 2"x. 9" 4)#14 3-1/4" 2' x 10" 6) #14 4-112" i 0 or 0 c W 5 D_ "4 m a BEAM CUT TO ACCEPT WALL J UPRIGHT Q 1-3/ 4" STRAP MADE FROM Z W 2 REQUIREDGUSSETPLATEMATERIALj fn Z SEE TABLEFORLENGTHANDaO0OFSCREWSREQUIRED) c SELF -MATING UPRIGHT CUT U) fn Ca Q - W TO MATCHBEAMANGLEF' W a 5 Q U) UrUj W J UJI LL 0 fYW Z Q ALL SCREWS3/4" LONG 11 I 0W O Notes: 1) Fill outer screw positions first until required number of screws is achieved. o U U 0 LL 2) See Table 1.6 for screw sizes and number. p C~j 3) Screw pattern layout with spacing between screws greater than minimum is allowed so that equal spacing is P: v H Q O W Cl) achieved. 4) 2" x 8" beam with 2" x 5" upright shown. Other beam to upright combinations per table 1.6 may be used. Ir Z LL ALTERNATE BEAMTOPOSTCONNECTION (FULL LAP) U Z Z HW z g0 a W z J fn O Q 1= a UFto z oLoCO z O rn n M ? N O z J W M °D1 z o u Z LL a> c> LLl Cc m x E o HIZW LL m a WN J W Co v N 0 0 C = d LL LLU coo 0 oCozz i W m IY o a N Co s L1 , a x Co L w m Q U > O m U` UJ LL `_ ERK 3 m ro, CowW - j to a ZW LLc o 0 wk o Z o Z N LL cc LLLL E Z m LL a IY n 3 7 Q m LL o C N Z e c U rn x c W v a g Z Co k O I% W o N h 0 N w ? O '+ SEAL W - W W SHEET i Ja W w F Z LLl Fto C ~ Z W N ' W 18 LL m 08-12- 2010 OF Q BEAM SPLICE SHALL BE MIN. SPLICE LOCATED 1/4 TO 1/3 BEAM HEIGHT MINUS 1/2" AND BEAM SPAN STAGGERED 2 x (d - .50") LENGTH EACH SIDE OF BEAM d = HEIGHT OF BEAM MIN. EDGE DISTANCE 2 x (d-0.50") d-1.00" d-1.00" PLATE CAN BE INSIDE OR OUTSIDE BEAM OR LAP CUT T MAX. o 6 1" MAX. MIN. EDGE DISTANCE FASTENER SIZE, NUMBER AND DENOTES SCREW PATTERN SPACING (SEE TABLE 1.6) NOT NUMBER OF SCREWS Minimum Distance and Screw Size ds in.) Edge to Center 2ds in. Center to Center 2-112ds in. Beam Size Thickness in. 8 - 0.16 3/8 7/16 2" x 7" x 0.055" x 0.120"" 1/16 = 0.063 10 0.19 3/8 1/2 2" x 8" x 0.072" x 0.224" 118 = 0.125 12 0.21 7/16 9/16 2" x 9" x 0.072" x 0.224" 118 = 0,125 14 or 1/4* 0.25 1/2 5/8 2" x 9" x 0.082' x 0.306" 118 = 0.125 5/16" 0.31 518 314 2" x 10" x 0.092" x 0.369" 1/4 = 0.25 refers to each side of splice use for 2" x 4" and 2" x 6" also Note: 1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi. INTERNAL BRACING: 1-3/4" x 1-3/4" x 0.125" ANGLE T-6 ALLOY) OR CUT FROM BEAM MATERIAL TYPICAL BEAM SPLICE DETAIL SCALE: 2" = 1'-0" 2" x 8" BEAMS AND ER ADD (1) 3/8" x (W + LAG SCREW INTO THE ER TAIL CLOSEST TO THE dER ON EACH SIDE FRAMING BEAM x 1/8" ANGLE W/ (4) #10 x ACH SIDE 2" REINFORCING STRAP W/ (2) nr rvrv u vw I nrcu tSVLI 10 x 2" INTO HOST THRU BOLT SIZING: STRUCTURE AND (2) #10 x 5/8" 2) 114" UP TO 2" is 7" BEAM INTO GUTTER 3) 1/4" FOR 2" x 7" BEAM 1/8" PLATE OF 5053 H-32 3) 3/8" FOR 2" x 8" & 9" BEAM ALLOY OR ULTIMATE YEILD 3) 1/2" FOR 2" x 10" BEAM STRENGTH OF 30 KSI W/ (4) 10 x 5/8" EACH SIDE OUTER MITER DETAIL FOR SUPER GUTTER TO CARRIER BEAM SCALE: 2" = 1'-0" g • / HOSTSTRUCTURE MIN RESISTIVE x2"CO @ DE SPACING/2-*SPACING/2 SPACING 12 4- SPACING/ 2RESISTIVEWASHEHEADED SCREWS BEAM SET SPACING BEAM SET SPACING PLAN VIEW LOCATION FOR SUPER OR EXTRUDED -GUTTER REINFORCEMEI SCALE: 2" = V-0" 2" S.M.S. OR LAG SCREWS MIN. (4) #10 x 2" CORROSION SEE SECTION 9) RESISTIVE WASHER HEADED 2" x _" x 0.050" STRAP @ SCREWS EACH BEAM CONNECTION - AND @ 1/2 BEAM SPACING W/ INTERNAL BRACING CUT FROM 2) S:M.S. PER STRAP SAME BEAM SIZE W/ 2-1/4' SEE TABLE 9.8) WIDTH BEAM WEB J I J ( SIZE 0 vv ANGLE OR RECEIVING; I PURLINS VARIES) ® CHANNEL FOR DETAILS) E SECTION 9 V (SEE TABLES 1.2, 1.6, OR 1.9.2) MAX. DISTANCE FROM FASCIA ISOMETRIC VIEW TO HOST STRUCTURE (SEE SCALE: N.T.S. TABLE 1.11) LATERAL BEAM BRACING DETAILS (FOR SPANS GREATER THAN 40'-0") SCREW PATTERNS MAY VARY ALTERNATE CUT OFF BEAM & NOTES: (SEE TABLES OR NOTES FOR CAP W/ RECEIVING CHANNEL' 1. REQUIRED FOR SPANS GREATER THAN 40' AND ALL DOME OR TRANSVERSE GABLE ENCLOSURES. SIZE AND NUMBER OF ' ALTERNATE FLAT BEAM2. FOR ALL PURLINS & GIRTS SHALL USE ALL SCREW BOSSES AVAILABLE & IF THERE IS NO BOTTOM SCREWS) SCREW BOSS ADD AN EXTERANAL OR INTERNAL CLIP TO ANCHOR BOTTOM OF PURLIN OR GIRT. SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER J j L C w O r o Z w k W Z L a Z 0 t 0 3 u rn fn Z Q J LU W m c E oNW- 0 to C9 W LLI Z Q o C LU 0 a z U LL 0 u O U rn Q U) a oC I— 0 m'u w U J Z I"" LL a O 5 o R U a u Q LU J o 2 NOZFQ C QU F LL 3 z It to ulof9 n 0 10 Z N a 2 yZ C7 0 J W rN MLLWLL C LL Z j LU 6 0. x _ E d W LL a 2 WZ_ a" QO v m a C CC O9 C jo na C 0 w 7 m 1.-0, co N L tY L W d LLI a v co O F6."1 m ;t LL Kc LIJ 0 Cf F1L0 K WLLI m Z WW WZWdccrOW, W 7 6 J ca 1-1-- W SHW WaxW1—_ 0n 0CtWNAn 08-12-2010 OF SELF -MATING BEAM SIZE VARIES) 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. TAIL CUT OFF BEAM OPTIONAL) 2" x 2" ANGLE WITH (4) S.M.S. SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER GUTTER RECEIVING CHANNEL 2-1/8" x 1" W/ (2) #8 x 1/2" S.M.S. EACH SIDE OF BEAM DA SUPER OR 3/4" FERRULE WITH 3/8" x 8" EXTRUDED LAG SCREWS @ EACH BEAM GUTTER MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE WALL SEE TABLE 1.11) SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION SCALE: 2" = V-0" 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. MIN. AND (2) @ EACH STRAP OPTIONAL 1" x 2" OR 2" x 2" FOR SCREEN I ELF -MATING 2" x _" x 0.050" STRAP @ BEAM SUPER OR EACH BEAM CONNECTION SIZE VARIES EXTRUDED AND @ 1/2 BEAM SPACING W/ ANGLE, INTERIOR OR ® GUTTER ( 2) #8 x 1/2" S.M.S. PER STRAP EXTERIOR RECEIVING MAX. DISTANCE FROM FASCIA CHANNEL (SEE FASTENER TO HOST STRUCTURE WALL SECTION) (SEE TABLE 1.11) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 2" = T-0" 114" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. MIN. AND (2) @ EACH STRAP OPTIONAL 1" x 2" OR 2" x 2" FOR SCREEN SELF -MATING BEAM SIZE VARIES 2" x _" x 0.050" STRAP @ EACH BEAM CONNECTIONSUPEROR AND @ 1/2 BEAM SPACING W/ EXTRUDED 2) #8 x 1/2" S.M.S. PER STRAP GUTTER MAX: DISTANCE FROM FASCIA INTERIOR OR EXTERIOR TO HOST STRUCTURE WALL RECEIVING CHANNEL (SEE SEE TABLE 1.11) FASTENER. SECTION) ALTERNATE SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 2" = V-0" 2-1/2" MIN. S.M.S. OR LAG SCREW INTO 2" x _ FASCIA OR IF NO SUB -FASCIA INTO RAFTER TAILS 2" WIDE x 0.050" (MIN.) STRAP SPACING PER LOCATION DETAIL (SEE PREVIOUS PAGE) SELF MATING BEAM SIZE VARIES) SEE m r SOFFIT NOT MORE 1" x 2" x 0.062" P.T. LUMBE THAN 1/3OF BLOCKING W/ 0.024" BREA 0 ® GUTTER HEIGHT FORM CAP OR 1" x 2" 2" x 2"ANGLE W/ (4) S.M.S. ALLOWABLE ONLY W/ ROO EACH SIDE TO BEAM TO J ANGLES LESS THAN 23" UP 0 SUPER OR EXTRUDED 5" IN 12" ROOF SLOPES) GUTTER FOR ROOF SLOPES GREATE THAN 5" IN 12" USE 1/8" x 2" x RECEIVING CHANNEL ANGLE AS REQUIRED 2-1/8" x 1" W/ (2) #8 x 1/2" S.M.S. EACH SIDE OF BEAM MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE WALL IF TRANSOM HEIGHT EXCEEDS USE CANTILIEVER BRACE DEY, w W_ zap BEAM - SCREEN ROOF d 2 0.050" H-CHANNELw x0 z m OR GUSSETS to w 0 0 0 0 0 0 45"t LENG OF KNEE B E HOST STRUCTURE ROOFING 2) 2" LAG SCREWS SECTION 9 FOR SIZE) SEE TABLE 1.11) 2" STR P - LOCATE AND TYPICAL SELF MATING BEAM AND FAST N PER STRAP AG SUPER OR EXTRUDED GUTTER CONNECTION LOCATION DETAI 1-24_ SCALE: 2" = V-0" BEAM - SCREEN ROOF POST TO BEAM FASTENING w to Q LU aSEETABLE1.6) 02 " 0 0 U)coz;w E 1 0 0 0 0 0 D O I 0 0 0 q5 REQUIRED KNEE BRACE MININUM SIZE AND CONNECTION (PER TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS KNEE BRACE ATTACHMENT 6" 2 ABOVE TOP OF GUTTER MAX. o FASCIA AND SUB -FASCIA 2) 2" SCREWS (SEE SECTION 9 FOR SCREW SIZES) 1 /4"0 BOLT @ 24" O.C. MAX. WITHIN 6" OF EACH POST FASTEN 2" x 2" POST W/ (3) EACH #10 S.M.S. INTO SCREW SPLINES USE ANGLE EACH SIDE FOR 2" x 2" TO POST CONNECTION W/ HOLLOW POST a 1¢- ww 0 t`n 0 COMPOSITE EAVE RAIL W/ ASCIA AND SUB-F.A SCIA 2" x 2" FASTENED TO BEAM / 2 x 2" ANGLE WITH (4) S.M.S( SEEUPRIGHT (3) x 1 SECTION 9 FOR SCREW S.M.S. MIN.. INTO SCREW SIZES) EACH SIDE TO BEAM BOSSES. 1"x2" ATTACHED TO SUPER OR EXTRUDED TO 2" x 2" W/ #10 x 1-1/2" S.M.S. GUTTER @ 24" O.C. CONTINUOUS 2" x 3" SNAP SECTION FASTENED THRU SCREW BOSSES W/ (3) MIN. #10 x 1-1/2" OR 2" x 3" RISER f ( HOLLOW SECTION FASTENED THRU SCREW BOSSES W/ 10 x 1-1/2" S.M.S. SCREEN (MAY FACE IN OR OUT) SCREW PATTERN SHOWN IS A POSSIBLE NUMBER OF SCREWS. ACTUAL FIELD SCREW PATTERN MAY VARY HOST STRUCTURE ROOFING 2" LAG SCREWS SEE SECTION 9 SUPER OR FOR SCREW SIZE) EXTRUDED MAX. DISTANCE TO 2" STRAP LOCATE AND GUTTER HOST STRUCTURE FASTEN PER STRAP p WALL (SEE TABLE 1,11) LOCATION DETAIL PAGE 1-24 ALTERNATE LAG SCREW AND FERRULE IF TRANSOM HEIGHT EXCEEDS 2" STRAP - LOCATE AND '' 6'-0" USE CANTILIVER BRACE 2 x 2 ANGLE WITH (4) S.M.S. FASTEN (DETAILS PAGE 1-24) DETAIL (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE OF BEAM 2" x 2" x 0.093" ANGLE W/ (4) AND SUPER OR EXTRUDED S.M.S. (SEE SECTION 9 FOR GUTTER SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR FASCIA AND SUB -FASCIA EXTRUDED GUTTER SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 1 SCALE: 3" = T-0" CONN C SCREW PATTERN SHOWN IS A POSSIBLE NUMBER OF z SCREWS. ACTUAL FIELD SCREW PATTERN MAY VARY. 0C rsar COMPOSITE 2" x 3" EAVE RAIL 4u oa o to c FULL LAP CU A QQQ POST TO BE ASTEI F0000SEETABLE1.6) 00 00 POST SEE TABLE 1.3) SCREEN m " MAY FACE IN OR OU ) Q REQUIRED! NEE BRA MINIMUM SIZE AND 1E CONNECTION (SEE TABLE 1.7) pIFKNEEBRACELENGTH EXCEEDS TABLE 1.7 UE CANTILEVERED BEAM 0 E TION DETAI J Q C) W 0 O Z ir co z v Z O O cf) m nZ Q W OfW 0 Z 002cf) (D w 0 0 W W Z Q D W O SUPER OR LLO U V U 0 EXTRUDED GUTTER MAX. DISTANCE TO z0 Lt_ M co O U HOST STRUCTURE C Q OLUWALL (SEE TABLE 1.11) U fn OR EXTRUDED'6UJTER m O SOM) WALL AT FASCIA - DETTML 2 Z U LL- SCALE: 3" = T-0" o z¢ W z 1 (n O Q NOTE: Q MINIMUM POST SIZES ARE v LL 0 0 0 0 0 0 0 0 0 0 c w 0 a w w o z o z N wm w m W a a grn m w o O N z ro O o U) U m m of c w a a m km v o 3 LL w o H N F REQUIRED FOR EACH BEAM F It F SIZE (SEE TABLE 1.6) w IT ,' SELF -MATING BEAM 0 q a SEE TABLE 1.1 OR 1.8) z O it 2 0) 2" x 3' COMPOSITE EAVE GIRT 0 0 IJy W LL u Z j C W x EoUm U FASTENERS SIZE, NUMBER i Wma-LL a AND PATTERN (SEE TABLE 1.6) ofw z o n° u c a v POST SIZE (SEE 1.3 OR 1.6) O O j o W m c[o n oaNQL a W o a w d m u 0 U>Om W U R 0 F FCwan Z J w a K c SOFFIT 0 0 SUPER OR EXTRUDED GUTTER w tL. SEAL` MAX. DISTANCE TO ¢ HOSTSTRUCTURE ` w SHEET WALL O to SEE TABLE 1.11) w F 0 Z SUPEROREXTRUDEDGUTTERLusRISER ( OR TRANSOM) WALL AT FASCIA - DETAIL 3 LL 08- 12-2010 OF - U w r" w zzwi ` 0 1-1/2" x 1-1/2" x.063" ANGLE EACH SIDE WIT (4) # 10 SCREWS EACH WAY 2" x 3" COMPOSITE EAVE GIRT TYPICAL 2" x _ (SEE TABLE 1.6) ALUMINUM PLATE OR 2" H CHANNEL W/ (3) # 10 x 3/4" S.M.S. @ BRACE AND UPRIGHT KNEE BRACE PER TABLE 1.7 BRACE SHALL NOT BE MORE THAN 6" ABOVE THE GUTTER PURLIN OR BEAM SHALL NOT BE MORE THAN 6" FROM THE TOP OF THE GUTTER 2" LAG SCREWS WITHOUT A KNEE BRACE SEE PG 21 FOR SCREW SIZE)-\ 2" STRAP LOCATE AND FASTEN O PER STRAP LOCATION DETAIL SOFFIT 2" x 2" ANGLE WITH (4) S.M.S. ®. SUPER OR SEE SECTION 9 FOR SCREW ® EXTRUDED SIZES) EACH SIDE OR BEAM GUTTER AND SUPER OR EXTRUDED 2) 2" SCREWS SEE SECTION 9 FOR SIZES) 2" x _" x 0.050" STRAP @ EACH BRACE CONNECTION AND @ 1/2 BEAM SPAN W/ 2) #8 x 1/2" S.M.S. PER STRAP FASTEN THRU MEMBER INTO SCREW BOSSES W/ 4) #10 x 1-1/2" S.M.S. MAX. GUTTER DISTANCE FASCIA AND SUB -FASCIA TO HOST STRUCTURE WALL SEE TABLE 1.11) SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 NON SCALE: 2" = V-0" TRUFAST SIP HD FASTENERS W/ 1-1/4"0 FENDER WASHERS @ 8" O.C. UP TO 130 "D" @ 6" O.C. 130 "D" AND UP TO 15GMPH "D" EXPOSURES LENGTH = PANEL THICKNESS 1") @ ROOF BEARING ELEMENT(SHOWN)AND 24" O.C. @ NON BEARING 2" WIDE x 0.050" (MIN.) STRAP ELEMENT (SIDE WALLS) SPACING PER LOCATION — 24" MAX.' 10 x 1!2" TEK SCREWSWS DETAIL PAGE 1-1/2• x 3" x 1-1/2" X 0.050" @ 8" O.C. RECEIVING CHANNEL W/ (1) 10x1/2" TEK SCREW @ 8" O.C. ROOF PANEL PER TABLES SECTION 7) TRUFAST HD SIPS FASTENER 1-1/2" x 1-1/2" x 1/4' ANGLE EXTRUDED OR W/ (2) #10x1/2" TEK SCREWS - 0 SUPER GUTTER @ 8" O.C. ANGLE OR - RECEIVING CHANNEL SUPPORTING BEAM SEE TABLES SECTION 9) (PER TABLES) ALTERNATE RECEIVING - CHANNEL 2-1/8" x 1' W/ 2) #8 x 1/2" S.M.S. EACH SIDE OF BEAM AND BEAM TAIL REMOVED SELF -MATING BEAM POST AS REQUIRED SIZE VARIES (PER TABLE 2.3) WITHOUT SITE SPECIFIC ENGINEERING NOTES: 1. VARIATIONS OF SUPER GUTTER ATTACHMENTS MAY BE MODIFIED TO ATTACH TO COMPOSITE ROOF SYSTEM. 2. CAULK ALL EXPOSED SCREW HEADS. 3. CAN NOT BE USED IN CONJUNTION WITH MOMENT CONNECTION. BRACE CONNECTION TO SUPER OR EXTRUDED GUTTER SOLID ROOF / SCREEN ROOF COMBINATION SCALE: 2" = V-0" 2" x 2" RECEIVING CHANNEL 2-1/8' x 1" WITH (2) #8 x 1/2" S.M.S. EACH SIDE OF CHANNEL TO 2" x 2" BRACE BRACE VANIZED METAL PLATE TRUSS TAIL #2 P.T.P. AND SUB -FASCIA SEE TABLE 1.11 FOR MAX. TRUSSES OR SPAN (LOH) RAFTERS ASSUMED TO BE @ T-0" O.C. 1 /2" x 8" "L" BOLT W/ 2" SQUARE WASHER ON PLATE ALTERNATE ROOF TYPE RAFTER TAIL #2 P.T.P. AND SUB -FASCIA 2 x 8 P.T.P. TOP PLATE SEE TABLE 1.11 FOR MAX. TRUSSES OR SPAN (LOH) RAFTERS ASSUMED TO BE @ 2'-0" O.C. 2" = V-0" K P TRUSS / RAFTER TAIL SCALE: 1" = V-0" MAX. DISTANCE TO HOST STRUCTURE WALL SEE TABLE 1.11) ED ALTERNATE TOP PLATE TRUSS / RAFTER TAIL ASSEMBLY SCALE: 1" = V-0" EXISTING PREENGINEERED TRUSS SIMPSON SPLICE PLATES 2 x -SUB FASCIA. PLUMB CUT SHOWN BUT MAYBE SQUARE CUT SEE TABLE 1.11 FOR MAX. TRUSSES OR SPAN (LOH) 4 J RAFTERS ASSUMED TO BE @ Q 2'-0" O.C. M W Z Q Z) (n MASONRY OR WOOD FRAME U) Z WALL Q Z O Oo o U a U) W WNOTES: 1) REFER TO TABLE 1.11 w Q0H 2) IF P IS GREATER THAN 10' SITE SPECIFIC IS REQUIRED. f V) W Wp 3) IF PIS 10' OR LESS THE TRUSS MAYBE ADDED TO OR FIXED BY ADDING A STRUT AS SHOWN AND' LLUJFASTENINGTOTOPANDBOTTOMCHORDWITHSIMPSONMENDPLATES. W LL _Q 4) TRUSS FIXES SHALL BE FROM ONE TRUSS BEFORE SCREENED ROOM AND ONE TRUSS AFTER w V of Z SCREEN ROOM IN WIDTH. OLL C) LL p TRUSS FIX FOR CANTILEVER TRUSS 0 A Q H0 SCALE: 1" = V-0" v¢ inQ ZgSIMPSON2" x 4".JOIST BUCKET v ZANCHORTOWALLW/ (3) 3/16" 0 z Ux1-114" CONCRETE SCREWS 8 Q' W NAILS PER MANUFACTURER z J (n SPECIFICATIONS O QF 2" x 4" BACK BRACE v FASTEN BACK BRACE TO z u EXISTING TRUSS TAIL W/ (3) # p 12d COMMON OR #8 x 2 -1/2" z p- DECK SCREWS OR (1) SIMPSON MEND PLATE O i 2 N MJW LL W LL x _ SUB FASCIA. PLUMB z c~i LU ? E CUT SHOWN BUT MAY BE 2 li0_ WSQUARECUT v~i m O a a z m O c ~ CL q MASONRY OR WOOD FRAME P (MAX 48") o w c) o N Mo m r a WALL Q y N . L X _ NOTES: m 0 CaDU > O 1) PROJECTIONS SHALL NOT EXCEED 4'-0' WITHOUT SITE SPECIFIC ENGINEERING. c U d c 2) BACK BRACES CANNOT END IN WINDOW OR DOOR OPENINGS. Ir LL a)az3) TRUSS FIXES SHALL BE FROM ONE TRUSS BEFORE SCREENED ROOM AND ONE TRUSS AFTER d SCREEN ROOM IN WIDTH. W,ui J F- LOza TRUSS TAILS OR JOIST EXCEEDING TABLE 1.11 REQUIREMENTS H (IN) DROP FOR VARIOUS PROJECTIONS "P" z Wa ROOF SLOPE l PITCH OR RISE EXISTING ROOF PROJECTION 24' EXISTING ROOF PROJECTION 30" EXISTING ROOF PROJECTION 36' EXISTING ROOF PROJECTION 48" 2. 5" 5" 6.25"12, 5" 10" 3" 6' 7.5'' 12" 4" 8" 10"2" 16" 5" 10" 12.5•5" 20" 6" 12" 15"8" 24' 8" 16" 20"4" 32" 9" 18" 22.5 12" 24" 30'6" 48' TRUSS / RAFTER TAIL FIX FOR VARIOUS PROJECTIONS SCALE: 1" = V-0" c w oaa w w wo z o w Nwmui m 0 z m w c aU) m LL o N z m O o U) U o w c w g o_ 3 Z mkm v 2 3 LL Lu xo I- N wa O mOw z w SEAL 0 w SHEET z J w H z wrn 0 ZwU)z wa w U m 08- 12-2010 OF Q NOTE: IF HEIGHT FROM GUTTER TO BEAM IS GREATER THAN 1'-0" A KNEE BRACE IS REQUIRED 2) ANGLE STRAPS OR FERRULES REQUIRED 3) #10 x 1/2" S.M.S. EACH CONNECTION pey 9) #12 x 3/4"TEK SCREWS THROUGH ANGLE INTO SUPER GUTTER FASTENER SIZE, NUMBER AND FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) PATTERN (SEE TABLE 1.6) BEAM AND UPRIGHT EXTRUSION SIZES SEE TABLE 1.1 AND 1.3) SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL. NOTE: IF HEIGHT FROM GUTTER TO' BEAM IS GREATER THAN V-0" A KNEE BRACE IS REQUIRED ' FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) 2) ANGLE STRAPS OR FERRULES REQUIRED 3) #10 x 1/2" S.M.S. EACH CONNECTION FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) 9) #12 x 3/4" TEK SCREWS THROUGH ANGLE INTO SUPER GUTTER FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) BEAM AND UPRIGHT EXTRUSION SIZES. SEE TABLE 1.1 AND 1.3) SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL COMPOSITE 2" x 2" + 1" x 2"_ 1ARYBEAM ALL 0.044"MIN SAVE7REENROOFBEAMTOMIN. POST p SEE TABLE 1.6) 0.050" H-CHANNEL OR GUSSETS SEE TABLE 2.3 OR 3.3 R C' — — \ BRACE SIZE SAME AS PURLIN / GIRT MINIMUM CANTIL ER BRACE CONSULT TABL 1.6, 2.2 OR 3.3 Q W y 2' x 3" x 0.050' R EOUAL TO a- Z L ofLu POST SIZE RACE DEPTH +1) o- j 2 REQUIR NUMBER OF 10 x 6" S.M.S. EACH SIDE U) e o Z _U' 1 LENGTH OF I KNEE BRACE hlL#10 SMS 24" O.C. O 3) #10 x 3" INTO 2" x 4" (MIN.) SUB -FASCIA EACH SIDE BEAM TO WALL CONNECTION SEE SECTION 9) SEE TABLE 1.6 FOR BRACE SIZE SAME AS RISER ANGLE CUT FROM S.M.B. SAME SIZE AS CANTILEVER BRACE OR LARGER (# OF SCREWS BASED ON DEPTH OF PRIMARY BEAM PER SIDE OR PER CONNECTION) = I D-1)#10FOR 2'x4"-2"x7" D - 1) #12 FOR 2"x 8" D - 1) #14 FOR 2"x 9" & 2"x 10" 2" x 2" (MIN.) x 1/8" ANGLE NOTE 1. For post to beam sizing see Table 1.6, 2.2, or 3.3 2. For connection members see Table 9.8 U-Channel 3. Inside connection members shall be used wherever possible i. e.Use U-Channel in lieu of angles where possible. ALTERNATE CANTILEVERED BRACE CONNECTION TO WALL AND FASCIA DETAIL F_ e MINIMUM 2" x 4" FASCIA 1 NOTCH ANGLE FOR GUTTER ABEAMSMUSTREMAINFORANGLESTRENGTH 2" x 3' x 0.050" MIN. W/ (4) ANGLE, ANCHORS, AND 10 x 3/4" S.M.S. FOR LARGER RECIEVING CHANNEL PER USE (BEAM DEPTH +1) SECTION 9 FOR NUMBER OF SCREWS SEE SECTION 9) 3) # 10 x 2 1/2" S.M.S. @ RAFTER TAILS OR 2" O.C. MAX W/ 2" x 6' SUB FACIA CANTILEVERED BRACE CONNECTION AT FASCIA (END VIEW J W GUTTER IS NON STRUCTURAL Z Q w MAY USE ROLL FORMED GUTTER OJ n U) Z o NO STRAP IS REQUIRED Z 0 O N EXCEPT J 1- FOR EXTRUDED GUTTER m fn Z Q _ m EE JWM U)ow_D w w W Z LL W W Z Q rn o 3 W O 3) 1/4' x 1-3/4' TAP CON OR LAG SCREW VARY SIZE WITH LL OH ' U Z V U O m c WIND ZONE ly 0 OU CO rn C U N Q v 2ZF- m F OLU iLL o o U U. i Z W o i Z J f) N ! p a HU iti Z w on 0 9 Z O CDy Z J iR M C9 0 W LLWLL u Z V E WF3ax_ F n. W m LL m of N d J O o m u K K OCo OC LL J C LL oW N ` m CO C a4 N W y x COL ll om O F00 ai U > O m a 0 U o 0 F Luw m F Cw w j ~ Z C c Z J waLu a uJ m C 0010 wa z SEAL w SHEET Z O J W x, Z wH U) r, w wz U) z ZLL w mU 08-12-2010 OF C BEAM 2) #10 x 1/2" S.M.S. TOE SCREW INTO BEAM AND/OR SIDE WALL RAIL 6—. 7 WIND BRACE CONNECTION DETAIL SCALE: 2" = 1'-0" CONNECTOR MAY E(2) ANGLES, IN NAL'U' CHANNEL OR TERNAL'U' CHANNE A SIDE OF CONNECTION APPLIES AT CON CTINo BEAM W/ BOTH ENDS OF BRACE S C R E S (PER FASTENER SECTION) ANGLE OR PLATE AT BOTTOM OF BRACE yCARRIERBEAMSEETABLE1.5) —' WIND BRACE 2" x 2" EXTRUSION W/ 1" x 2" EXTRUSION EAVE RAIL NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than (4) panels from host structure. 2" x 6" BEAM MINIMU NUMBER S.M.S. 3/4' LONG R QUIRED EQUAL TO e BEAM DEPTH SEE FAS NER SECTION) CONN EXTRUSI S W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY PRIMARY BEAMSEETABLE1. R 1.8) BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ALTERNATE: ANGLES ATTACHED TO WOOD 1" x 2", 1" x 3" OR 2" x 2" FRAME WALL W/ MIN. (2) 3/8" x ATTACHED TO WALL W/ #10 x 2" LAG SCREWS PER SIDE OR 2" S.M.S. @ 16" O.C. TO CONCRETE W/ (2) 1/4" x 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER HOST STRUCTURE MASONRY SIDE FOR EACH INCH OF BEAM OR FRAMED WALL Q DEPTH LARGER THAN 3" SELECT FASTENERS FROM w ~ FASTENER SECTION) p w ALTERNATE CONNECTION: o 1) 1-3/4" x 1-314" x 1-3/4" x 118" INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME PRIMARY OR MISC. FRAMING WALL W/ MIN. (3) 3/8" x 2" LAG BEAM (SIZE PER TABLES) SCREWS OR TO CONCRETE OR MASONRY WALL W/ (3) 1/4" ANGLE OR RECEIVING x 2-114" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH CUT RECEIVING CHANNEL TO FIT BEAM AND BRACE ANGLE WIND BRACE 3) MIN. #10 x 1/2" S.M.S. OPTIONAL BRACE TELESCOPE MIN.12" ECEIVING ED TO BEAM x 1/2" S.M.S. W/ OR CTION TO OTAL) TTOM EAVE RAIL TELESCOPING WIND BRACE CONNECTION DETAIL SCALE: 2" = 1'-0" NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than three panels from host structure. Structures of four or more panels shall be spaced for even number of panels for opposing wind bracing. 2. Cut brace parts with min. 12" lap of larger and smaller brace. 3. Cut receiving channel with angle. INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 2" = 1'-0" SLOPED ROOF OR GABLED END ROOF 1" x 2" OR 2" x 2" ATTACHED TO WALL W/ #10 x 2' S.M.S. @ 16" O.C. WJco auJ p W o_ PRIMARY OR MISCELLANEOUS FRAMING BEAM (SIZE PER TABLES) z oc 4d (1" FOR 1/4") A zq 2d1/2" FFOR 1/4") F, w i= F 2 . z HOST STRUCTURE TRUSS / v RAFTER TAILS OR BARGE RAFTER (SELECT FASTENERS FROM FASTENER SECTION) I I UPLIFT/FORCE ON FASTENER ANCHOR IN SHEAR ANCHORIN LOAD TENSION OR TENSILE LOAD CALCULATE THE NUMBER OF SCREWS REQUIRED BY SOLVING THE FOLLOWING EQUATION: C ROOF WIND LOAD' x BEAM SPACING x ( BEAM SPAN ` 2 ) _ # OF ANCHORS ANCHOR ALLOWABLE LOAD FIND ROOF WIND LOAD IN DESIGN SPECIFICATIONS ON PAGE 3 BEAM TO FASCIA CONNECTION DETAIL SCALE: 2" = V-0" J n i o W Z U) w o: J Z O w 0 O myU) Z W W i E W p n i CD W W CL 0 rn W W Z Q o f D W O Z O U or a Cr r n Z O< m k U Z Ll.. 0 0 o g U LL u z W o f z J U) N F O a C Q U 3 L z z n F o CC) ao O O rnN U) z J W M u z9 U ZLL#£ W ( Mx C3: FW LL U 2 2 co 0- J CC O 1— m CLL 0 n0 p W C U chiNpo ^ CC i Q W -a x COL LL m0 J mU > O m LLCc F 0 C U D c0 O LLUL Lu m FOZ W wr) J H z w. W a. N 0' w r1 r' A!41.0SEAL' W SHEET W W p t, W co 9 u):, L 08- 12-2010 OF i 0 z0 Crwwzz wW z zw PANELS / ELEMENTS HOST STRUCTURE UNBRA.CED BY HOST STRUCTURE TO BE BRACED O ELEMENTS BRACED BY DIAGONALS BY DIAGONALS IN PERIMETER PANELS (MIN.) ALTERNATE BRACING ELEMENTS BRACED BY HOST Q — — PATTERN, CORNER BRACES STRUCTURE CONNECTION STILL REQUIRED CABLE OR BEAMS AND / OR PURLINS K-BRACING IN WALLS) XN_ A A Z_ 0 J Qa J QO U U)a 2 w m ta EXAMPLE OF ALTERNATING BRACE POSITION CABLE OR TYPICAL LAYOUT CABLE OR K-BRACING BEAMS OR PURLINS K-BRACING IN WALLS) (IN WALLS) ADDITIONAL ROOF BRACING IS REQUIRED FOR ALL SIDE EACH DIAGONAL TO BE WALLS LARGER THAN 4 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) PANELS. NUMBER OF PANELS MEET WALL AT WALL, BRACING EACH #10 S.M.S. (MIN.) SHOULD BE EVEN TO PERMIT AT CORNERS (TYP.) POSITION OF BRACES ALTERNATING POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 1/4" = 1'-0" HOST STRUCTURE TYPICAL LAYOUT ^ BEAMS OR PURLINS WIND BRACING PATTERN TYPICAL FOR EVEN NUMBER OF SIDE PANELS OVER 4 SCALE: 1/8" = 1'-0" HOST STRUCTURE I- Z J 5= a a QO U Wm TYPICAL LAYOUT BEAMS OR PURLINS WIND BRACING PATTERN TYPICAL FOR ODD NUMBER OF SIDE PANELS OVER 4 SCALE: 1/8" = 1'-0" CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTAL ALLOWABLE WALL AREA 3/32" 233 Sq. Ft. / PAIR OF CABLES 1 1/8" 445 Sq. Ft. / PAIR OF CABLES TOTAL WALL AREA = 100 % OF FRONT WALL + 50 % OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA@ 100 % (8' x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50 % (8' x 20') = 80 Sq. FL TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required. b) SIDE WALL CABLES - 7 x 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE " 3/32" ONE PER 233 Sq. Ft. OF WALL 1/8" ONE PER 445 Sq. Ft. OF WALL SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pair of cables for free standing pool enclosures use 100 % of each wall area & 50 % of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional. girt is required between the top or eave rail and the chair rail, then there shall be an additional frontwallcable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. 4. Additional roof bracing is required for all side walls larger than 4 panels. Number of panels shall be even and position shall be alternating. 5. Cables shall be snugged up tight only to not put strain on cables. 5) # 10 S.M.S. (MIN.) 1/ 8"x1-112"x8"FLATB 0. 125" PLATE UT ON 45' ANG E EYE - BOLT OR TE BUCKLE FOR CABLE TE SION DO NOT OVER TIG TEN CABLES SNUG UP NLY STAINLESS STEE (SEE TABLE) PERIMETER F MING A TYPICAL CABLE CONNECTIONSW CORNER - DETAIL 1 SCALE: 2" = 1'-X A USE ( 1) 1/4" x 1-1/4" FENDER WASHER EACH SIDE OF 1" x 2" x 0.125" CLIP AND (4)JB FRAME MEMBER 10 x3/4" S.M.S. EACH SIDE FOR CABLES EITHER A OR B MIN. ( 2) CLAMPS REQUIRED TYP.) MIN. 1/4" EYE BOLT. WELD EYE CLOSED ( TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 2" = 1'-0" 3- 1/2" ASTM A-36 PRESSED d STEEL CLIP MAY BE z SUBSTITUTED FOR ~ 2" x 2" x 0.125" ANGLE a MIN. 3-3/4" 4" NOMINAL) SLAB Oa ° 1 S. S. CABLE @40' -4MAX.MIN. (2) 1/4" OR 5/16"x 1-3/4"ANGLE CONCRETEANCHORSALTERNATE CLIP: j 3" ASTM A-36 >E PRESSED STEEL CLIP a m' a 2 TYPICAL CABLE CONNECTION AT SLAB DETAIL -DETAIL 2 SCALE: 2 V-0" II ' ANCHORPERTABLE9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 118" CABLE SLAB FOR 1/8" CABLE SHALL FOR 3/32" CABLE 5/16" x 2" O HAVE A THICKENED EDGE TO CONCRETE ANCHOR W/ ACHIEVE 5d MIN. AND A 3/8" x Q ui CABLE THIMBLE AND WASHER g 2" ANCHOR (4 0 0 W k aZofwC U) Z o z Q z N W Z Z O O m Z LO Cn U..U)m 'U m J LU ZLLJ Q J E W co 2CL U) W W LIJ Z Q g O W O z o 2500 P.S.I. CONCRETE p U ofLL o n 6 x 6- 10 x 10 WELDED WIRE z O — n , M MESH OR FIBER MESH 5 w OWCONCRETE 4 U) Q fn v a LL Z F- m' W ALTERNATE CABLE CONNECTIONS AT FOUNDATION -DETAIL 2A c _p SCALE: 2" = V-0" U Z F— ILL `o : 0 2 0 - a W W 3- 1/2" 40' TO 50' MAX. 2" x 2" x 0.125" ANGLE z J N t ANGLE TO SLAB 0 Q O Q = CABLE CLAMP 2-114" x 1-1/2"CONCRETE v o ANCHORS ( MIN.) F d SEE TABLE) p CID z OF LTERNATE CLIP: 3"ASTM A-36 ZNOTE: RESSEDSTEELCLIPMAYBEOCDNM7NSUBSTITUTEDFOR2" x 2" x N ? O O RALNOTESANDNwa " 0.125" ANGLE z J W FORNUMBEROFgOOLLWLL v BLES REQUIRED z < z v LLI ? X Oz Z" U) k 7 Z C- m M A-36 PRESSEDW 2 a6z EEL CLIP MAY BE wzQ OvBSTITUTED FORDISTANCEFROMEDGEOFa — W ° — w"xt). 125'ANGLE SLAB = 5(D) OF SCREW C aO CUmU. Q) O LTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B m m. N a a Lu SCALE: 2" = V-0" w d W ro o C L of SELECT ANCHOR FROM TABL o O U> m m 9- 1, MIN. SHEAR 607# FOR F K C C O 3/ 32" CABLE AND 594# FOR 1/80 w t m LL CABLE, FOR 3/32" CABLE (1) z w O S 1/4" x 1-1/2" CONCRETE w W _C5 H z ANCHOR ( MIN.) @ 5d MIN. z fa.,- 0 0 T Z _J N W a / Ow' u- -i Oz_ n z ! O Lh z rn L5 SEAL w SHEET' z 2500 P.S.I. CONCRETE w O 6x 6- 10 x 10 WELDED WIRE W MESH OR FIBER MESH o z CONCRETEWGOzALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C ' p m SCALE: 2" = 1'-0" 08-12-2010 OF O Q DOUBLE COMPRESSION SLEEVES 3" ASTM A-36 STEEL CLIP WITH CONCRETE ANCHORS TO O CONCRETE DECK 2 1/8" STAINLESS STEEL g CABLE 40' TO 50' MAX. 0 o ANGLE TO SLAB 1 I NOTE: 2500 P.S.I. CONCRETE CLIP MAY ALSO BE MOUNTED TO SIDE 6 x 6 - 10x 10 WELDED WIRE OF SLAB. MAINTAIN 2" EDGE DISTANCE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE"CONNECTIONS AT FOUNDATION - DETAIL 2D SCALE: 2" = V-0" CHAIR RAIL 1/4" x 1-1/4" EMBEDMENT EXPANSION BOLT @ 24" O.C. 1. x 2 SOLE PLATE SEE TABLE 1.8 FOR REQUIRED QUANTITY OF 10 x 3/4" S.M.S. K-BRACING CONNECTION DETAILS NOTES: SCALE: 2" = V-0" 1. Can trim plate this area. — 2. Alternate connections use'H' bar cut to fit connections. K-BRACING General Notes and Specifications: 1) The following shall apply to the installation of K-BRACINGas additional bracing to diagonal wind bracing for pool enclosures: a) FRONT WALL K-BRACING - ONE SET FOR EACH 800 SF OF TOTAL WALL AREA TOTAL WALL AREA = 100 % OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100 % (8' x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50 % (8' x 20') = 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 800 SF > 336 SF THUS ONE SET OF FRONT WALL K-BRACING IS REQUIRED. b) SIDE WALL K-BRACING - ONE SET FOR 233 SF TO 800 SF OF WALL.. c) To calculate the required pair of k-bracing for free standing pool enclosures use 100 % of each wall area & 50% of the area of one adjacent wall.' NOTES: 1. K-bracing shall be used for all wind zones of 120 MPH EXPOSURE "C" and higher. 2. Side walls do not require k-bracing until the side wall area is greater than 233 SF. 3. Standard rounding off rules apply. ie: if the number of k-bracing sets calculated is less than 1.5 sets use one set of k-braces; if the number of k-braces calculated is 1.5 sets or greater use 2 sets of k-bracing. EAVE RAIL 1 (4) #10 x 1/4" S.M.S. ORTEK FASTENER TYP. OF CLIP OR FRAME CONNECTION 2" x 2" x 0.044" BRACE (TYP.) TELSCOPING BRACE SYSTEM ALTERNATE K-BRACING CONNECTION DETAILS SCALE: 2" = V-0" NOTE: Alternate connections use W bar cut to fit connections. PURLINS ANCHORED W/ CLIPS OR #10 SCREWS THROUGH PURLINS INTO SCREW BOSSES EAVE RAILS SHALL BE @ POST PER T 1.3 SERIES, STITCHED W/ #10 x 1-1/2" SMS 6" FROM EACH END AND 24" OC MAX. GIRTS ANCHORED W/ CLIPS J OR THROUGH #)0 SCREWS U) c INTO SCREW BOSSESt W _ fik O Z . LL W 0 FRONT AN SIDE BOTTOM J J n Z N RAIL ATTACHED TO r Z 00 CONCRE E W/ 1!4" x 2-1/4" CONC ETE/MASONRY Q ANCHO S @ PRIMARY & 1" x 2" OR 1' 3" Q Z U) EWLJ ' Q E iECFROM EA H POST AND 24" n W _ W rnO.C. MAX. A D WALLS MIN. 1" w W z LL U) FROM EDG OF CONCRETE W W Z Q o 4, .. Qw W O I— C) Z0U d m. .... O U o a . p .. 4.•. e Q. Q-0 4; f.. c- U. 0 PURLIN & CHAIR RAI TAIL w Z LL o SCALE: 2" o W o Z I N o a Q U PURLIN OR CHAIR RAIL LL Z U) ATTACHED TO BEAM OR POST o U) W/ INTERNAL OR EXTERNAL'L' ZOCLIPOR 'U'CHANNEL W/ M SCREW BOS S 4) #10 S S. Z 0 J Lu rNi LL W u- .1C9 ZU a.#`.E. W 'O a x Fd W m LL ai W y 0 n PURLIN, GIRT, CHAIR RAIL SNAP OR S LF MATING x OLL OLL C F - C U i BEAMS LY, o w o '' iio eLIJ m m0 O- LU o M L USNAP_ OR SELF MATING BEAM C!ro ONLY LDJ O FOR WALLS LESS 8" FROM TE TO CENTER OF BEAM CONNECTION OR ui w y @ m 1 ui wZZw ui wUZw 5 LLO ZO Cn Wn- a Z w NF- ETE FASTENER W/ BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAYBE REMOVED AND Z wMBEDMENT@INSTALLEDINPILOTHOLESFD Z W o a CTION AND 24" O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE iu o- 0 w a rn OF THE CONNECTION MUST BE.STRAPPED FROM GIRT TO POST WITH 0.050" x 1-3/4" x 4" STRAPLATE LL a AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT 0 IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED O. I mO THEPOST AND HAVE A TOTAL"(12) #10 x 3/4" S.M.S. O O- PURLIN TO BEAM OR GIRT TO POST DETAIL a SEIt SHEET' Z t7 W w SCALE: 2" = V-0" ui LU LuCD 11m Z m D Z LL 18 Lu m 08-12-2010 OF @ SCREWS OR THRU-BOLTS SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 POST SIZE 2" x _. SEE 1.3 SERIES TABLES MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 2" = 1'-0" 2" x 2" x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3-1/2;/SLAB 2500 P.S.I. CONCVETE6x6-10x10 WEL D WIRE MESH OR FIB MESH CONCRETE ANGLE AS SHOWN ABOVE MAY BE SED TO CONNECT CHAIR AND PURLINS POST SIZE 2" x' SEE 1.3 SERIES 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6* MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. OR THRU PRIMARY ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM TABLE 9.1 i ALTERNATE POS EAM AND PLATE TO C-TIC TE=D I SCALE: 2" = 1'-0" 2" NOMINALFOR WOODKAND THICKNESS) USE OD FASTENERS W/ THESE DET S 1"x 2" EXTRUSR TO CONCRETE WTE ANCHORS OR THRY POST SIZE 2" x _ ANGLE 6" MAX. EOF SEE 1.3 SERIES TABLES EACH @ AX. SELECT CONCRERSFRON 9 MIN. 3-1/2" SLAV 2500 P.S.I. CONCRETE 6 6 - 10 x 10 WELDED WIRE ESH OR FIBER MESH CO RETE 1" x 2' EXTRUSION ANCHOR TO CONC. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. D D POST TO PLATE TO CONCRETE LCALE: 2" = 1'-0" 2" x 2" x 1/8"' INTERIOR U-CLIP OF EITHER 6005 T-5 ALLOY OR _ BREAK FORMED 5052 H-32 OR 34 ALLOY 2-3/8" BRICK PAVERS - THIN SET BETWEEN CONCRETE AND PAVERS ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT CONCRETE ANCHOR SEE SCHEDULE THIS PAGE) 2500 P.S.I. CONCRETE NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION PRIMARY 2" x 2 x 1/8"' ANGLE SEE SECTION 9) CONCRETE ANCHOR THRU PRIMARY ANGLE 1" x 2" BASE PLATE (TYP.) ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT r SCREENI 'd' VARIES PRIMARY 2" x 2" x 1/8-ANGLE 4" SHOWN) EACH SIDE 10 x 3/4" S.M.S. EACH SIDE SEE SCHEDULE THIS PAGE) 1" x 2" O.B. BASE PLATE (TYP.) 5d" MINIMUM EDGE DISTANCE FROM ANCHOR TO OUTSIDE v EDGE OF SLAB BOLT 0 - 5d DISTANCE 1/4" a" 1-v A. 8 c 318" 1 s/9 GRADE 1-1/4" (MIN.) CONCRETE ANCHOR EMBEDMENT MIN.) 5d SIDE VIEW TYPICAL SELF MATING OR SNAP SECTION 1 2) #10 x 3/4" S.M.S. EACH SIDE CONCRETEANCHORS @ 24" O.C. 4' 2-3/8" BRICK PAVERS 7 6" (MAX) MAX. SPACING 24" O.C. THIN SET BETWEEN FOR BOTH SIDES CONCRETE LAYERS MIN.) CONCRETE 2500 P.S.I. CONCRETE FRONT VIEW ANCANCHOR EMBEDMENT 2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVER DETAILS SCALE: 2" = V-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. 2" x 2" x 1/8"' INTERIOR U-CLIP OF EITHER EXTRUDED 6005 SCREEN T-5 ALLOY OR BREAK FORMED d' VARIES ALL CONCRETE ANCHOR BOLTS TO BE 6063 T-6 OR 5052 H-32 OR 34 4SHOWN) RAWL EXPANSION BOLTS OR EQUIVALENT ALLOY 10 x 3/4" S.M.S. EACH SIDE 2- 3/8" BRICK PAVERS II SEE SCHEDULE THIS PAGE) THIN SET BETWEEN CONCRETE AND PAVERS 5d' MINIMUM EDGE DISTANCE FROM ANCHOR TO OUTSIDE EDGE OF SLAB BOLT 0 5d DISTANCE CONCRETE ANCHOR 1/4' 1-1/4". SEE SCHEDULE THIS PAGE) a 8 . 5/16^ 1-5/8" MAx. 2500 P S I CONCRETE a GRADE CA' L NOTE: DETAIL ILLUSTRATES 1-1/4" (MIN.) CONCRETE LLHiittt III TYPICAL 2" x 4' S.M.B. ANCHOR EMBEDMENT 2" x 2". 2" x 3" OR 2" x 4" COLUMN CONNECTION 2" (MIN.) MIN.) 5d HOLLOW SECTION SIDE VIEW SEE TABLES) 2" x2" x 1/8"' INTERIOR U-CLIP MIN. (3) # 10 x 1-1/2" S.M.S. INTO OF EITHER EXTRUDED 6005 TYPICAL SELF MATING OR SCREW BOSSES T-5 ALLOY OR BREAK FORMED SNAP SECTION 6063 T- 6 OR 5052 H-32 OR 34 10 x 3/4" S.M.S. EACH SIDE ALLOY SEE SCHEDULE THIS PAGE) 1" x 2" BASE PLATE (TYP.) MASONRY ANCHOR @ 6" EA. 5d' MINIMUM EDGE SIDE OF POST AND @ 24- O.C. ALL CONCRETE ANCHOR DISTANCE MAX. SELECT CONCRETE BOLTS TO BE RAWL FROM ANCHOR TO ANCHORS FROM TABLE 9.1 EXPANSION BOLTS OR OUTSIDE EDGE OF SLAB EQUIVALENT BOLTO " Sri CISTANCE CONCRETE ANCHORS 1/a" 1-1/a 5/16" 1-5/B' MAX. SIDE WALL HOLLOW POST TO BASE DETAIL @ 24 O.C. SCALE: 2" = 1'-0" PREDRILL PILOT HOLE 4. 1-114" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS 2-3/8" BRICK PAVERS d MIN. f 6" ( MAX.) MAX. SPACING 24" O.C. General Notes and Specifications: 1/2" (MAX.) TYPE S MORTER FOR BOTH SIDES 1. The uplift load on a pool enclosure upright is calculated as 112 the beam span x the beam BETWEEN CONCRETE LAYERS spacing x the screen load of 7# I Sq. Ft. FRONT VIEW ANC (MIN.) CONCRETE 2500 P. S.I. CONCRETE ANCHOR EMBEDMENT EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING 2" x 4" OR LARGER SELF MATING SECTION POST TO DEMPAVER DETAILS OFT USE: 1/2 x 1T-11"x T x 10# / Sq. Ft. = 627.2# UPLIFT SCALE: 2" 2. Table 1.6 of this manual uses the worst case loads for all cases. NOTE: 3. In all cases there must be a primary anchor within &" of each side of the upright. 1. FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. 4. For attachment to wood deck (min. 2" nominal thickness) use wood anchors :vith details shown 2. PREDRILL PAVERS W/ MIN. 1/4" MASONRY BIT: above (min. 1-3/8" embedment). ' FOR UPRIGHTS OF 2" x 9" AND LARGER USE 1/4" ANGLES MIN. 2" x 2" x 0.063" PRIMARY ANGLE G EACH SIDE z SCREE a VARIES #10 x 3/4" S.M.S. EACH SIDE ~' i a s ow SEE SCHEDULE) o 1" x 2" O.B. BASE PLATE (TYP.) O ' 4 5 MINIMUM EDGE DISTANCE E (v z SECONDARY FIRANCHORTOOUTSIDEm02" x ( D - 2 ") x 0.063" ANGLE `r. I ® ® EDG OF SLAB - EACH SIDE OF COLUMN W/ #10f a ® ® 1 BOLT 5d DISTANCE 4d rF ° O S. A. 1I4' 1-1/a" r RRR2 z q SEE SCHEDULETHISPAGE) d 318" 1-7/8" 1-1/Y A G n CONCRETE ANCHOR GRADE W, e SEE SCHEDULETHISPAGE) 1-1/ 4" MI CONCRETE 3 NOTE: DETAIL ILLUSTRATES ANCHOR BEDMENT a m TYPICAL 2" x 4" S:M.B. COLUMN 2500 P.S.I. ONCRETE OR C7 CONNECTION (MIN.) ( M N.) ALTE%'A 2" x _ WOOD Q DECK SIDE VIEW TYPICAL S. . OR SNAP SCREEN SECTION C EUMN 10 x 3/4" .M.S. EACH SIDE CONCR TE ANCHOR THRU (SEE SCH ULE THIS PAGE) ANG OR WITHIN 6" OF UP IGHT IF INTERNAL PRIMAR 2" x 2" x 0.063" ANGLE SC WS INTO SCREW J BOSSES 1" x ASE PLATE P TYP.) jV) W oZ Q Z) CA n Z d . ZOJO cl)ZQ - j NOTE: SELECT CON E 1-1/4" MIN. CONCRETE F W 0LU W0 ANCHOR FROMTABLE9.1 ANCHOR EMBEDMENT r W. W 6" ( MAX.) 6" (MAX.) w W Z LL 2500 P. S.I. CONCRETE MAX. SPACING 24" O.C. Ce W Z Q FOR BOTH SIDES ug 0 Z FRONT VIEW LL U O 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS 2 O w NOTE: SCALE: 2" = V-0" U y Q 1. FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. U. Z Q O 2. PREDRILLPAVERSW/ MIN. 1/4" MASONRY BIT. w I DETAIL ILLUSTRATES TYPICAL U Z I- LL 2" x 4" S.M.B. THRU 2" x 9" SUB Z a C) 5 W CONNECTIONS CONCRETEDECK EDGE LO Q C 2" x 2" PRIMARY ANGLE SCREEN v LL ABSOLUTE MINIMUM EDGE 4 x OF CONCRETE TO C.O. W VARIES 1" FASTENER = 5d tp 9 Sd (MIN.)' A' p 9 O N r° U) zgJ W - V L` 2-1/ 2" (MIN.) g SECONDARY 2" x 2" x 0.063" Z Z LL ANGLE (SEE SECONDARY W Z C m $ ANGLE ANCHORSCHEDULEgFWWmLLma1" x 2" O.B. BASE PLATE (TYP.) AND TABLE 9.1) w z Q O v m 10 x 3/4" S.M.S. (TYP.) C CONCRETE ANCHORS INTO X 0:c OLL n° PRIMARY AND SECONDARY O LL CU d 2"x S.M.B. COLUMN g ANGLES o mix W rniaa MIN. EDGE DISTANCE & O.C. ANCHOR SPACING ANCHOR ALUM. WOOD CONC. 2-1/ 2d 4d 5d 1/4" 5/8" 1' 1-1/4" 5/16" 25/32' i-114" 1-91?6' W r' x` 41 S.M. S. STITCHING SCREWS wa wo m @24' O. C. FOR S.M.B. 0 t.. U SEETABLE 1. 6 FOR SIZE) tY C U o D LL 0 z W m 3/8" 15/ 1(3" 1-1Ir 1-7/a• TOP VIEW POST TO DECK DETAIL ca m w W J SCALE: 2" = 1'-0' Primary and Secondary Anchor Schedule Z C Z W , Z - J w(L ColumnSecondaryAngleMaximumNumberandSpacingAnchorsSizeAngleNumber of Anchors 1l4" - 5/16" 318" 2 x 10 8' 8 6 6 B 1' 5/8' 2' 6 1" 13/16" 3-3116" 4 6 1" 1" 3- 112" 3/ 4" 3. 1 W T I SHEFT Example: O W: Calculate the number of anchors required: 1.5 x beam span 12 x beam sparing x roof wind pressure (PSF) =total #; U if 1.5 x 3072 x 6' x 10 PSF = = 1350# and 1/4" x 1/4" Tapcon in tension @ 5d = 427# / ea. (see table 9.1) Lu then 1350# If 427# / ea. = 3.16 ea. use (3) ea., secondary angle not required FWZ- 1 Actual Edge Distance Example: From edge of concrete to fastener =2" / dia. of 0.25" = 8d W y L Note: U For attachment to wood deck substitute wood fasteners for concrete fasteners & calculate the required number of fasteners using tables LL from Table 9.2 08-12-2010 OF LL n 2 2 U. 2" x 2" x 1/8" INTERIOR U-CLIP OF EITHER EXTRUDED 6005 T-5 ALLOY OR BREAK FORMED 6063 T-6 RO 5052 H-32 OR 34 ALLOY CONCRETE DECK EDGE VA 5d (I 5d DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2"x 9" SUB CONNECTIONS SCREEN Edge Distance BOLT 0 Metal 2-1/2d Concrete 5d 1 /4" 5/8, 1-1/4' sns" 13/16" 1-9116" 3/8" 15/16- 1-7/8- 2-1 2d WALL SCREWS 10 x,3/4" S:M.S. (TYP.) I o (SEE PRIMARYAND 1" x 2" O.B. BASE PLATE (TYP.) 5d SECONDARY ANCHOR SCHEDULE PREVIOUS PAGE) 2-1 2d S.M.S. STITCHING SCREWS 2 " x S.M.B. COLUMN @ 24" O.C. FOR S.M.B. SEE TABLE 1.6 FOR SIZE) TOP VIEW POST THRU PAVER DETAIL SCALE: 2" = T-0" EXAMPLE OF NUMBER OF SRCREWS REQUIRED: ANCHOR LOAD = BEAM / UPRIGHT SPACING x BEAM SPAN / 2 x 10 PSF" = P 1. CONCRETE ANCHORS: ANCHORS ARE IN TENSILE OR TENSION LOAD P / ALLOWABLE LOAD FROM TABLE 9.1 = TOTAL NUMBER OF ANCHORS 2. UPRIGHT WALL ANCHORS: ANCHORS ARE IN SHEAR &THROUGH BOLTS ARE IN DOUBLE SHEAR P / ALLOWABE LOAD FROM TABLE 9.4 = TOTAL NUMBER OF ANCHORS 3. FOR UPRIGHT 2" x 9'-AND LARGER USE 1/4" ANGLES OR U-CLIPS. SEE PAGE 3 FOR ROOF WIND LOAD ALUMINUM FRAME -SCREEN WALL ANCHOR ALUMINUM FRAME TO WALL OR SLAB W/ 1/4" x 2-114" MASONRY ANCHOR WI IN 6" OF POST AND @,24" O.C. MAXIMUM 1) #5 0 BAR CONTINUOUS CONCRETE ANCHORS SHALL CONCRETE CAP BLOCK OR BRICK (OPTIONAL) 8" x 8" x 16" BLOCK WALL MAX.32") 1) #4 BAR @ CORNERS AND 4. "x" O.C. FILL CELLS AND o OPTIONAL BRICK PAVERS 6" ad OR 121" OR 12 6" OR 12" x" ALUMINUM STRUCTURE 16' MAX. HEIGHT SIDE WALL ONLY) FOOTING 2500 PSI CONCRETE W/ (1) #50 OR (2) #30 CONT. BARS MIN. 2-1/2" OFF GROUND RIBBON FOOTING -TYPE 1 SCALE: 1/2" = V-0" ALUMINUM STRUCTURE ALL FRONT WALLS) FOOTING 2500 PSI CONCRETE W/ (n1) #30 OR (n2) #50 BARS CONTINUOUS BARS MIN. 2-1/2" OFF GROUND RIBBON FOOTING - TYPE 2 Allowable Beam Span for Wind Zone & EXDDSure Catedory SCALE: 1/2" = V-0" Ribbon Footing Data 100.125 MPH 126-134 MPH 135-144 MPH 145-15OMPHI Areas sq. in• Depth x n1• n2" B C B C B C B C Footing - Steep8"8"1 15.4' 12.8' 15.4' 11.0 12.8' 9.5' 110' 8.5' 64 - 0.1212" M21Y21230192' 23 0 16.5' 19.2' 14 4' 16.5' 12.8' 72 0.13 8' 12" 2 1.: 23 0 19.2' 23 0 165' 192'14 4' 16.6 12:& 72 0.1312" 12" 3 2 240 0.0' 240 171' 17T, 750 1Z:1' 13.3' 144 0.26 12" 16" 3 _ 2 36 0 26.6' 31 9 21.9' 25.6' 19 2 21.9' 17.1' 192 0.35 4 2 - 12" 18" 3 2 37 9' 30.0' 36.0' 25.7' 30.0' 22 5'. 25.T 20.V 216 0.39 4 2 12" 24" 4 3 48 0' 40.0' 48.0 34.3' 4o.5' 30.0' 34.3' 26.T 288 0.52 2 12 30" 4 3 57 6' 48.0' 57.6' 41.1' 48A' 36.0' 41.1 32.0 360 0.65 3 12"' - 36" 5 4 69.1'. 57.6' 99.1' 49.4' 57.6' 43.2' 49.4' 38.4' 432 0.78 9 Nominal 4" Slab 100-125 MPH 126-134 MPH 135.144 MPH 145-150 MPH Depth e c B c e c B c 3-1/2" 50.4' 42.0' 1 50 4 36 0 420- 31.5' 36.0' 28.0' n2 = number of #50 bars @ 0.31 sq. In grade 60 steel UPRIGHT SIZE VARIES 2" x 6" SHOWN) SLOPE OF GRADE MUST BE FLAT FOR AT LEAST T FROM OUTER SURFACEOF FOOTING EMBED1NTO CONC. THROUGH "H" VARIES I .. KNOCK OUT BLOCK TOP CAP BLOCK OR BRICK 1-1/2" COURSE W/ 2500 PSI PEA MIN. I ROCK CONCRETE GRADE MAX. DECK OR GROUND LEVEL DIFFERENCE t 8" C GRADE e. - - - 18 8' MIN. < I - "W" Knee Wall Table H t" W N X 3 _.._ 32" 4" 12" 3 2 10'-0" 40' 4" 12" 3 2 8'-0" 48" 8 18' N/A 3 6'-0" 56" 8" 18" N/A 3 4'-0" 64" 12" 24" N/A 3 2'-8" 72" 12" 30" N/A 4 1'-8" RIBBON FOOTING OR MONOLITHIC IF MONOLITHIC SLAB IS USED (SEE NOTES OF DETAILS THIS PAGE) N") #5 0 BARS MIN. 2-1/2" OFF GROUND KNEE WALL FOOTING FOR SCREENED ENCLOSURES SCALE: 1/2" = 1'-0" . SEE POST TO DECK DETAILS ON PREVIOUS PAGES 30 BARS HORIZONTALLY CONTINUOUS @ 12" O.C. MAX. 30 BARS VERTICALLY CAGE STEEL @ 12 O.C. MAX. Hz• I .. I• H1 = H2 = 24' MAX. ' J.0 MIN. TO MAX. COVER (TYP.P. ALL AROUND) 12" MIN. TO 18" MAX. RETAINING WALL FOOTING - DETAIL 1 SCALE: 1/2" = T4' SEE POST TO DECK DETAILS ON PREVIOUS PAGES UPRIGHT SIZE VARIES 2" x 6" SHOWN) 30 BARS HORIZONTALLY CONTINUOUS @ 12" O.C. MAX. BEND (1) #30 BAR INTO 32" OF SLAB @ 24" O.C. 1 #30 BARS VERTICALLY CAGE a, d STEEL @ 12" O.C. MAX. 2" MIN. TO 2-1/2" MAX. COVER (TYP. ALL AROUND) 8"MIN. Is. 12" MIN. TO 18" MAX. RETAINING WALL TO FOOTING - DETAIL 2 SCALE: 1/2" = 1'-0- 24" MAX. GRADE 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ALUMINUM FRAME SCREEN ROWLOCK INTO FIRST WALL COURSE OF BRICKS CAP BRICK ALTERNATE CONNECTION OF BRICK KNEEWALL TYPES' SCREENED ENCLOSURE FOR MORTAR REQUIRED FOR36" OR OTHER NON- MAXBRICK STRUCTURAL LOAD BEARING BRICK WALL KNEE WALL 4" (NOMINAL) PATIO1"WIDE x 0.063"THICK STRAP @ EACH POST FROM POST TO Lie. CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND 1) 1/4" x 1-3/4" CONCRETE d 3) #30 BARS OR (1) ANCHOR TO SLAB OR 50 BAR W/ 2-1/2" COVER FOOTING TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1 /2" = V-0" I, (1) #5 BAR CONT. 3 #3 BAR CONT. OR 1 # 3 BAR CONT, OR J j 0 y w o 1" PER FT: MAX. FOR 3-1/2 (TYP (1) #5 BAR CONT. _ ° Z W o k2'-0" MIN. °< ALL S BS) e' a' p BEFOR - 12" wo wZwESLOPE 8" Z c z Q d N Z 0 Lum rD 0 Ur _i U ~ LLl 6" 1 a U) mWWXaE cwiZ TYP TYPE II TYPE III w o W X F J NO FOOTING MODERATE BACK SLOPE FOOTING STEEP SLOPE FOOTING 2 fA 0 g0-2"/ 12" 2" / -12" -1'-4" > V4" rn W Notesforallfoundationtypes: Q o WQ' o 0 z 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing; capacity of w v F- of U ZO v O soil shall be verified prior to placing slab by field soil test (soil penetrometer) or a soil testing lab. O V U LL o 2. The slab / foundation shall be cleared'of debris, roots and compacted prior to placement of concrete. M 0 U U z 3. No.footing is required except when addressing erosion until the slab width in the direction of the primary 0 c 0W _ 2 w beams exceeds the span per table on to the left, then a type II slab is required under the load bearing wall only - IY fn 2 Z unlessthesidewallexceedsmaximumheightoftablesinwhichcaseatype11footingisrequired. LL Z E- In w 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10welded wire mesh or 0 Q v k crackcontrolfibermesh; Fibermesh® Mesh, InForce- e3- (Formerly Fibermesh MD) per manufacturers LU I- LJL o z;'. 0Zspecificationmaybeusedinlieuofwiremesh. All slabs / footings shall be allowed to cure for 7 days before p a W installinganchors. " z 2 W o F 5. If local codes require a minimum footing use Type II footing or footing section required by local code: Local Z J co N codesgovern. O Q O SLAB - FOOTING DETAILS a USCALE: 1/2" = V-0" 1i F l'- zIt ro t o a z CD 2Nn mtoLL 0 NEW SLAB112" 4" z EXISTING SLAB k Z a1; W .': F x E mO 3 10: c Q. W m. LL 6 Z 30 RE -BAR DRILLED AND LL a Ir o r ° W EPDXY SET A MIN. 4" INTO X W 30 1:- MIN. 1) BAR EXISTING SLAB AND A MIN. 4"j CONTINUOUS05 o a O INTO NEW SLAB 6" FROM w m o _n Co o a. EACH END AND 48" O.C. w i N W o L W OfDOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB 0 ° 5 > o m cURoOr SCALE: 3/4" = T-0" t- c U. z m z W w Za 1 o 5, 61 L Z.. a o N w LL 1 7 III w ao O cic W z w SEAL 0 D_ OSHEET z U J V, Q O 13 z 0 z Luw Q lLLL 18 w m 08- 12-2010 .OF T 2.00" A = 0.423in 2 0.043" 1Ix = 0.233 in' Sx = 0.233 in.3 6061 - T6 2" x 2" x 0.043" HOLLOW SECTION SCALE 2" = T-0" 200 A = 0.580 in' o o Ix = 0:683 in' 0.045" M Sx = 0.453 in? 6061 - T6 2" x 3" x 0.044" HOLLOW SECTION SCALE 2" = T-0" 2.00" I o. A=0.745in? 0.050" * Ix = 1.537 in' I Sx = 0.765 in? 6061 - T6 2" x 4" x 0.050" HOLLOW SECTION SCALE 2" = V-0" 2.60" I I 0 A = 1.005 in.' L i 0:060' Ix = Sx 1:1.26268 in' 6061 - T6 2" x 5" x 0.060" HOLLOW SECTION SCALE 2" = T-0" 3.00" A = 0.543 in? Ix = 0.338 in' 0.045" c' Sx = 0.335 in' k 6061 - T6. 3" x 2" x 0.045" HOLLOW SECTION SCALE 2" = T-0" 3.00^ A = 0.826 in? 0.070" o Ix = 0.498 in' n . Sx = 0.494 in.- 6061 - T6 3" x 2" x 0.070" HOLLOW SECTION SCALE 2" = V-0" 2.00" f A = 0.868ir? Ix = 2.303 in' o Sx = 1.142 in.' 6061 - T6 NOMINAL, THICKNESS: 0.045" WEB, 0.044" FLANGE STITCH W/ (.1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 4" x 0.045" x 0.043" SELF MATING SECTION SCALE 2 T-0" 2.00" I I A = 1.049 in? Ix = 4.206 in' 0 Sx = 1.672 in.' 6061 - T6 4 NOMINAL THICKNESS: 0.050" WEB, 0.058"FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 5" x 0.050" x 0.058' SELF MATING SECTION SCALE 2" = V-0 2.00" I A= 1.187 in? Ix 6.686 in' Sx 2.217 in' 6061 - T6 NOMINAL THICKNESS: 0.050" WEB, 0.060" FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 6" x 0.050 x 0.060" SELF MATING SECTION SCALE 2" = T-0" 2.00" o A.= 1.351 in? n. Ix = 9.796 in.., Sx = 2.786 in? 6061 - T6 NOMINAL THICKNESS: 0.055" WEB, 0.060" FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 7" x 0.055" x 0.060" SELF MATING SECTION SCALE 2" = V-0" 2.00~ ro A = 1.880 in.' Ix=17.315in' Sx=4.312in' 6061 - T6 NOMINAL THICKNESS: 0.070" WEB, 0.1.12" FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 8 x 0.070" x 0.112" SELF MATING SECTION SCALE 2"= T-0" 2.00" 0 A = 1.972 in? Ix = 21.673 in' Sx = 4.800 in? 6061 - T6 NOMINAL THICKNESS: 0.070' WEB, 0.102" FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.070" x 0.102" SELF MATING SECTION SCALE 2" = V-0" 2.00" o A = 3.003 in? Ix = 42.601 in' Sx = 8.493 in' 6061 - T6 NOMINAL THICKNESS: 0.090" WEB, 0.187" FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD@ 12" O.G. TOP AND BOTTOM OF EACH BEAM 2" x 10" x 0:090" x 0.187" SELF MATING SECTION- SCALE 2" = V-0" o A = 1.071 in? n 4v Ix=2.760in. ' Sx = 1.096 in? 6061 - T6 NOMINAL THICKNESS: 5. 00-__ 0.070" TYPICAL 5" EXTRUDED GUTTER SCALE 2" = T-0" J W o w a co Z U) ZO_ Q W 0 z J I- m NU Q ZW W W n- m; m w w c.> Q _ a it v, WILL. WWZ, Z, m cg a W Q Q HUN m O z 2 U U W U` O [ 0 o n WWQQ s- to W U. 2 Z Q W m z RAISED EXTERNAL IDENTIFICATION MARK TM F Z fLL U wE FOR IDENTIFICATION OF EAGLE 6061 W o w ALLOY PRODUCTS Q U N F SCALE 2",.= 1" LU O z a F z O Vr0 I0 F- a LLrn Z N a z EAGLE 6061 ALLOY IDENTIFIERTM INSTRUCTIONS W J n CO LL. uu', '' J w FOR PERMIT PURPOSES. Z O W a m X E o z0 d W m w m 3 To: Plans Examiners and Inspectors, W i Q 00 z These identification instructions are provided to contractors for permit purposes. The detail below illustrates 0 c~i C t~j t- 0w our unique " raised" external identification mark (Eagle 6061-) and its location next to the spline groove, to 6061 0 z J DZ.)o a CO - . p signify our alloy extrusions. It is ultimately the purchaser's / contractor's1-- responsibility toensurethafthey0N b = 0 proper alloy is used in conjunction with the engineering.selected for construction. We are providing this W z W , o a W identificationmark to simplify identification when using our 6061 Alloyproducts. mF 0 a). J mw A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is' b w E Co O purchased. This should be displayed on site for review at final inspection, w LU 3 F The inspector should look for the identification mark as specified below to validate the use of 6061 Q J H z engineering. r7 ul wa c W. 1;. O Q 1 az W, i' 0 z y Q Aw O w SHEET . i,.. z EAGLE 6061 I.D. J W 7. DIE MARK w N 1-4 z W 18 08-12- 2010 OF 0 Table 1.1 110 Allowable. Beam Spans E 6061 Eagle Metal Distributors, Inc. Aluminum A!!oy 6061 T-6 For 110 MPH Wind Zones, Exposure "B" and Latitudes Below 300-30'-00" North (Jacksonville, FL) IInifn i-= - -of inn -n •111 nn""re: i ,-n.iA"r Hollow Sections Tritiuta Load Width'W' =Beam S acin 3'-0" 4'-0" 5'-0" 6'-0" 7'-0"1 8'-0" 1 9'-0" Allowable S an'L' I Point Load P or Uniform Load U bending b deflection d 2" x 2" x 0.043" 5'-9" - Pd 1 5'-9' Pd 5'-9' lPd 6-9' 1Pd 5'-9" lPd 1 5'-9" IPd 1 5'-9" Pd 3" x 2" x 0.045" 6'-9' 1Pb 1 PPd-. Pb 6-9" Pb 6'-9' PPPddb Pb x 2" x 0.070" 8'-3 Ptl 3' 8'-3" 3'P d3" 3 3' Ed 2" x 3" x 0.045" 9-9" Pd 9'-9' Pd 9'- 98 9'-"Pd9' 9'-'Pd9 9 9' Pd 4" x0.050 14-8"P 4- P 1-8 Pd 14'-8" PPbd 164-'$ 9'' 1684''-'-93`' d x 0 2 Pd 211` I 0'-9'2"5.060 Ud 19'-8" Ud 8'-10" Ud 18'-1' Ud Self Mating Sections - Tritiuta Load Width'W' = Beam Spacing 3'- 0" 4'-0" 5'-0" -. 6'-0" T-0" 8•-0" 9'-0" Allowable S an'L' I Point Load P or Uniform Load U bending b deflection d 2" x 4" x 0.048" x 0.109" - 18'-11" Pd 18'-11" Pd 18'-11" Pd 18'-11' lPd 1 18'-4" Ud 1 17'-6" 1Ud 16-10" Ud 2" x 5" x 0.050" x 0.131" 22'-10" Pd 22'-10' Pd 22'-10" Pd 21'-10- Ud 20'-9" Ud 19'-10" Ud 19'-1" Ud 2" x 6" x 0.050" x 0.135" 29'-l" Pd 29'-7" Pd 27'-3' Ud 25'-8" Ud 244" Ud 23'-4" Ud 22'-5" Ud 2" x 7" x 0.055" x 0.135" 35'4". Pd 33'-5' Ud 31'-1- Ud 29'-2" Ud 2T-9" Ud 26'-6' Ud 25'-6" Ud 2" x 8" x 0.070" x 0.239" 45'-5" Ud 41'-3" Ud 38'-3' Ud 36'-0' Ud 34'-3" Ud 32'-9' Ud 31'-6" Ud 2" x 9" x 0.070" x 0.219" 49'-3" Ud 44'-9' Ud 41'-6' Ud 39'-1" Ud 37'-2" Ud 35'-6" Ud 34'-2' Ud 2" x 9" x 0.082" x 0.321" 53'-l" Ud T7-3' Ud 4'-10' Ud 42'-2" JUd 40--1" Ud 38'4' Ud 6'-10" Ud 2" x 10" x 0.090" x 0.389" 57'.5" Ld 56'-2' Ud 52'-2' Ud 49'-1" Ud 46'-T Ud 44'-7" Ud 2'-10" Ud Note: 1. Thicknesses shown are *nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a maximum upright height of16'. Structures larger than these limits shall have site specific engineering. 3. Span is measured from center f m - poceeobeeand upright connection to fascia or waltconnection. 4. Above spans donot 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. 1 _ 5. Tables are based on a maximum wall height of 16' including 4' max. mansard or gable. ' 6. Spans may be interpolated 7. To convert spans. to 'C" and "D" exposure categories see exposure multipliers and example on Table 1B Page 3. Table 1. 2 110 Allowable Purlin Spans E 6061 Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 110- MPH Wind Zones, Exposure "B" and Latitudes Below 3W.30'-00" North (Jacksonville, FL) Uniform Load"= 4 #ISF, a Point Load of 300 # over j1) linear ft. is also considered Hollow Sections _ Trbuta toad Adth'W' in=PurlinS ac3'-6" 4'-0" 4.6" 5'-0" Allowable Span V I Point Load P or Uniform Load U bending h deflection fdl 2" x 2" x 0.043" 6-9 Pd 5'-9" Pd 5'-9' Pd 5'-9" Pd 5'-9" Pd 5'-9" Pd 5'-9" Pd 3" x 2" x 0.045" 6'-9" Pb 6'-9" Pb 6'-9" Pb 6' 9' Pb 6'-9' Pb 6'-9" Pb 6'-9" Pb 3" x 2"-.x 0.070' 8'-3" Pd 8'-3" Pd 8'-3- Pd 8'-3" Pd 8'-3" Pd 8'-3" Pd 8'-3' Pd 2" x 3" x 0.045" 9'-9" Pd 9'-9" Pd 9'-9" Pd 9'-9' Pd 9'-9' Pd 9'-9' Pd 9'-9" Pd 2"x 4" x 0.050" 14'$" Pd 14'$7 Pd 14'-8" Pd 14'-8" Pd 14'-8" Pd 14'-8" Pd 14'$" Pd 2" x 5" x 0.060" 21'-t" Pd 21--1" Pd 21'-1" Pd 21'-1" Pd 21'-1' Pd- 20'-9" Ud 20'-0" Ud Hollow Sections Tributy Load Width W = Purlin S acin 6" 4' 1" 4'•6" 5'-0' S'$" Allowable S an'L' /. Point Load P or Uniform Load U bending b deflection d 2" x 2" x 0.043" 8'-2" jPb 8'-2" Pb 1 &'-2" jPb 1 8'-2" Pb 8'-2' Pb 8'-2" Pb 8'-2" Pb 3".x 2";-x0.045" 8'-5' Pb 8'-5" Pb 8'-5' . Pb 8'-5' Pb 8-5" Pb 8'-5' 8'-5" Pb 3" x 2". x 0.070" 12'-0' Pd 12'4" Pd 12.4' Pd 12'4" Pd 12.4" Pd 12'4" 12'4" Pd 2" x 31x 0.045"14'$' Pd 14'$" Pd 14'-8' Pd 14'$" Pd 14$' jPd 14'$' Pd 2".x 4"<x 0.050" - 21'-t t" Pd 21'-11' Pd 21--11" Pd 21'-11" Pd 21'$" 11 20'4' 19'-1' Ub 2" x 5" z 0.060" - 31'-T. Pd 3P-7" Pd 30'-7" Ud 29'$" Ud 28'-3' Ub 6'-11' Ub 25'4" I b Note: ' 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040'. 2. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Tables are based on a maximum wall height of lF including a 4' max. mansard or gable.. 4. Spans may be interpolated. 5. 2" x 4" & 2" x 5" Hollow. Girls shall be connected w/ an internal or external 1-1/2" x 1-1/2" x 0.044" angle. 6. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on Table I Page 3. CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE. FOR BEAMS. Table 1. 3 110 E 6061 Allowable Upright Heights Eagle Metal Distributors, Inc, Aluminum Alloy 6061 T-6 For 3 second wind gust at velocity of 110 MPH, Exposure "B" or an applied load of 13 #/Sq. M Hollow Sections Tritiuta Load Width'W'=U rihtS acin T-O- 4'- 0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" Allowable Height H" I bending b deflection d 2" x 2" x 0.043" 7'-5" d 6'$' 1 d 6'-3' Id 5'-10' I d 1 5'-7' 1 d 1 57-2' b 4'-10" b 3" x 2" x 0.045" 8'4" 1 d 7'-7". 1 d I T-1" I d 6'-5' lb 6-10' 1 b 1 5'-5" 1 b 5'-0" b 3" x 2" x 0.070" I'dd' d 7' -1' d !".-,I d 6$" d x3" x 0. 045 79'-5"dd8'-77"ddT-1 0'-7" 11. 2" B$iT7'-10" lb 1 T-3' lb 1 6'-9" b 2" x 4" x 0.050" - IT-1 0" d 117-7" I d 11 V-8- Id 0--11' 1 d 10'4" lb 1 9'-7` b 8'-11" b 2" x 5" x 0.060" 1T-8" Id 16'-0" id 14--11' Id 14'-0" Id 13'4' 1 d 12'-T In 11'A" Ih Self Mating Sections Tritiuta Load Width ' W'=Upri ht Spacing T-0" 4'- 0" 5'-0- 1 6'-0" T-0" 1 8'-0" 1 9'-0" Allowable Height H" I bending bI, deflection d 2" x 4" x 0.048" x 0.109" 16'-5" d 4'-11' d I T-10" d 2'-10' b 11'-10' b l l'-1' b 10'-5' b 2" x 5" x 0.050"x 0.131" 19'-5" d 16'4' d 15' 5" b 14'-7- b 13'-11" b 13'-0" b 2" x 6" x 0.050" x 0.135" 22'-10" b 19' l" b IT-1 1" b 1T-1" b 6'-0" b 15'-1" b 2" x 7" x.0.055" x 0.135" 25$" - b 21'-8' b 20.4' b 18' 9' b 1 T$" b 16-6" b 2". x 8" x 0.070" x 0.239" 30'-8" d E33 25'-10" d 24'4' d 23'-1- d 22'-1' d 21'-0" b 2" x 9" x 0.070" x 0.219" 33'-3" d 28'-1' d 26'-5' d 24'-7" b 23'-0" b 21-8" b2"x9"x0.082" x 0.321" 35'-10" d 30'-3" d 28' 3 d 2T-0" d 26-10" d N-10" d2" x 10" x0.090" x 0.389" 41'-9" d 35'-2' d 33'-2'. d 31'-6" d 30'-1' d 28'-11" d Note' 1. Thicknesses shown are "nominal' industry standard tolerances. No wall thickness shall be less than.0.040". 2. Using screen panel width'W select upright length'H'. 3. Above heights do not include length of knee brace. Add vertical distance from upright to center of brace to beam connection to the above spans for total beam spans- 4 . Site specific engineering required for pool enclosures over 30' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044" min. and set Q 36" in height are designed to be residential guardrails provided they are attached with min. ( 3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Max. beam size for 2" x 5" is 2' x 7" x 0.055' x 0.120" 8. Spans may be interpolated. 9. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on Table 1 B Page 3. 10. For patio decks 30" above grade and less than 1 story in height, screen meets the criteria for use as pickets. Table 1.4110 E 6061 Allowable Post / Girt / Chair Rail / Header Spans & Upright Heights Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 . For 3 second wind gust at a velocity of 110 MPH, Exposure "B" or an applied load of 13 # / sq, ft. A. Seetin . A. ranri,n"•i. e . ___ _ Hollow Sections Tribute Load Width ' W - Member Spacing T-6" 4'- 0"1 4'-0" 1 5'-0" 1 5'-6" 6'-0" 6'$" Allowable Hei ht " H" or Span "L" I bendin b deflection d 2" x 2" x 0.043" 7' 0" d 1 6-9' 1 d 1 T-5' d 6'-3' Id 1 6'-0' 1 d 5'-10" d 5'-8' d 3" x 2" x 0.045" T-11" tl 1 T-7" d T-3" d T-1" 1 d 1 6'-9".- b 1 6'-5' Itil 6'-0" b 3" x 2" x 0.070" 9'-0' d 8'-8" d 8'-3" d B'-0" d 7'-9" tl 1 T-T Idl T-3" d 2"x3"x0. 4.' O S 10'-0" d 9'-7' d 9'-2" d 8'-11" d 8'-B' d 8'-5' 0.062" - 10'- 9" d 10.4" d 9'-10" d 9'-7' d 9'-3" d 9'-0" d 8'-6" b 2" x 4" x 0.050" IT-2" d 12'-7" d 12'-0" d 11'$' d 11'4' d 0'-11" d 10'-T d 13'-2" d 12'-7- d 12--1' d 11'-9" d 11'4" d l l'-0" I d 10'-8" d 14'-6" d 3'-10" d IS-3" d 2'-10' d 12'-5" d 12'-1' Id 1 l l'$' d d 16'-0" d 15'-4" ld 4'-11" d 14'-5" d 14'-0" d 13'-6" d 19'4" tl 18'- 6' d 1T 8' d 1T-T d 16'-7" d 16-2" d 15'-7" d Hollow Sections Tributary Load Widthember S acin 3'-6" 1 4'-0" 4'-6" 5'-0" 5'-6" 6'-0^ 1 6'$" Allowable Heii ht "H" or Spain L" I bending b deflection d 2" x 2" x 0. 043" 9'-5' Td 8'-11' b 1 8'-4" lb 7'-11' b 1 T-6' 1 b 1 7'-2" 1 b 6'-9" b W x 2" x 0. 045" 9'-9' b 9'-1' b 1 8'-5- b 7'-1 V b. 7'-7" b T-2" b 6'-9" b 3" x 2" x 0. 070- 12'-1" d 11'-7- d l l'-1" d 10'-9' d 10'-5- d 10'-1" d 9'-9". d- 2- x 3" x 0. 045" I T4" b 12'-6" b 71'$" b 1 T-2" b 10'-8- b 1077 b 9'-7" b 3" x 3" x 0. 062" 1T-7" b 12'-7" b "--8" b l l'-2" b 10%7" b 10'-1' b 9'-6" b 2" x 4" x 0. 050" 1T-3" b 16'-1' b 4'-11" b 14'-3' b..13'-6' b 2'-11" b 12'-2" b 3" x 3" x 0.090" 17'-8' d 1' d 16'-2" d 15. 11. d 15'-2' d 14'-9' d 14'-3" b d[6'-l 18'-T d 1T- 9" d 1T-3" d 16'-8' d 16'-3' d° 15'$" d 18'-9- b 7'-10- b 17'-P b 16'-2" b 4" x 4" x 0.125" 5'-10' d 24'-9' d 23'-7' d 2'-11' d 22'-3" d 21'-7" d 0'-10" d 1 Thicknesses shown are 'nominal' industry.standard tolerances. No wall thickness shall beless than 0.040". 2. Using screen panel width 9M select girt lengths. 3. Site specific engineering required for pool enclosures over 30' in mean roof height: 4. Span/height is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2' x 2' x 0.044" min. and set Q 36" in height are designed to be residential gardrails provided they are attached with min. (3) #10 x 1-1/2' s.m.s. into the screw bosses and do not exceed 8'-0" o.c: - 6. Girt spacing shall not exceed 6'- 8". - 7. Max. beam size for 2" x 5" is 2' x 7" x 0.055' x 0.120" - 8. 2" x 4" & 2' x 5" hollow girls shall be connected w/ an internal or external 1-1/2" x 1-1/2" x 0.044" angle. 9. Spans/heights may be interpolated. 10. To convert spans to,"C" and " D" exposure categories see exposure multipliers and example on Table 1 B Page 3 Table 1.5.2 110 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members 110 E 6061 - Both Ends of BeamAttachedtoHostStructure (Not Axially Loaded) Eagle. Metal Distributors, Inc. 110 MPH) Aluminum Alloy 6061 T-6 - - for Areas with Wind Loads up to 110 M.P.H., Exposure "B" and Latitudes Below 30*-30'-00" North (Jacksonville, FL) Uniform Load = 4 Wft., a Point Load of 300 # over 111 linear ft is Ml "nn.id"r"a - - - - Single Self -Mating Tribute Load Width 10'- 0" 14'-0" l8'-0" 22'- 0" 26'-0" 30--0" 1 34'-0" 38'-0" 42'-0" T 46'7 1 50'-0" 1 54--0" Beams Allowable Span 'L' I Point LoadPorUniformLoadUendingbbdeflectiondx4" ix 0.044" x Q. 100" SMB 76'-3" U „ d 14'-6 U „ d 13',-4U . d. tp-6U d 11'-10U „ d 11'-3U , b 10'-7U b 10'-0U b 9'-6U 6 9'-1U 8--9 U , U 8'-5 x 5" x 0.050" x 0. 116' SMB 16'-5' U „ d 16'-5 U „ d 15--2U „ d 14'-2U d 13'-5. U d 12'-6U , b 11--9U „ b 11'-1U„ 0 10'$ U , b 10'-1 bU „ 9'-8b b U U 94 x 6" x 0. 050" x 0. 120" SMB 21 -8". U " d 19 4-. U d 17 -9U „ d 16 -8U d 15'-7- U b 14'-6U b 13'-8U 12%11 U , 12'-3 U " 11'-9 b U „ 11--3 b b U U 10'-10. x 7" x D.O55" x 0. 120" SMB 24'-8' U„U d 22'-0 U d 20'-3 d 18'-11 , Ud1T-7' U b 16'4U ,U 15'4b 14'-1.b b U 13% 10 b U IT- 2 b b b U 2 x 8" x 0.072" x0. 224" SMB 30'-5" U „U d 2T-2 d 4'-11 U „U d 23'4 d 22-1" Ud0'-11 b U „U h. 19'-8 b U 18'-7 1 T-8 , U b 16'-11 3#-1 b U 7 x9"x0. 072"x0. 224". SMB2'- 11'd U „U 29'$ d 2T-1 „UUd 2511.d 3'-11 U ,Ub22'4 b 0'-ii b 0 b U 18'-10 b U 18'- 0 b 8 „U x 9" x 0. 082" x 0. 306" SMB 35' 7" U „U d 31'-9 d U 29'-3 d 27'4 „U d26-10 U „U d 24'-8 23'-6 ,U td b U 21'-1 U 20'-2 19' 4 „U b U 18'-8 x 10" x 0. 092" x 0. 374" SM B 41 -5' U ,U d 6 -11 d 34 -0 „UU1'-10 30'-1' d U „U 28'-8 2T$ „U b b U25'-2 24'-1 b U „ Ubb 0 d d d. d b b, b23'-1 b 22 -2 b Double Self -Mating Tribute Load Width 10'- 0" 14'-0" 18'-0" 22'- 0" 26'-0" 30'-0" 34'-0" 38'-0". 42".. 46'-0" 50'-0" 54'•0" Beams Allowable S an'L' /.Point LoadiPI or Uniform Load U bending b deflection ell 2) 2". x 8" x 0.072" x 0.224" 38%3" d 34'-3" d 31'-6' d 29'-5" d 7'-10 Li 26'-6" d 25'-5" d 24'$" d 23'-9" d 1 23'-0- d 22'-5" d 1'- 10 d. 2) 2" x 9" x 0.072" x 0.224" U 47'$" d U 3T-2. d 34'- 2 U Ud1'-17 d U 30'-3" d U 8'-10 27'- 7" UMU U 25'- 9 24'-11 „U 244 „U 23 $ „U 2) 2" x 9" x 0.082" x 0.206" 10' U 40'-1" U d 6' U 34.'-5' U 32'-7" U d 31'-1" U dd 2g,_g, UU d 2T-9" 1J P6'-11' d U26'- 2" d U25'$" b 0. 374" 52'-2„ U46'- 7„ U. d d 7-10' d d U40'-1" U d T-11 U: d 36-2' U. dd 34'-8. UU d 32'-4" U' 31'-0" d U 3"U U d Note: d d d d d1 d d d d 1. n is recommended that the engineer be consulted on any carrier beam that spans more than 50" 2. Span is measured from center of connection to fascia or wall connection. 3. Above spans do not include length of knee brace. Add horizontal distance from upright to center of times to beam connection to the above spans for total beam spans. 4. Spans mayinterpolated. 5. To convert spans to "C" and " D" exposure categories see exposure multipliers and example on Table 1B Page 3 Table 1.5.1 110 Allowable Spans for. Miscellaneous Framing Beams as Supporting Screen Roof Frame Members 110 E 6061 One End of BeamAttachedtoHostStructure (Axially Loaded) Eagle Metal Distributors, Inc. 110 MPH) Aluminum Alloy 6061 T-6 for Areas with Wind Loads up to 110-M.P.H., Exposure "B" and Latitudes Below 30"-30'-00" North (Jacksonville, FL) Uniform Load = 4 #/ft., a Point Load of 300 # over Ill linear ft- I. Single Self -Mating Beams Tribute Load Width 11111 14'-0" 18'- 0" 22'-0" 26'-0" I pe 34'-0" 38'-0" 42'-0" 1 46'-0" 1 50'-0" 54'-0-- Allowable S an'L' I Point Load IPI or Uniform Load (I.A.hending b deflection d x4"x0.044"x0.100"SMB- 16'- 3" U „ d 14'$ U , d 13'4 Ud t1'-11U b 10'-9' U - b 9-]0U b 9-0U b 8-0u b 1-9u b T-3U " b. 6-9u U b 6'4 b x.5'x0. 050"x0.116"SMB 18'-5" d U „ 16'-5 U d 14'-11U LI b 13'4 b 1Z-0" Ub10--11 U , b 10'-2U b 9'-5U b 8'-9U -. b 8'-2U b T$- tiU T-2" bb xb" x 0: 050" x0.120" SMB 21'-8" d 19'4'. d 1T-8" b 15'-9` b 14'-3" b l3'-0" b 12'-1' b 11'-3' b 'a-6- b. 9'-10- d 9'-3" b g'_9" b x 7" x 0.055" x 0. 120" SMB 24'$' d U ,u 22'-0 cl u 19'- 11 b 1T-10 b. u16'-3" u b 14'-11u u b 13'-10 b 17-10 bu12'-1 U b 11'4U b 10'-9u u 0 10-2 to x8"x 0. 072" x 0.224" SMB 30'-5" d U „U 27'-2 d U 4'-11 d U 23'4 d 21'4" U „ Ub19'$ U b 18'4 b U 1T- 2 b U 16'-2 b 15'4 U „ Ub14'-7 U b 13'-10 b x 9" x 0.072' x 0. 224" SMB U 2'-11 d U 29'$ d U 2T-1 d U 4'-11 b 2'-10 U " Ub. 21'-1. U b 19'-7 b U 18'- 5 b 1T4 „U b 16'-5" U b 164" b14'-l9 b x9" x 0.082" x 0. 306" SMB 35'-T dU 31'-9„dU U 29'-3 d 2T4„d U 25'-9' b U 3'-10U b 22'-3„U b 0'-11U b 19'-9„U b 18' UU U x l0" x 0.092" x 0. 374" SMB 41 -5 d 6-11 d 34'-0" d 1' -10 d 30'-1" d Ul 28'$" b 6'-10' d 25'-3" b T-10 b 27$"_, d 21'-8- b 2V-8- d Double Self -Mating - Beams Tribute Load Width 10'-0" 1 14'- 0" IS- -0" 22'-0'. 1 26--0" 30'-0" 34'-0' 38'-0" 1 42'-0" 1 46'-0" 1 50'-0" 54'-0" Allowable Spain '12 1 Point Load P or Uniform Load U bending b deflection d 2) 2" x 8" x 0.072" x 0.224" 38'-3" d 34'-3". d 31 -6' d. 29-5". d T-10' d 26'$" d 25'-5' d 24'$" d 23'-9' d 22'-10" d 21'-9" b 0'-70 b 2) 2" x 9" x 0.072" x 0.224" 2) 2" x 9" x 0.082" x 0.206" 2)2" x 10" x 0.092' x 0.374" Note' 41'$' d 10' d 52'-2' U d T- 2' d 40'-1" d. 46'- T U d 34'-2' d 6'-10 d2'-/ 0 U d 1'-01 d 34'-5" d40'- 1" U d 30'-3" d 32'-7" d T- 11 U d F-10 d 31'-l' d 36'- 2' U d 2T-7" d 29'-9" d34.$. U d 26'- 7" d 28'$" U ri 33'_ 5" U d 25'-7" 2T- 9' 374' b24'- 5' U 26'-11" d U 31'4' d b 23'4" U 26'-2" d U 30'-6" d b 22' 4' b U 25•_3- U d b d d I. It isrecommendedthat the engineer be consulted on any carrier beam that spans more than 50' 2. Span is measured from center of connection to fascia or wall connection. - 3. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Spans maybeinterpolated. 5. To convert spans to "C" and " D" exposure categories see exposure multipliers and example on Table 1 B Page 3. 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 purchasers / contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. ^ EAGLE 6061 I.D. DIE MARK J a to Z to Z cf) Z 0- f 0 -1OX O coZ Q m W W J a Q LLJ 2E WZLL JJW0 > Lu UIYLL 06 U LL 2 fn' 0 W 00aco a. 0Q O Zl-. LL OLG ` LL J U) a W U Q Z It co 2 OCO 19 0 Q m C0zIW `° cvLL LU . LL Z Lu o mE0O1 X oZW O lZwoLLSWtoLLZ IY a cc o mat- o p D 0) :5 o ZZ Z_ W X M L m O a o r m F_ r C W 0Lum U LL oZLLtr L L m W W F_ J z Ural Z ( L W aX C6, O ui CvcQ Uj D W 1 0 1IW-- N _Z Z u/ m c ui 4.LumZCLW a N NLL 041 z O U co c_ g w m' Z v Ul LL o ul N = F- F 0 X: H K Z Ir 0 W Oz 0 W U0 0 O IL LULUm00O Z00 0 a tr, LmtltQ SEAL W Uw SHEET W LU Z J Lu W H ZWW N 15A- 110 Z qU. W W 18 m 08- 12-2010OF Table 1.1 120 Allowable Beam Spans E 6061 Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 120 MPH Wind Zones, Exposure -B- and Latitudes Below 30*-30*-O0"Nor'.h (Jacksonville, FL) Hollow Sections Tributav Load Width'W'= Beam S a X-O" 1 4'-0- 5`0" 1 6`0" L !,T Allowable Soan'L' Point Load P) or Uniform Load (U). bending (b). deflection fdl 2- x 2- x 0.043" 5-9" IPd 1 5'-9' IPc1 1 5'-9" IPd 15-9" 1Pd 15*-9' IPd 1 S-9" IPd 1 5'-9" Ld 3- x 2- x 0.045" F-9" IPb 16'-9* IPb 1 6'-9" Pb 16-9" Pb 6' ' l2b 1 - 3- 2. Pb 3- x 2" x 0.070" 81-2" d 1 11;§ 3" 11 '9"-9" IPd 1 8'-3" IPd 1 8' 1 P5 3 P5 Td 2" x 3" x O.D45" 91- P; Nd IPd 1 9'-9" IPd 1 9 9" Pd 2" x 4- x 0.050n 14' 114'-8- lPd 114'-8- IPd 114'-8- IPd 114'-8- IPcI 14'-3- Ud12" x 5- x 0.060" 1 1 1" IPd 12VA' IPd 12V-1" I Pri 1?0'-9' hid 11 cr_9" II)rf PS' 10" It Id 118- V I Self Mating Sections Pbutav Load idth W SA;eti. apasimag 3-1" 1 4 5--0" If T-O-) 8.1. 1 Allowable Span V I P int Load (P)%AA#rorm LafttWr bending b), cle ection (d) 2" x 4" x 0.048" x 0.109" 18'-11' IPd 118'-11" Pd 18'-1 1- Pd 118L 11_]Pcl 1 18'-4" Ud 17 6" lUd I 16'-10-[Ud 12" x 5" x 0.050" x 0.131" 22'-10- IPd 122'-10- Pd 22'-10" fidl T-l" Ud 2" x 6" x 0.050" x 0.135" 29':1: Pd 29'wi" Pd 27'-3" Ud 2Z-5- Ud 2" x 7" x O.D55" x 0.135.. 35'4" 33'-5" Ud 31'-0" Ud 29'-2" Ud 27..- Ud 126-6- IUd 125'-6- Ud 2" x 8" x 0.070" x 0.239" 45'-5- Ud 41L'-3- Ud 38'w3" Ud L6 0- 34'-3 Ud 132'-9- 13 V-6- Ud 2" x 9" x 0.070m x 0.219" 49'-3" d JUd 44*-9" Ud 41'-6' Ud 39'-l" Ud 135'-6" kll 1 13" x 2*'XO 0.112" x (1.321" 531Am Ud 48'-3' Ud t4'-10* Ud 42'-2* 40--l- Ud 138-4- lUd 136 d 2.,;l. 1 Ud 52'-2' Ud 49'-1* Ud 46'-7 A 11, 42' 10' Udl Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040*. 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 50'and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 3. Span is measured from center of beam and upright 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. Tables are based on a maximum wall height of 16'Including a 4'max. mansard or gable. 6. Spans may be interpolated. 7. To convert spans to 'C" and "D" exposure categories see exposure multipliers and example 6. Table 1 B page 3. Table 1.2 120 Allowable Purlin Spans E 6061 Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 120 MPH Wind Zones, Exposure "B" and Latitudes Below 300-30'.00" North (Jacksonville, FL) Uniform Load = 4 #ISF, a Point Load of 300 If over (1) linear ft. Is also considered A F- ... d Wilh r1l- Hollow Sections r utaV Loa Vidth3,-6" 1 4 _0 .6 y T 5:6gurIIiSIp:;.7 1 6--o' 1 6--8- Allowable SoanV I Point Load (P) or Uniform Load (U). bending fbi. deflection fill 2- x 2" x 0.043- T-9' IPd 1 6-9' IPd 1 5'-9* IPd 1 6-9" IPd 1 F-9' IPd 1 5'-g* IPd 1 5 9" Pd 3" x 2" x 0.045" 6 -9", Pti 6'-9' Pb 6'-9* Plb 6-9" Plb 6'-9' IPb 1 V-9" 3" x 2" x 0.070" 8'-3" - Pd 8 3" Pd 8A' Pd 8A" Pd 8-3' Pit 8'- " Pd 8A' Pd 2" x 3" x 0.045" 9 9" Pd 9*-9' Pd 9'-9" Pd 9--g- IPd V-97 IPd V-1)" PcI 9'-9* Pd 2- x 4*'x 0.050" 14'- Pd 14 8. d 14'-8- Pd 1 14'-8- IPd 14'-8- IPd 14 8" Pd 14'-8" IPd 12" x 5" x 0.06U7' 31 Pd 2T , 1 P Pd T "-r- Pd-F2 yi - IPc1 21--l' Pd 20 9. Hollow Sections T lb lary Load 4dth W = Purlill SpacingDu - -_ X-6' 1 4-T T- T-6' 1 F-O", 1 5'-6- 6'-8" Allowa Is SpanV I Point Load P) or Unifortin Load (U). ben-URAMI. deflection fdl V x 2" X O.O4F__ 8'-2; Fib 8 -2 Pb 8-2- Pb 8 -2' Pb 8 -2 P 8'-2* Plb x X .045- 8'-5 Plb 8'-5- Pb 8;-5 Pb 8'-5" Pb 8'-5' IP6`1-r S IPb 4b 3" x 2" x .070- 12'-4' ' Pd 12'' 1pPjd 112 4" Pd 12L Pd 2- 1ppdz12x3" x 0.045- 14' -8" Pd 4 _S_ 141 8" Pd 134 JPd 4" 14 H-246- F%d 44 2" x 4" x 0.050" 771 _V Td- 2 V- 11' IPd 121'-11' Pd 21'-11' Pd 21'-6- Ubj=- IU1b 2- X 5" x 0.060" Ud 29'-6* Ud 2R'-'A' 11 1b 196 1 I - 11 lb note: 1. Thicknesses shown are 'nominal" industry standard tolerances. No wall thickness shall be less than 0.040*. 2. Span Is measured from center of beam and upright connection to fascia or wall connection. 3. Tables are based on a maximum wall height of 16' including a 4'max. mansard or gable. 4. Spans may be Interpolated. 5. 2"x 4* & 2"x 5" Hollow Girls shall be connected w/ an internal or external 1-1/2"x 1-1/2"x 0.044* angle. 6. To convert spans to "C' and "D" exposure categories see exposure multipliers and example on Table I B page 3. CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BEAMS. Table 1.3 120 E 6061 Allowable Upright Heights Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 3 second wind gust at a velocity of 120 MPH, Exposure "B" or an applied load of 15 #/sq. fl. Hollow Sections TL Loa0d 41dthiM- SP a..c I n 9, 3-1-4:V T All wable Height H"/ bending (b), deflection (d) 2" x 2" x O.M" T-O' d 6'-5- d F-11- d 5--7- d 5;4' d 4'-11- b 4'-6- In 3" x 2" x 0.045" T-1 l' d T-3. 5-4 to" 4 L. 1 2 " d V-6' d 6'-3" d 3;; .01095" ; d IT- 1 1 d 1 7§ _7' b 6 11' 46bL_ 6'-5- b 2" x 4" x 0.050" 13'-2* d V-11' ld d 110'-6- Id 1 T-8- b 8--11- b 8'-3- b 12" x 5" x 0.060" _16-10- d 115!-3- Id 114'-2- d 11 1 "_l10" 1 1. bb111' b Self Mating Sections TrL htSWidth 3-1" 4: u ary Y2415 :, I .. 1 9 Ilowable Height H" I ben q 1. n le" x 4" x 0.048" x 0.109" 15'-8* 1 d 114'-2' 1 d 13 1" b. b 1 U-11. b 1 O'_2' b g-7" b e" x 5" x 0.050" x 0.131 " 18'-8* d k 94 f-T44 b 12' b1" 2" x 6" x 0.050" x 0.135" 211=74 d 4- LF-7" 1 1 I,._, b 1 1 b T-1 VI b 2" x 7" x 0.055" x 0.13514 24P-6* 2Z-3- b 20 8- b 18--10- b IT-5- b 16 2' Ib 15'-2' 2" x 8" x 0.07V x 0,23914 29'-2- 26 6- d 24'-8- d 23'-2-- d 22'-0- d 20 8- lb 1T-5- b 12" x 9" x 0.070" x 0.219"__ 31'-8' d 28'-10" d 26'-9* d N'-8- b 22'-10" b 21'4* 20'-l" b 12" x 9" x 0.082" x 0.321" 34'-2" d 31'-l" d 28'.10" it 27-2' d 25'-9' d 24%8" d 23!-5" bi12" x 10" x 0.090m x 0.389*1 391AO" A_ 36 20 L 33'74 L 3l-7"- d 30'-0* d 28'-B" d 2T-7' d Note: 1. Thicknesses shown are *nominal' industry standard tolerances. No wall thickness shall be less than 0.0401. 2. Using screen panel width W select upright length'H'. 3. Above heights do not include length of knee brace. Add vertical distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 30'in mean roof height. S. Height Is to be measured from center of beam and upright connection to fascia or wall connection. 6- Chair calls of 2" x 2" x 0.044" min. and set @ 36' in height are designed to be residential guardrails provided they are attached with min. (3) #10 x 1-1/2'S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7 . Max. beam size for 2' x 5' is 2" x 7* x 0.055" x 0. 120' 8. Spans may be interpolated. 9. To convert spans to "C* and "D" exposure categories see exposure multipliers and example on Table 1B page 3. 10. For patio decks 30" above grade and less than I story in height, screen meets the criteria for use as pickets. Tablel.412OE6061 Allowable Post/ Girt/ Chair Rail/ Header Spans& Upright Heights Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 3 second wind gust at a velocity of 120 MPH, Exposure "B- or an applied load of 15 # I sq. fl. A __; - - --_1 _- -.- 1.17.1 --- Hollow Sections Tributary -=Member Spacing X-b" 1 4'-0 Yaq.Ii NW4-6. 1 5'-0- 1 5--b- Allowable H ight -H" or Span "L" bendii n I defle i (d) 5'-S* x 2- x 0.043" 6'-B' d 1 6'-5" Id 1 6-1- d 15'-1 I' Id 1 6-9- 1 d 1 5'-7- d 1 it 3" x 2- x 0.045" T-7" d 1 T-3" d 6*-10- b t 6--6- 1 b 6'-2- b 5`10" b 3" x 2" x 0.070" 8'-7" d 1 8`-3" d 7'-10" d T-8" d 7'-5* d 7-2" d 6'-1 1" d 2" x 3" x 0.045" 9'-7- d 8'-9- d 8'-6- d 8'-3- d T-11- d '-8" b 3" x 3- x 0.062" 1 O'-Y d 9'-5" d g'-2" d 8'_8" b 1 8 3" b '-I' b 2'x 0.050" 121 7ft d 11--5- d 11 -2- d 10'-9" d 110'-6' d 9'-11" b 3 3. x 3" x 0 090" 12'-7" 6" d1 "_ q T177- d U-10" d 110'-6' d it 3" x 3" x 0.125" F3 -10- d 12'-7' d T2 3-_ d V-1 1" d 11 V-6' T _d 2" x 5- x 0.060" 1 -87-5" T 14,_7_ dFLF14'-7- 74'r2-- d I 3--g- d 113-4 d 4- x 4" x 0.125" CIL 1 1 1'. d T677- d Hollo'w Sectio ns ributary Load Width 3N-= M er SlatciniT-6- 1 4 1 4'-6" 5.;2z P6 61-01, 6'-V bTF-T__Fb Ilowable H ight -H" 0 "L*/ bendii I I, deflection (d) 1 2" x 2" x O.D43" 1 1_ 1 T-8- If 7'-3"j b 16-11' b 6-6" 1 b 1 6-2" b r x 2" x 0.045" 81-11* b 18-4- lb 1 T " 13' 6A I" L 6-6" b 6 -1" b 3- x 2" x 0.070" 6. 9'-11- d 9'-8 b 9'- 1 " b 2" x 3- x . 12'-5* b 11 V-7" lb hO*-10' b 10'4" b 9'-9" b 9'-3" b 8'-8" b 3" x 3" x 0.062" 12'-6' b 111--7- FTJ 6,9- 10'-3- b 9'-8- b 9'-3- b 8'-8- b 2" x 4" x 0.050" 15-1 V b P4'-10' 1 b 11 T-9- b 13'-1" b 12'-5' b I V-1 0' b 1 V-1" b 3" x 3" x 0.090" 16 10. d 116 1" Id 11 d W-1 1 - d 14'-6" d ITA 1 . b 13 ... -3. b - 3" x 3_ x, xVxO_125- d 117'-8- Id P6 11- d 16-5- d 15-11" d 15'-5- d 4'-10' b 2 x _ fx5" x 0.060" FO'- 10' 1 b 119`6" 1 b 118-2" V-1 1' b IF-l" b 4 x ". x 11. 20'-7" d 9'-1 1" d Table 1.5.2 120 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members120E6061BothEndsofBeamAttachedtoHostStructure (Not Axially Loaded) Eagle Metal Distributors, Inc. 120 MPH) Aluminum Alloy 6061 T-6 for Areas with Wind Loads up to 120 M.P.H., Exposure "B" and Latitudes Below 300,30'-00" North (Jacksonville, FL) Uniform Load = 4 Vit.. a Point Load of 300 # over (11 linear ft- is also rn-irl-1 Single Self -Mating eams Tributary Load Width 10'-0- kl4'-O" 118'-0" 122'-0" 126'-0" 130'-0" 134'-0" 138'-0" 142'.0" 1 46*-0" 1 50*-0- 54'O*t pan int Load (P) or Unifo oad (U). bending b). defil ction (d) 2 x 4- x 0.044" x OA001 SMB 1 6-3" U 14'-6--]Ud 1 13-4- d U 17-6-JUdd IIV-10- U ll'-3- d U IOW-JUb I 10'-O-IUbb 1 T-6- U 1 9--l- b JU 1 8'-9" b U U b 2- x 5" x 0.050" x 0.116" SMB 18'-5* U 16-- d --1U 1 15 d U 14'-2-JUd 1 13'-5- d U 12--6- d U 11--9bJU111_1b - JUb 1O_6 U I to' b 1U1 9'-8" b U U 9-4" b b 2-x6-xO.D50-xO.120"SMB 21'-8* d 1 T-9" d 16'-8-JUd 1 15'-7- 14'-6" b Ub 13'-8" U 112--1 11" b . 12'-3- b U ll'-9- b- JU 1 11--3- b U - 10, Ub '0- b x 7- x 0.055- x 0.120- SMB 24'-8' K,_O- 20'-3' U 18- 11JU d _. d i 17'-7- U W-41" b _1U 15 4' U 1 14'-6- b 1 U S-10' b 1 U 3*-2' b 1 Ub 12'-8' U U 12'-2" - b bi 2- x 8" x 0.072" x 0.224" SMB 301-5". it U d 24'-1 1" d U 23*-4" d U 22'-l" d U 20- 11d U 191-8" b U 18'-7" b U IT-B" b U 16'-1 U I 6'-3" U 5. - U7 2- x 9" x 0.072" x 0.224- SMB 3 2'-1 1' 1 29'-6' d . U 27'-1" Ud 2S-4" U 2T-1 Vd - Ub 2Z-4' U 20*-1 1' b U 19--lo, b U 4 10- b - bU 181-01 Ub 17'-3' U U 16'-8" 1 2., x 9" x 0.082" x 0.306" SMB 35-7" U U 31'-9" d d 29'- Y U 2T-4" d U 25'-10" d U 1. U24' d dH U23'-6" 27-2" U _j 21'-1" bb 20'-2" U 19'-4' , b U UU 181-8" b X 10- x 0.09 U 361-11, Ud 341-n- U 31*-10' dU 30' I' J1d 28-8" Udd 27'-6" Ud 26-5" U 25'-2" Ub 24'-l" U 23' 1" U 22'-2" Ub ]"Jb' Double Self -Mating Beams Tributary Load Width U- 1 22'-0- 1 26._O_ 130-1" 134-1". 1 38'-0- 142'-0" 1 46'-0- 50'-0- 1 54'-0-- Ilowable SpanV I oint Load P) orUniforrn oad(U), ending b). deflection 1d) 2) 2" x 8" x 0.072- x 0.224- 38-3" Ud 34-3" Ud 1 31'-6- 1 U 129-5- udd k-r.lolud I 26'-6-JUd 1 25'.5- Ud 24'-6" U 123'-9- JUdd 1 23 -0- Ud 22'-5" U __ 1 21 10' Ud 2) 2" x 9" x 0.072" x 0.224- 4 T-6" UUT-2" Udd 34'-2- U, V-11' d 30'-3- Ud 8 101U UId 26'-7-JU 25-9- U d d 1 24. -11. U 24'-4' d U 23'-6" d U b 2) 2- x 9" x 0 082" x 0.206" 44 10' U 4 _,. U 6 0' U 34-5" U U Uid W2r. 7r- U U I --- - 11 11 29'-9- U d Ud 1. Thicknesses shown are 'nominal" industry standard tolerances. No wall thickness shall be less than 0.040*. d d d I - 7' Id 131 1 29-9 d 28'-8 d I 2T-9 2. Using screen panel width W select girt lengths. 2"xlO"xO.O927xO.37j" 152%g" N U 46'-7" d U 2 16Id AdU t4ol-V d U b7'Ali U IdU 1 .9 3. Site specific engineering required for pool enclosures over Win mean roof.fi6ight.' Note: 4. Span/height is to be measured from center of beam and upright connection to fascia or wall connection. 5 Chair rails of 2x 2" x 0.044' min. and set @ 36" in height are designed to be residential gardrails provided they are 1. It is recommended that the ngineer be consulted an any carrier beam that spans more than 50' aitached with min. (3) #10 x 1-1 /2" s.m.s.into the screw bosses and do not exceed 8 '-0" o.c. 2. Span Is measured from ce neter of connection to fascia or wall connection., 6. Girt spacing shall not exceed T-8". 3. 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 7. Max beam size for 2" x 5"is 2" x 7' x 0.055" x 0.120' for total beam spans. 8 , 2'x4"&2"x5" hollow gins shall be connected w/ an internal or external 1-1/2* x 1 11/2" x 0.044" angle. 4. Spans may be interpolated. C' 9. Spanstheights may be interpolated. 5. To convert spans to and *D! exposure categories see exposure multipliers and example on Table 1B page 3. 10. To convert spans to "C" and "D* exposure categories see exposure multipliers and example on Table 1 B page 3. Table 1.5.1 120 Allowable Spans for Miscellaneous Framing Beams as. Supporting Screen Roof Frame Members 120 E 6061 Cne End of Beam Attached to Host Structure (Axially Loaded) Eagle Metal Distributors, Inc. 120 MPH) Aluminum Alloy 6061 T-6 for Areas with Wind Loads up to 120 M.P.H., Exposure "B' and Latitudes Below 30*-30'-00 North (Jacksonville, FL) Uniform Load= 4 XfL, a Point Load of300 #over Ill linearit. Is also considered Single Self -Mating Beams b2J93NVord Width10'-0- 1 14'-0- 1 18'-0" 22'-0 1 26'-0 34'-0" 1 38'-0- 142'-0' 46'-0" 1 50'-0--[ 54_O-,, Allowable Span V Point Load P) or Uniform ad (U). bending I, deflection (d) . 2" x 4' x 0.044" x 0.100" SMB 16'-3-1U, 14'-6- Ud 1 13-4- U [i 1.-111" d b 1 1 O.-g- JUb 9,10- U 9`0- 1b U 1 8'-4- JUbb 1 7 9- U I r-3- b JU 6--g- b UU 6-4- Ubbb 116- SMB Id 16'-5' Ud 11 4--1 V U IT4-JUbb I 1Z-0-JU 10 111b U 10'-2-JUIb 9'-5-JUIbb 8'-9- Ul 8!.2-'IUbb 7 8- UU -r-2- Ubbb 2".6"xO.05O"x0.l2O"SMB 21'-8" d 1914" Ud 1 IT-8" U 16-9- b b U 1 14'-3- JUb 13'-0- U 12--l-JUbb 11-_3 _1Ub 10--6- U 9--lo- b U 9'-3" b U 9. U81 b - b 2"x7"xO.O55"xO.12O"SMB 24 8' dU 27-0" Ud 119'-11.. U 1T-1w Ub - b 16-3-JUb 14'-Il' U 13'-10' b U 1b TAUJUb l Z-1 U 1 V-4- b U 1 0%9- b U 1 o 2- Ubb 2" x 8" x 0.072'; x 0.224" SMB 30'-5* dU 2T-2" Ud k4l ll" U 23'-4- Udd U21'-4' b 19 8* bU 18'-4" Ub 17-_2 Ib 16 2 Ub 15'4" Ub 14'-7' U U b ix-lo, b 2"x9"xO.O72"xO.224-SMB P2 111 d U U 29'-6" il 27&1*24'41' U U d b IT2210' Ub 1. 21'-- b U197- UbN18'-5" UUb 17-4- U 1 U-5", b U _. b 15 7" U _. U 14' 1 Vb411 Sx9" x 0.082" x 0.306 IVIB T31--- I d U31'-9' 29-3" td U - 4- d 274" d U 2 -9. U 3' 10 bfb U22-3m bb 201-11 UUb 19'-9- 1W:9- 17'.10- 1 T_O* Ub x it" x 0.092" x 0.37d' 141'YJU U3611' d 34'-0" U - U10. d 11 10" , U30-1 28 8 6. - UU U =3U 20'-8" U b Double Self -Mating Beams Tribute Lopl Wl th I 10--0- 1 14'-0- 1 18'-0- 1 22'.0" 1 26'-0" 130'-0- 3Z;:5._ 1,38'.0- F4-2'-O---F4-6'O- 50'-0 1 54'-0- 1 Ilowable Span V I oint Load P) or Uniform oad U), bending bl.. eflection d) 2) 2" x 8" x 0.072" x 0.224" 38 3" d 34 3" Ud I 31'-6-JU 129 5- Udd 2T-10' Ud I 26'-6`1Uit 1 25'-5- Ud 24'-6- JUd 1 23'-9- Ud 2T-10" U I 21'-9-JU U0. 2) 2" x 9" x 0.072' x 0.224" 41 *-6" Ud 3T-2" Ud I 314 2*lUd UV-111 i 30*-3 Ud 81-10, U12d U T-7- d U 26'-7" d 2 ' -7" 5 U - b 24 5" Ub 23 -4" 111. U4 b b 2) 2" x 9" x 0.082" x 0.206' 4'-10" Ud 40'-l" Ud 6_10 U 34.5- d d 3Z-7' Ud U9" 291' 8._" U28-8" d4335' 2- 9. Ud 26'-1 V U . d 26 - _2 U 25._3. Ud25-3" b2) Vx IV x7O09r x 0.374- U 46-TJUd Z-1n 4U I d 3r-i 1" U d 8. U1. dE Ud 324" 9 - 1 31'-4- U _630 - U 2g._g. 1. 11 is recommended that the engineer be consulted on any carrier beam that spans more than 50' 2. Span is measured from center of connection to fascia or wall connection. 3. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Spans may be interpolated. 5. To convert spans to "C" and "13" exposure categories see exposure multipliers and example on Table I B page 3 EAGLE 6061 ALLOY IDENTIFIER"M INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identift2tion 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 purc6ser's / contractor's responsibility to ensure that the poper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 AJIoy 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. 1c, EAGLE 6061 I.D. DIE MARK Z A g 0 0 V 12 0 o' o F- J Z w W 0 W Z D U) < W 2 U) Z CL Q WZ Z 0 0 U) ZW J - of C) F- W 0 Z < ED LU LLJ E 2 W W0 W C0 LLJ 0 2 ZwE W z LL -J W LL1 Z to m a' J UJ 0 a u- 0 LL w o ZA Lu U) LL 0 0 0 cl) 0) 0 0 Z 0 nto m 2 Q_ Zw Z0 Z LL C:) ofP: 04 3: W w J U`J tD uj z) 0 z z0 to EL z Lu IX0 0 zz LL Lu LL W (D 01, x Eo Z0 0 Z c I q Lu L u) LI zCL of 0 D it C: Z3 T UJ01- LL 1- - j co r,_ 521-_ j Or c> Co aNto of co 0 xom 0. UJif 0 C; LuGo LLw oza 0 Oil 6 0 Z _j LU 0, 6 0 wuz _j w A; 4 Z COUt 11 LU0 SHEET LuWZ W ZuJ w 1 5A 12 0 wtooZ` LL 18 08-12-2010 OF Table 1.1 130 Allowable Beam Spans Table 1.4 130 E 6061 Allowable Post / Girt / Chair Rail I Header Spans & Upright Heights E 6061 Eagle Metal Distributors, Inc. Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 Aluminum Alloy 6061 T-6 For 130 MPH Wind Zones, Exposure "B" and Latitudes Below 3D*.30'-00" North (Jacksonville, FL) For 3 second wind gust at a velocity of 130 MPH, Exposure "B" or an applied load of IS # / sq. ft. I Wf- 1 -4 = A tuqF . P,,int Load of 300 $JISF .... (11 tin... ft is .1- nn,ld-d A. Sections An P-1--i T_ 0- W;lk - Hollow Sections 4!uta Load Width W = Beam S Pacing X-V 1 4 .0 Y-0- 1 6'-0- 1 TZ" 1 8'-0- 1 g.-O. Allowable SpanV Point Load P) or Uniform Load (U), bendinq tal. deflection Al 2" x 2" x 0.043" 5'-9' PA 5_9" Pd F-9" Pd 5*-9' Pd 5' 9* Pd 1 5* _9' Pd S-9' Pd 3- x 2" x 0.045" 6-9' lPb 1 6'-9* jPb 6-9- Pb 16-9- IP1b 6- - E5b 9: Pb 6'-T Plb 3" x 2" x 0.070' 8--3" 1Pd 1 8 '-3- jPd 7-3- P S 5 Pd 8'-3" Pd 2" x 3" x 0.045" 9 '-9" lPd 1 9'-9" jPd 9'-9- 81 9 Pd g'-9- P 9--g- Ld 2" x 4" x 0.050" 14'-8- lPd 114'-8- jPd 14'-8- TP4::: Ud IT-9- U'dl 13'-2' Ud 12" x 5" x 0.060" 21--l- llod 12V-1- llod 20--Y 18'-3" Ud 17'-6" Ud 16'-10* Lid Self Mating Sections Tributa Lgic Widih'g -. ea ' . P P74:5'n3--0- 1 4'-0" 6 i i 8-1" _9 Allowable SpanV I P int Load P) or Uniform oad U), bendinq b), de action (d) 2" x 4" x 0.048" x 0.109" 18'-11" Pit 18'-1 V IPd 118'-11'. 1Pd 17'-1 I* Ud 16'-1 V Ud 16'-3' Ud i- - 2" x 5" x 0.050" x 0.131" 2Z-10- Ed 22, 10- Pd 21'-6. Ud 20%3P Ld 19'3w Lid 18tw5n jd 17;mlln jLd_ 2" x 6" x 0.050" x 0.135" 29--l- Pit 27'-3- jUd 125-4- jUd T-10- Ud 22'-7- Ud 21'-8- Lit 20'-10- Ud 2- x 7" x 0-055" x 0.135" 34'-2' Ud 31*-0" jUd kll'-10" Ud 27'-l" Ud 25' 9* Ud 24'-6- Ub 22'-1 1" Ub 2" x 8" x 0.070" x 0.239" 42'-1' Ud 38-3.- Ud 35'-6* Ud 33'-5" Ud 31'-9" Ud 30'-S" Ud 29'-2* Ud 13" X 2 0,270" x 0.219" 45'-9" Ud 41 6 . lUd 138'-7" 7677 7d V-6- Ud 32'-11- Ud 31'-8- Ud 2Z ; g;; X6. 82- x 0.321" 49-4- jLd 14'-10- jUd 141'-7- Ud 39'-2- Ud 37'-2- Ud 35'-7- Ud 34'-2- Ud 12" x 10- x 0-090" x 0.389" 48'-5- jUd 46-7- Ud T37 -3- Ud 1 -5- T Ud 39--1V Ud Note: 1. Thicknesses shown am 'nominal* industry standard tolerances- No all thickness shall be less than 0.040'. 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 50'and a maximum upright height of 16*. Structures larger than these limits shall have site specific engineering. 3. Span is measured from center of beam and upright 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 sparis for total beam spans. 5. Tables are based on a maximum wall height of 16'including a 4' max. mansard or gable- 6. Spans may be interpolated. 7. To convert spans to "C" and 'D" exposure categories see exposure multipliers and example on Table I B page 3. Table 1.2 130 Allowable Purlin Spans E 6061 Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 130 MPH Wind Zones, Exposure "137 and Latitudes Below 30*30%00" North (Jacksonville, FL) Uniform Load = 5 XSF, a Point Load of 300 XSF over (1) linear ft. is also considered 1- - In- Hollow Sections Tributy Lo% Ylclth 4 If S hcipqX-6- 1 4'- T Sigurill 1 6..0.. . 6'-8- Allowable Span V /Point Load (P) or Uniforim Load (U), banding b), deflection d) 2" x 2' x 0.043" 6--l' Pd 6 . I- Pd 6;-1, Pd 6-1- Pd 6'-l" Pd 1 6'-1* IPd 1 6*-l" Pd 3" x 2" x 0.045"-- 6- 9- Pb 6;-g* Pb 6 -9 Pb 1 619 lPb 6--l' Fla 6 _9' Pb 6'- 9l' Pb 3" x 2' x 0.070" 8'-3- lPd 1 8 -HEP 11;-L P;J_8'-3" 2d Pd 8'-3' Pd 8'-3* Pit 8'-3' d 2" x 3" x 0.045" 9'-9- IPd 1 9% , , Hip dT g_ _ Pd V-9" Pd 9'-9* Pd 9'-9* Pd 9'-9" Pd x 4" x 0.050" 14'-8" IPd 1 14'-8" lPd 14'-B" Pd 114'-8" IPd 1 14' 8 . Pd 1 14'-8- IPd 1 14-, - x S" x 0.060" 21--l' IN I 91--l' 21 1' Pd 2 " " 1. 0. 1 Ud I - - lid 2 2 B Hollow Sections PlittTributay44 h4= c ngSTVT-6- 1 4'-0- T 5:59uril ? 1 6'.0" 1 6'-8- Allowable SpanU I Point Load P) or Uniform Load (U), bending b), deflection d) 2! x 2" x 0.043" 8-2- Pb 1 8'.2- Pb 8 1 -2; Pti 8-2- Plb 8 2- Plb W-2- Pb 8 -2" Pb 3" x 2" x 0.045" 8'-5" Pb 8'-5' lPb 1 8'_5 Pla 8.-5. b 8'-5' Pti 8'-5* Pb 3" x 2" x OaO7O" 12-4- Pd 17-4- jPd 112'- E_ P d 17-4* Pd 12'-4 P5 4" 1123 1p! 1 12;1F d 2" x 3" x 0.045- 14 -8" Pd 14'-8" jPd 114 E1L_ P, PbF.5" 14'-8" jPd 1 171W 24 9b- f 5b 1 2" x 4" x 0.050" 21'-11* Pd 211 11" lPd 12112" Ub 1 f 7 9b- 17'-6- lUb 1 16-4- b 2" x 5" x 0.0 11" lub 2(3--3- j b Ub 23 -1 1 11, It' 11b Note: 1. Thicknesses shown are "nominal' industry standard tolerances. No wall thickness shall be less than 0.040'. 2. Span is measured from center of beam and upright connection to fasda or wall connection. 3. Tables are based on a maximum wall height of 16'including a 4'max. mansard or gable. 4. Spans may be interpolated. 5. 2' x 4' & 2' x 5" Hollow Girls shall be connectedw/an Internal orextemal 1-1/2' x 1-1/2"x 0.044* angle. 6. To convert spans to "C* and "D" exposure categories see exposure multipliers and example on Table I B page 3. CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BEAMS. Table 1.3 130 E 6061 Allowable Upright Heights Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 3 second wind gust at a velocity of 130 MPH, Exposure "B" or an applied load of IS #1sq. ft. Hollow Sections TL aryjLoqdWV1-,dIl1r = jir ;Win,, 3'.- r I All able H&iqht H" I bendinq (b). deflection d) 2" x 2" x 0.043' 6'-7- Id 16'-0' 1 d L 5L7_-_1d_L_5'_-3' I d t 4-9- I b LV-57-Tb V_FT4b 3" x 2" x 0.045" r-6- Id 1_6'-B' _ lb 16-10- 1 b 1 F-3- 1 b I V-9- Lb 14-4- Iti IS-11' Ita 3" x 2' x 0.070' 5. 8; d 1 Z' lc 177 2*. 1 g 176 j6d 12-;5; 1 1 Id 15 110" It 2" x 3" x 0.045" S: 8" 1 _ 1 d 9; S;_ gV-1" b I b 1 5-9" lb 2" x 4" x 0.050" 11 V-3* Id 110'-6" Id 19-6' 1 b 18'-8" lial 8'-0- 1 b 1 T-5- IL 12' x 5" x 0.060" 11 5--1 0- 1 d 114'-5- Id 113-4- 111117-7- 1 d 11 V-7- lb 110--8- lb IV-11'_Ib I Self Mating Sections TL ar, In 3'.." r jLoad;:Wid1h?= a.. '7 S., All able Height 11" 1 bending (b), deflection d) 2" x 4" x 0.048" x 0.109" 14' 9" d IT-4; b V-10* 9b10 ' b 1 19 1; b 9 3* b 1 8' -8" b 2" x 5" x 0.050" x 0.131" 17'5" d 5-10 4- ' b 113'-7-b 12'-6 1 b 1;8; b 10--11. b 2" x 6" x 0.050" x 0.135" 20-3w 18._3. b 7,_lj 15 b Y-8 2" x 7" x 0.055" x 0.135" 231 lw b 0. T8. 0. b 15'-10" b h41'-9" b IT-10" b 2" x S" x 0.070N x 0.239" 2T-6" d d 20 2" b 8'-10' b I T-9* D214' 12" x 9' x 0.070* x 0.219" 29'-10' d T 70 -1 -0. b 1 V-5* b IT-3" b x 0 082" x 0.321" 21 "0- 321 2a d 7 T4;-3-- d b it-090- x 0.389- PF X 37'-5' 1 TI-87-3d 12Z-8; 2T-0 It 254- Note, 1. Thicknesses shown are "nominal" industry standard tolerances: No wall thickness shall be less than 0.040*. 2. Using screen panel width W select uprIght length'H'. 3. Above heights do not include length of knee brace. Add vertical distance from upright to center of brace to beam connection to the above spans for total beam spans. 4 . Site specific engineering required for pool enclosures over 30' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2' X 0.044' min. and set @ 36' in height are designed to be residential guardrails provided they am attached with min. (3) #10 x 1-112* S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Max. beam size for 2* x 5' is 2"x 7" x 0.055' x 0.120" 8. Spans may be interpolated. 9. To convert spans to "C' and *D" exposure categories see exposure multipliers and example on Table 1 B page 3. 10. For patio decks 30' above grade and less than I story in height screen meets the criteria for use as pickets. Hollow Sections Tributary Width'VV= Member SpacinYad3*-6" 1 4'- . 4-:9= r 9:_ 1 11 I Adlowable Heiaht "H- r Span "L I bendinq V.defl LIiRn2" X 2" X 0.043" 6'4" Id 1 6'-0" 5'-9* 1 d 1 5'-7* d I - I I _ I - I I -ir b 3" x 2- x 0.045 T-2- I l 6D-80 L 6'-2- b 15'-10" b 1 5'-6' lb 1 5'-3" b 3- . 2- x 0.070' 8*-1' If T-9" d T-5- d T-2- d 16-11- Id Eb7F4'-11' 1 6'-9- 1 d 1 6'-6- d 2" x 3" x 0.045" 9D-ob 1 8pwr 8--3- d. 7-11" d T-9* b 1 7'4" b 6%10W 3" X 3- x 0.062- 9'-8- d 9'-3" d 8'-8' b 8'-3" b T-10' b T-5" b 6'-1 V b Z- X 4- x 0.050" ll'-10' d ll'-3- d 10'-9- d 10'-6- d 10 b 9'-6" b 8'- 11" b i 1 1"! On j_ 11$4N j_ 10'-10- d 10'-6" d 1 d 9'-1 1' d 9-7* d 12'-1 V d 12`5* d ll'-10* d 1 l'-6* ck d 0'-10" d 10'-6' d 12" x 5" x 0.06o" 19-01 j_ 14'-S" d 13'-9* d 13'4" d 12%1 V d 12'-7- d V-11- b n_ TT-V Id I I F F _V 7571 -0- d 16-5- g. 144mi 1" d 14'-6- Hollow Sections Tflbutm Load Width W = Memlberj Ea:cing O 1 V-8- AIlowa a Helaht '*H" or Span L" I bendinq b), deflec ion (d) 2" x 2" x 0.043" 8'-l' I b 1 T-6" b IF-1 1" 1 b 6'-7' b 6'-2" lbl5'-Il* b 5'-6" b 3" x 2" x 0.045" 8'-l" b 1 T-6" E b W-11" b . 6'-7* b 6'-2' In IF-10" b S-6" b 3 - x 2 0.070" 10'-10- d 10'-5- d IT-1 1 - dd 9'-8- d 9'-2- b I 8--g- b 8'-3- b 2- x 3. 0.045" 11'4' b 10'-7' b 9-9" tL V 4 b § 8 19 814* T 10" b 3" x 3" x 0.062" 1 VA' L 1-0 -6 91-91 tb b 8'-4" b 7'-10' b 2" x 4" x 0.050" 14s-60 bj22-2" 12'-S" bb I V-10* b 1 V-3" b 10*-8* b 1 Ol-O" b 3" x 3" x 0.090- TF-10" j_ 11 -2- d 14'-6- dd IT-11' b 13-4- b 12'-9- 12'-l* b 3" x 3- x 0.125" 17'-5* 1' d 16-s" d 5*-1 V d 15'-5' d 14'-1 1" d 14'-7" d 13% 1 V b 2 0 62" TF I 717'-7- b 16-4- b7 L4'-l" b 13'-3' bX 5; x 6!2 S: 23'-2" d d 21 -2" d 7 77 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width W select girt lengths. - 3. Site specific engineering required for pool enclosures over 30' in mean roof height 4. Span/height is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair mils of 2' x 2' x 0.044" min. and set @ 36" in height are designed to be residential gardrails provided they are attached with min. (3) #10 x 1-1/2" s.m.s. into the sere. bosses and do not exceed 8'-G" o.c. 6. Girt spacing shall not exceed V-8'. 7. Max. beam size for 2" x 5" is 2" x r x 0.055" x 0. 120* S. 2" x 4' & 2" x 5" hollow girls shall be connected w/ an internal or external 1-1/2" x 1-1/2" x 0.044"angle. 9. Spans/heights may be interpolated. 10. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on Table I B page 3 Table 1.5.2 130 Allowable Spims for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members130E6061BothEndsofBeamAttachedtoHostStructure (Not Axially Loaded) Eagle Metal Distributors, Inc. 130 MPH) Aluminum Alloy 6061 T-6 for Areas with Wind Loads up to 130 M.P.H., Exposure "B" and Latitudes Belo. 30*.30'-00" North (Jacksonville, FL) Uniform Load = 5 #Ift.. a Point Load of 300 it - It) li.... ft i. .1- -- ... i Single Self -Mating Beams Tributm L d Width 10'-0 14'-0- 0" 1 26--0- 1 30'.OX- 1 118--0- 1 22 _0 134'-0- 138'.0- 1 42'-0" 1 46'-0-_T_5_0_'-_V___T-54 0- Allow le Span V i Point Load (V or Uniform Load I I. bendinq b). deflection d) 2- x 4- x 0.044" x 0.100- SMB 1 I.-i. U 13'-6- d UUd 1 T-5' d U 1 11 '-7- 1d U 110'- 10' d U 01-1" b 1 b 9 5- JUb 1 8--1 V U 8'-6- JUbb 1 8'-2- JU 1 T-10- b U T-6" U b b 2" x 5 x 0.050" x 0.116" SMB 17'-l" d 1 5-3" UU 14--l- dd U 1 IT-0- JUdb 111'.11- U 11--2- b Ll 10'-6- U 9 1 I- b U 9'-5- b Ub Ub 18. - IT 8'-4" Ubb 2" x 6- x 0.050" x 0.120" SMB 20 1" Ud 171-11 U Id 6-6" U 15'-2- It U 13'-Il' b U 12'-1 Vb U 12'-2- b Ub 1 V-6" U 1 01- 11b Ul 'U__ b ___ _JUFb 'U'r 91-81 Ubb 2- x 7- x 0.055- X 0.120- SMS 22'-1 0" Ud 20*-S* UU 1 81-10, d Ul 17'-1' d U 1 6-8* b U 1 4%7" b Ub 1 3-9* Ub 17-11, U 12'-4" b U I 1 b 1 -__1_ Iffil- U 101-11, b bf 2" x 8" x 0.072" x 0.224" SMB 28'-2' U 25'-2" d ddU 23'-2" Ud 2 l'-8' Ud 20'-1' 2 U =- 18' b _9* b 17'-7" b 16-8" U 15 10' b U1 _U_9__ b 151-1" Ub IT-1 bbb 2- x 9- x 0.072" x 0.224" SMB 30'-7" I U U 27'4d It 25'-2" 5 ' 2" 77d Ub u b U 181-9" b I bU 17*-9" b 1 6'-10" k6 U 16'-1b 14'-6" U4b 15'- U 2" x 9" x 0.082" x 0.306" SMB 33'-0" U U29'-6' d d d k' du 27*-2" 2 U 25-5U27" 1_ E24O" U Uf2 Ulfi V U iu T-4- b U1' 1 16 8- b b 1 12"x10" 0.092"xO.374"SMBI 38'-5" U 34'-4" UIt 31'-7- 1 d _ - d, 7 _I 1 I, 1 3 1 1 2 1. 6- JUb 120'-8-JU, 119--10-JUb Double Self -Mating Beams- - Trii F2-2-0- Wary Load Width 10'-0- 1 14--0- 18--o- 1 26--0 130'-0- 1 34'-0- 38--0- 1 42'-0- 1 46`:b 5W-0- 54-_O- Allowable SDan'L* Point Load IPI or Uniform Load (U). bending I I, deflection (d) 2) 2" x S" x 0.072" x 0.224" 36-6" Ud 31'-g* Ud 129'-2-JU I 2-r 1. d dU 25'-10' Ud 1 24'-8- 1 Ud 123'-8- Ud 22'-9-jUj22'-0-jUjdd 21". Ud 20'-6" U Ib 91-91 Ub 2) 2" x 9" x 0.072" x 0.224" 38'-7* Ud V7" X-13" UU29-8 dd 28-1 d U 26'-9" d U25*-8' d 24'-9-JUd TAVJUh 1 27-9- U 21'-10' b U - 21'-0" b U b 2) 2" x 9" x 0.082" x 0.206" 4 d 37'-2- t3l'- 8" U 31 1 I' U d d 39'-3- Ud 9 28'-10'rd 127'- 8. Ud 26'-8" d JU25-9 d 1 25'-0" 7 24'4* d L 23'-7" d bF(2) 2' x 10" x 0.092" x 0.374" Not.- 48'-5" Ud 43'-3" U 3T-3" U_ d d 35'-2" 33--7-1d 132'-2- U 3l'-0-jUj30'-0-j,Ujd 29--l- U 28-4- d U 27' 7- d U d 1. It is recommended that the engineer be consulted off any carrier beam that spans more than 5V 2. Span is measured from center of connection to fascia or wall connection. 3. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spansfortotalbea. spans. 4. Spans may be interpolated. 5. To convert spans to *C' and "D" exposure mtegodes see exposure multipliers and example on Table IB page 3 Table 11.5.11 130 Allowable Spans for Miscellaneous Framing Be ams as Supporting Screen Roof Frame Members 130 E 6061 One End of Beam Attached to Host Structure (Axially Loaded) Eagla Metal Distributors, Inc. 130 MPH) Aluminum Alloy 6061 T-6 for Areas with Wind Loads up to 130 M.P.H., Exposure "B' and Latitudes Below 30*-30'-00" North (Jacksonville, FL) oad = 5 #111t., a Point Load of 300 # mar f I I linear ft in al- m,QIH,md Single Self -Mating Beams Trib Load Width 10'-0- 1 14'-0" 1 18'-0' 1 22 -0- 1 26'.0 30arN 1 34--0- 1 38--0- 142'.0- 1 46'.0" 1 50--o- 54--0- llo.able Span V / Poll Load (P) or Uniform oad (U). bendina bl. den ction (d) 2" x 4" x 0.044" x 0.100N SMB 1U16-1 d 13'-6- dU 11-10, 1 10-6 U - -JUIbb 9 '-5- U 1 8'-6- Ul-r-lo-julbb r-2-JUIb 6 7- b U 6--l' b U 51-8" b U U5'-3' b b 2"x5"x0.0S0'x0.I16"SMB 1-r-l" U 1.-3. dU 13'-3* Ub 1,1`8 bI 10 '-6- U 1 T-7- Ubb 1 8--g- U 8 1" b U T-6' b U 1. 6'-1b Ub 1'-6- u U 61-0" b 2" x 6" x 0.050" x 0.120" SMB 20 1* dU 17 1 I' dU 15'-7* Ub 13--1 0j Ub 12'-6- UU111-5" b b 1 10-6 U - - b 9-9 bU 9 1" U 8 6- b b T-11' U 7-5- U 2" x 7" x 0.055" x 0.120" SMB U 22*-10* d U20'A" b 17'-8' U 15'-9-JUbb 14'.3- bU 13--l' Ub 1 12'.1- bU 11 3 b9 - '9 10'-6" 91-10" b j - 9 3* b U 8!-9" U b b 2" x 8" x 0.072" x 0.224' SMB U 28 2" d U252' d 23 2' U U20'-Tb b 18'-11' bU 1 T-5- Ub 1 16'-2- Ub U 15-1 314 - bU 113 5" b 1 Z-9" u- U b IZ-1" b 2" x 9" x 0.072" x 0.224* SMB NY-7" d 2r-4. Ud 24'-9" U '1 2- Ubb U 0'-2 b 18'-1- U Jbff b 16-3* b 3" 1 T b 14'-5" IT-8- b 13*-8" UUIT-O' U 2" x 9" x 0.082" x 0.306" SMB 33.-0. Ud 29V-6 Ud 2r -2* U U d 25*-l" U 2 b U U 1 r-5 - Ub 16 bkb U U b b b Vx 10'x A 11,42-xit i-- - - - 34'-4' Ud 31 7" U U29-7' d dubU 25". T-9- 9 Ub 0gb q 271 lW-l"JU 1 18--03' U b b Double Self -Mating Beams - Tribul ldth 10' -0' 114'-0" 1 18% 1 27-0- 1 26'-0- OnLoad, 13 _0 r 344_07 138'-0" 6- 1 42'-0" 1 4 1:6=50%0- 54--o- 1 Allowable Scan't." Point Load IPI or Uniform oad (U). bendina 1 1. deflection d) 2) 2" x S" x 0.072" X 0.224" 35-1- Ud 3V-9' Ud I 29'-2-JU 2-r-4-judd kS'-10JUd 124'-8- Ud 23'-8* U12Z-6-JUdb 2V-3* ' b 1 20 3' JU 1 JT4- b U 181-6- U b b 2) 2' x 9" x 0.072" X 0.224" W-71 U d U34-6" d 3V-8' U 111. Udd 28'-1* Ud d 25'-6- U I 24--o-lb U22--g- Ub 21 *-8. U 2 8" b 0 U '191-91 U b 2) 2" x 9" x 0.082" x 0.206" 41'-7" Ud U 3r-2" Ikdd 31 1 I' UUd 30'-3* Ud 81-1 Ud' UdU U2rd 57-. U8b 24'-6IdX23 4- b U 22 5" b 1(2) 2" x 10" x 0.092" x 0.374" U 481-5" d U 43'-3" d Ud 37'-3" U, JU133'-7- 135-2 d U, d 32 2 017 U 11-0" jE d9 U30'-0" d 2 9. -1 U _Id281" U - U b 2V-I V h 1. It is mwmmendLd that the engineer be consulted on any carrier beam that spans more than 50' 2. Span is measured from center of connection to fascia or wall connection. 3. Above spans do not indude length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Spans may be interpolated. S. To convert spans to "C" and "D' exposure categories see exposure multipliers and example on Table 1 B page 3 EAGLE 6061 ALLOY IDENTIFIERTM INSTRUCTIONS I OR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised" external identification mark (Eagle 6061 -) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchasers / 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 Ahoy 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 C6 0 0 co F j U) W Z ry co Z C0 -71 a- Z 0 0 U) j - X C) Uj 0 co Z < M W W CC 2 IM :D W 0 (D 210Uj cc UJ Z LIL -J W Z -JW D W 0 tu O C) L) U_ 062 ui U) 0 U_ 0 0 0 X LL 2 Z r-% < CL 3 UZ j LL C) CI) D W j LuL) InZ It te) P 0 47) 0 LL 2 P: 0 Z j LL LLjLU LLZUj Z W E Z 0 to C. 'Co L Lu - 0 WQ_ Z0 r -8 rc 0 r-- L 0LL Ln R: 10 a) 5 0' rr 0Co0) 0 ZU.1 - to 0 Lj -a oCo 0 C5 0 LU 1) 0 LLW W LUU.) C0 W 2 E 0 L M L L 0 L.0 if Z 0 SESkf C W LU SHEET Z C) Z tuco 0 ZWI r15A -130 -zU) 5 Z 18 I08-12-2010 OF @ Table 1.1 140 Allowable Beam Spans E 6061 Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 140 MPH Wind Zones, Exposure "B" and Latitudes Below 300-30*-00" North (Jacksonville, FL) Hollow Sections 4 uta Load Width 'W'= Beam S li T-0" 1 4 5'-0" 1 I.-Il., I 8._tI'. 1 9,0" Allowa le Span'L' Point Load (P) or Uniform Load (U). bendinq Ito). deflection (d) 2" x 2- x 0.043" 5'-9' Pd 6_9' Pd 5-9* Pd 5' -9 Pd 5' -9 Pd 5'-9* Pd 3" x 2" x 0.045" 6'-9' Plo 6'-9" Pto 6' 9- IPb 6'-9- IPb 6' -9, Plb 1 6'-9- 12b 6%8* LLb_ 3" x 2- x 0.0 0- 8'-3' Pd 8'-3" Pd 8'-3* Pd 8'-3* Pd 1,11- 8'-3' Pd 2" x 3" x 0.045" 9'-9' Pd 9'-9" jPd 9'-9' P d 9'-9' Pd 9'-9" Pd_L9-9- JPd 9-6- id- 2- x 4*'x 0.050- 14 S" Ld_ 14'-8- IPd 14- Pd 14'-3- lUd 13'-6- U U d 1Z-5- Ud 2" x 5" x 0.060" 21' 1" l" Ld 12 Ud122-LJ_ lam18'-l' Ud 17'-3" IN 15'-10- 2dj Self Mating Sections 44uta Load Width 'W' = Beam SE cingX-0- 1 4 5'_0_ 1 6--o.. 1 W7 '.'. Allowa ]a Span'L' I Point Loa (P) or Uniform Load Ul. bending (b). deflection ( I 2" x 4" x 0.048- x 0.109" 18'-11- IPd Pd 117'-11- JUd 116'-10" Ud 15-11" Ud 15'-4" Ud 141 9" LLd 2" x 5" x 0.050" x 0.131" 22 1-1 ? . Pd 21*-10" Ud 120'-3" IUd 119'-l" Ud 18'-1" Ud 17'-4' Ud 16'-8* Ud 2" x 6" x 0.050" x 0.135" 28'-3 2d- 25-8 . Ud 23'-10* Ud 122'-5' Ud- 21-3- Ud 20'-4- Ud 19'-7' Ud 2" x 7"x O 055- x 0.135" 32*-2' U 29'-2N LLd_ 25$-6- Ud 24'-2" Ub 22'-6- Ub 21'-2- 5b 2" x 8" x 0.070*'x 0.239" 39'-8' Ud 36'oO" Ud 31'-6" Ud 29'-1 I" Ud 28'-7" Ud 27'-6" Ud 12" x 9" x 0.070" x 0.219" 43'-0" Ud 39'-l" Ud 34'-2' Ud 32'-5' Ud 3 1'-0" Ud 29'-10" 12" x 9" x OMT' x 0.321 - 46'-5" Ud 42'-2" Ud 36 10" Ud 34'-1 1' Ud 33'-6" Ud 32'-2" 12" x 10" x 0.090" x 038V 54' 0' Ud AP' " Lid 42'-10" Ud 40'-9- M W-1 1 - Ud 37'-5- Note: Thicknesses shown are mnominW industry standard tolerances. No wall thickness shall be less than 0.040". 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 3. Span is measured from center of beam and upright 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 beaim connection to the above spans for total beam spans. 5. Tables are based on armaximum wall height of 16'including a 4 max. mansard or gable. 6. Spans maybe I nterpolated. 7. To convert spans to "C" and "D* exposure categories see exposure multipliers and example onTable 1 B page 3. Table 1.2 140 Allowable Purlin Spent E 6061 Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 140 MPH Wind Zones, Exposure "B" and Latitudes Below 30*-30'-00" North (Jacksonville, FL) Uniform Load = 6 #/SF, a Point Lcad of 300 #/SF over (1) linear ft. Is also considered A q-11- P--A Win, rfi- Hollow Sections Tributay Lopc Wllh 4 - gurli c;gSEhX-6- 4%0- T_ 5ii 1 6-1- Allowable Span'L' I Point Load P) or Uniform Load (U). bendino b). deflection d) 2" x 2- x 0.043" 5-10' 1Pd 16-10- Pd f6:W lPd 16-10" JPd 16-10" lPd 16-10" lPd 15'-10" 1pd7 3" x 2" x 0.045" 6'-9- 1Pb 16'-9- jPb 16'-9- JPb I 6'-S* IPb 1 6'-T IPb 1 6'-9* Pto 1 F-9' IP1b 3" x 2" x 0.070" 8'-3" Pd 8'-3' Pd 1 '_ IN 1 - 1 12 -3; PdRd 84P 1" 2;-3; d 2" x 37 x 0.045" 9' -9 d 1 lE F-1; P1 5-4; Pld g P a 2" x 4" x 0.050" 14' 8* PP7d T9-4'48* 1 11 4 8 - IPd 114 '-8- IPd 114 '-8" lUd 114 '-3- lUd 13:-9 Ud 12" x'5" x 0.060- 121'-l" IPd 120'-9* JUd 09--li- lUd 119'-3-- lUd 118'-8- lUd 118--l- JUd 7-6 Ud I Hollow Sections Tributay Lopc Wilh 4 = cValiSIFF3 -.6' T_ 5141 , ? 1, 1 6 Allowable Span V I Point Load P) or Uniform Load (U). bendino i1o). deflection di 2" xx x 0.043" 8'-2- lPb 18'-2* 1Pb L8-2"-- 1Pb 18'-2" _lPb 18'-2- IPb 1 8'-2- IPb IT-11-1 lUto 3" w2"x O.D45" 8'-5- lPb 18'-5- lPb 18'-5" JPb 1 8'-5" lPb 1 8-5 IPb 1 8'-5" IPb 1 T-9' lUb 3" x 2-)( O;D70- 12'4; lEd 1112 E 112*4' IE P ID 1 ?'4.-- 1,3 JPd 112 P2 2" x V x O.D45" 14'-8 Pd 4;: f Pit 14 d J" 3_ b 0 Uto 124 14; Db 2" x .4** x 0.050 21--1 - IPd 120'-8- IUb 119'-2- IUb FT-11" lUb 116'-9" lUb 115'-9' lUb 114'-8* Uto 12" x r x 0.060" 1291 1' lUd 127'-2- lUb 125'-4- IUb 123'-9- lUb 12Z-5- lUb 121'-2- Uh Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Span is measured from't;enter of beam and upright connection to fascia or wall connection. 3. Tables are based on a maximum wall height of 16'inciuding.a 4'max. mansard or gable. 4. Spans may be interpolated. 5. 2* x 4" &2" x 5" Hollow Gins shall be oonnectedw/ an internal orexternal 1-1/2" x 1-1/2" x 0.044" angle. 6. To convert spans to "C* and "D" exposure categories see exposure multipliers and example on Table 1 B page 3. CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BEAMS. Table 1.3 140 E 6061 Allowable Upright Heights Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 3 seconid wind gust at a velo6ty of 140 MPH, Exposure "B" or anapplied load of 21 #Isq. ft. Hollow Sections prilft T4uiarY1Load,4Idthi2 = pacing, 43 -01 7.0 All wable Helaht H" / bendinq (b). deflection d) 2" x 2" It 0.043" 6-3- I d 1 6-9 Id 1 57-4- _1d 4-10- _1b 14'4" It, IT-11' lb 1 T-8' lb 3" x 2" x 0.045" T-l* d 6-2- b 5;-4- b 9 . b 4;-4. b 3-11" b 3-7. b 3" x 2" x 0.070' a.-O. d d 6-9. d 6'.-5 lq 12-1; d 6-101 ill 5'-7- Id 2" x 3' x 0.045" 9.1. d T-4 812" Id 1 7'-7 Id 6'- 1 0 . b 4 6. -2 1 b 1 5'-8" b 5-2- b 2" x 4" x 0.050" ll'-10* d 110'-9" 1 d III g'-g* 111 8'-9" lb IT-11* I b 1 T-3. b 1 6'-g' lb 12" x 5" It 0.060" 115'-0' , d I IY-8" Id 112-8" Id ll-7- lb 11OW- I b 19'-In" b 1 9'A" Self Mating S"tions, TrLurar, W) X-.05 r 4: Ya3d;:WIdthr L= 6._ lio.able Heiqht H" I b ndinq (b), deflection d) 2n x 4" x 0.048" x 0.109" 13'-1 1* Id 12'-4* lt,110 11"It,19%11' b 9'-2", b 8'-6- L 7--il- L 2" x 5" x 0.050" x 0.131" 16-6' d 16-0" lb 113'-7* 111112 3" b 1 V-3" b 10'-5" b 9-9" b 2"x6"x0.0S0"x0.l35" 1 9 3* d T-9" b 12'-8' b 11'-8- b 10'-11- h 2" x 7" x 0.055" x 0. 135" 21 A i b 19% 1 b 17'4- b 16-2- b 4'-1 0" b 13'-10' b 12'-1 1" b2' x 8'x 0.070" x 0.239" 6'_ T 77-791-7 d 27-0 d 20'-2" b 18'-B" b 17'-5" b 16'-5- b x ' x 2 270" x 0.219" 2 d 25'-7" b 22' 10" b 20'-10" b 19'-3" b 17' 1 l' b 16' It* b 12; Z 0!'1 82- x ..321" 30 7" d 27%9" 27- f d 25-9. d 124'-3- d 22'-5- b 7 iff-bqb12" x 10" x 0.090" x 0.389- 35'-7- 72_'-_§' d 304- d 28'-3" d 26'-10* d Note 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040'. 2. Using screen panel width W select upright length'H'. 3. 1 Above heights do not Include length of knee brace. Add vertical distance from upright to center of brace to beam connection to the above spans for total beam spans. 4 . Site spedfic engineering required for pool enclosures over 30'In mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. Ch ir rails of 2"x 2* x 0.044*.min. and set@ 36" in height are designed to be residential guardrails provided they are itach% with min. (3) #10 x 1-1 /2" &M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Max. heam size for 2' x 5' is 2" x 7" x 0.055" x 0. 120" 8. Spans may be interpolated. 9. To convert spans to "C* and D* exposure categories sea exposure multipliers and example onTable 1 B page 3. 10. For patio decks 30* above grade and less than I story in height, screen meets the criteria for use as pickets. Table 1.4 140 E 6061 Allowable Post! Girt Chair Rail I Header Spans & Upright Heights Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 3 second wind gust at a velocity of 140 MPH, Exposure "B- or an applied load of 21 # I sq. ft. A A. I ------ - .- -- - Hollow Sections Tributary Width'W'= Member Spacin X-6" YadZ_ 1 4' . 4--11- 1 5._O.._ 1 5. -6-- 1 6--0- - 6.-B., Allowable Heii iht "H" or Span L" / benclinq b), deflection id 2" x 2" x 0.043. 11" 1 d 1 5%9" i '," 1 b 3- x 2- x 0.04 '5 " 6'-8- 1 b 16'-2- b 5-8- b 5-4" b 5--l- IbI 4'-9- 1 b 1 4'-5- Ib 3" x 2- x 0.070- T-8 d 7'A* d 7'-0" d f-10" d 6'-A- 1,11 6'-5- 11 A' - Id 2" x 3*'x 0.045" 8*-7" d 8'-2" d 7'-10" d T-6' b 7'-l- IbI 6'-8' b 16'-3' 3- x T- x 0.062- 9qm2w A. 8*w8" L Twi 1 N T 5* L6 11" b 6'-6- L 2" x 4" x 0.050" l'-3" d 10'-9" d 10'-3" L b 9'-9" b 9 - 8'-9" b 1 8'-2- b T_ x 3- x 0.090" 11 'Y 101w9" 10'-3- d 9'-11- d 9-8- d 9'-5 1" d 3*'x 3" x 0.125" 12'-4- 1 ll 10n ll'-3- d 10--li- 110-7- d 10'-4- 1 i__ d 2" x 5- x u.obu,* 14;3" 13'-8- d 12'-8" d i b llw" b d4" x 4" x 0.125" 16'-5- d L 15'-9- Id 116-0- d 14'-7- Id! 1.11-cl" d 13'-3" Hollow Sections Tnbutary Load Width 'W'= M mber S;Pa,.cinliT-6" F 4-0" 1 ;PZ- 51-ol -6 6'-0- 1 6'-8" 1 All wable Helaht H" or So n "L" / bendinq (b), d flection (d) 2" x 2" x 0.043" T-5' b 6-10" 1 b 16-4" 1 b 6'-0" 1 b 1 5'-8* 1 b 1 5'-4' b 5D-Ow 3" x 2" x 0.045" T-5" b 61AO" b 1 6'-4* 111 5'- " b 5'-8" b 1,5'-4" b 4! 11 N 3" x 2" x 0.070" 10'4" d 9'-10* d 1 9'-4" b 8'-11" b 8'-6", b 8'-l" b T-7' b Z-x 3- x 0.045- 10'-6- .Lb 9Fw9-" b 8--il- b 8'-6" b 8'-0' b 7'-7- b T-1- b 3" x 3" x 0.062" 10'-6" b 9 BN b 8'-10* b1lb8'-4" b 7`9" b 7'-4,, b 6'-9' b 2N.5`5" 13'-4' b 12'4' b 11 '-5' lo. b 0'-10" b 1 U-21" b 9'4' b 9'-2" b T5 1 - d 14'-5" d 13'-6" b 2'-1 1" b 12'-4'_ b 11 A Ow L 1 l'-2- b 13" x 3" x 0.125" 16'-6" d 15'-10" d 15--l- 14'-8- d 14'-2* b 13'-7" b 12'-1 0" b 2" x 5" x 0.060" 17'-5" b 16'-3* 1 "_ 1. b 15'-l' b 14'-4" b 13'-7- 12--li-, b 12'-2" b 4" x 4" x 0.125" 22-0- d 21--1. d 20--l' 1. Thicknesses shown are "nominarindustry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 30' in mean roof height Table 1.5.2 140 Allowable Spans for Miscel;aneous Framing Beams as Supporting Screen Roof Frame Members140, E 6061 Both Ends of Beam Attached to Host Structure (Not Axially Loaded) Eagle Metal Distributors, Inc. 140 1&2 MPH) Aluminum Alloy 6061 T-6 - for Areas with Wind Loads up to 140 M.P.H., Exposure -B- and Latitudes Below 30*-30'-00- North (Jacksonville, FL) Uniform Load = 6 #/ft., a Point Load of 300 # over (1) linear ft. is also considered Single Self -Mating Beams 0t;. jrirbat U Loa i th 510'-0" 7_7-Vl 18'-0" 1 22'-0- 1 26'-0 3.4.0 rg 1 3.'-.- 1 IT Allowa le Scan V I Point Load P or Uniform Load (U), endinq b). deflection d) 2" x 4- x 0.044" x 0.100" SMB 14'-2" dU 1 12'-8- JU 1 1 l'-8" d U110%9-1,j d 91-10" b U 1 9'-2- b U 1 8'-8- b U 8'-2- JUb 1 T-9- JUbb F-r-5- U 1 T-1- b JU 1 6'-10' UInb 2" x 5" x 0.050" x 0.116" SMB 16'-l* Ud 14'-4- lUd 13'-2 U 111'-11' b U 101-11, b U 1 10-27b Ub 9'-7- j U 91-1* b U I 8! b -7- JUb 8 3" U 1 T-1 1-1, b 9U1T-7" b 2- x 6" x 0.050" x 0.120" SMB IJ18'-1 1" d 16'-1 " Ud 15'A" U 113'-10' b U 12'-g" b U 111%10. b 4. U 11b b 10'-6' U 110'-0- JUbb 9'-7- U 1 9'-2- b JU 18--10- Ubb 2" x 7- x 0.055" x 0.120" SMS 2 "-6" Ud 19-3" U 17'-3" d U 1 15'-7- b U 14'-4- b Ub 113'4 - U 12'-6" b bU 111-10, bU - -JU11-3 1 O 9 b I 10'-4-JUb 9'-11- Ubb 2" x 8" x 0.072" x 0.224"... SMB 6 U 23*-9" d U 21'-10' d U 119. li. d - U 18'-4" b U 1 17--l' b U 16--l- Ubb 15'-2- Ub 14%5 bU T-10" U 1 13'-3- b UU12'-9" b b 2- x 9" x 0.072 x 0.224" S M B 81-10 U 25'-9" d dU 23 `6" U 2 l'-3" b b U 19'-7' 181-3" b U IT-1. U b b 16'-2'* U Ub151-5" b 14'-9" U 14'-l. b U 1 3%7" Ubb x 0.082" x 0. 12" x 9 306" SMB 31'-1' U 2T-9" d d U 25'-6" UUk3 -10d b 0'-5-rbt, 1 1 19'- . Ub U2] 18 b I U 7-"-3- b 1'. U 1 "_l 0151-101, btb U U15'-3" b b 6-, 10" x 0.092- x 0 37A".';MR 136'-2- IfU T27 Oil 29'-9" Ud 7'-10" 5d 2&-1 - U 24'-4'IU,2'-101Ub 21'-7- Ub U20'-7' b 191-81 U 18'-10" U D_ h 18'_' In Double Self -Mating Beams Tib"la Loal i thF10'-0- 1 14-V 1 18.-0' 1 22'-0" 1 26'.0- r_ 30 :% 0 r 1 3.'-." 142'-0" 1 46'.0" 1 50'-0" 1 54' Allowable S an V Point Load P) or niform Load (U). bending deflection (d) 2) 2" x 8" x 0.072" x 0.224" 33%5" Ud 29'-1 l' Ud 27'-6- UU25-8d . It 24'-4- JUd 1 23'-2- Ud 22'-3" Ud 1 21'-5- UId 20'-5- Ub 19'-6- JU 1 18'-9- b U 1 18'-0- Ubb 2) 2" x 9" x 0.072" x 0.224" 36'-3" U d U32'-5' d 29'-10' U 27'-1 1' d d 26'-5" d 25'-2" Ud U24'-2" d 2'-11' Ub 21'-9. U 2=W 9'-"' U 2" U19'-2" 2) 2" x 9" x 0.082" x 0.206" U39'-2" d 34'-11" Ud 32'-2" U U d 30'-1 d U 28-6" d U2T-2" d 670. Ud U 251-1" d U 24'-3- d 227lbI U U 21'-6' b - btb1(2) 2" x 10" x 0.092" x 0 3741" W__ - 45'-7- ' d 4U4 d 37d'-5- U 35-:6- Udd 33 2]Ud 31'-7" Ud W-4- Ud 29"-2- Ud 28--Y dU 27'-5- JUT2W-Fr U 2!5-7 d Z 0 0 t7, 6 F_ 2 J f) I C/) M Z . 2 u Z W :t 0 Elf < 'D n_ W Z) U) U) U C/) Z f-I Cr 4. Span/height is to be measured from center of beam and upright connection to fascia or wall connection. 1 - It is rewmmended that the engineer be consulted on any carrier beam that spans more than 50' J J P LU M 1 Ita 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height are designed to be residential gardrails provided they are 2. Span is measured from center of connection to fascia or wall connection. C) 2 M Uattachedwithmin. (3) #10 x 1-1/2" s.m.s. into the screw bosses and do not exceed 8'-O"o.c- 6. Girt spacing shall not exceed 6 8'. 3. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam ccinnection to the above spans for 0 n Z < LU of LU 0E U 7. Max. beam size for 2"x Y is 2"x 7"x 0.055"x 0.120" total beam spans. 4. Spans my be interpolated. 3J Lu 0 Z) 2 0a 8. 2* x 4' & 2' x 5" hollow girls shall be connect ed w/ an internal or external 1-1/2"x 1-1/2" x 0.044" angle. 9. Spans/heights may be interpolated 5. To convert spans to "C" and "D' exposure categories see exposure multipliers and example on Table I B page 3. 0 (.DChLU - JJ Ll 10- To convert spans to 'C" and "D" exposure categories see exposure multipliers and example on Table 1 , B page 3. Table 1.5.1 140 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members 140 E 6061 One End of Beam Attached to Host Structure_(Axially Loaded) Eagle Metal Distributors, Inc. 140 1&2 MPH) Aluminum Alloy 6061 T-6 forAreas with Wind Loads upto 140 1&2 M.P.H., Exposure "B" and Latitudes Below 30'-30'-00" North (Jacksonville, FL) Uniform1oad = 6 #/ft., a Point Load of300 III overil) linear ft. Is also considarnel Single Self -Mating Beams 4ib Load Width 10'-D" 1 14'-D- 1 18'-0- 1 22'-0- F2126'-0' 304-P 134'-0" 1 38'-0" 142'-0- 1 46'-0- 1 50'-0- 1 54'-0- Allowable Scian L' I Point Load (P] or uniform Load ( ), benclin I b). deflection d) 2" x 4" x 0.044" x 0.100" SMB 14 2" dU I U1257lb 10 ' 1. U -4- JU9bb 1 8 '-4- U I T-7- 1" b 1 6 '-10'IU, b 6'-3- bU 1 5'-9- JUb 1 6-3- U I 4 10-JUb 1 4'- IUbb 2" x 5 . x 0.05W" x 01!6" SMB 161-1" Ud 113'-10'JUb 11--li- U 10'-6" Ubb 1 9 5- U 1 8'-6- b U 1 T-9- JUbb 7--l- Ub 1 6'-6- b 6-41' Ub 5'-7- U U b 5'-2- b 2" x 6" x 0.050" x 0.120" SMB 181-11, d ls-3- b 14*-1' b 12'-5" b 11-2" U 10'-2- b U 9'-4- Ubb 8-7- Ub 7'-' 1 b T-5- U 6--1 1 - b UU6'-5 b - b 2" x 7" x 0.055" x 0.120" SMB U 21'-6" d U181-51 b 16-11" 13' Ub14'-3 b 12' 10' U iv -1. b U lu-9- U b b 9 11- Ub UI 9'4" b U -8.1. b U 1 -8. Ubb 2' x 8" x 0.072" x 0.224" SMB 26-6" Ud U, 23'-9" d 20'-1 l' U UIn18'-9' b IT-l" bU Ub 14 7' Ub 13W- Ub 12'-9- U 12'-0' b U 11'4" b U 16' 1" U b b 2" x 9" x 0.072" x D.224 . SMB U 2&-10 d U 25 9' b 5. 2Z 5. U 29-1- U, b 18'-3- Ub 16 10' Ub U15-7 b 14 7* Ub 13'-8* bU 1Z-1 1- 1' 12'-3- b U it'- b 7' Jb 2" x 9" x 0.082" i 0.306" SMB U31 - -1 - d 27-9" Ud I 25'-4-JU 22--g- Ubb U20'-9- b 19-1 Ub 1 T-9 16'-8- Ub 15'-8- Ub 1;71T0-U, 41JU' 13'-5* UbbF]T2" x 10" x 0.092" x 0.374" SMB 36'-2- Ud 32-4- Ud I 2W-9- JU 1 27'-4- Udb 24--1 1 - Ub 23--1 Ub 2 _6" i U 20'-3- fill III Double Self -Mating Beams Trib H340:%D L- or A 'h 10'-D* 1 14'-0" I i w-6-7-T-27,77 2w-oa r 3 44al 1 38'-0- 142'-0- 1 46'-0- Ilowable St)an'L' I oint Load P) or niform Load Mi. ending b). deflection (d) 2) 2" x 8" x 0.072" x 0.224" 33 5" Ud 29`-1 l' Uit 12-r-6- JU 125*-8" Udd 124'-4- Ud 12Y-2- Ud 21'-8- Ub 120'-4-JUb 1 19'-3 Ub 18'4' U 1 17'-5- b lu 1 16'-8- Ubb 2) 2" x 9" x 0.072" x 0.2241" 36'-3" Ud 32'.5- d U 27'-1 1 U d d 26 5_ 26 Udd 24'-9' U9' b U 23'-2" b U21'-g-IUbb U20'-7' bb 1 g-7" 19'-7" U 1 8*-8" U 0. 917' 1ba b 2) 2"x 9"x 0.082"x 0.206- 9 2- U;; d 1r U d 30'-l" d U 2 -6f, ddtd 2T-2- U d 1' 2fi U24-8" Ubb UU 23'4" b d. 21'-2- k U 21 2* b U U 20'-3" b b 2) 2" x 10" x 0.092" x 0.374' 45' U7" d 40--g- Ud 1 37-5- U35'-0" d U33a2d 3 , 7" Ud 30-4- Ud 129'-2'IU U 9A-. 1. It is recommended that the engineer be consulted on any carrier beam that spans more than 50' 2. Span is measured from center of connection to fascia or wall connection. 3. Above spans do not inducle length of knee brace. Add horizontal distance from upright to center of brace to beam ocitnection to the above spans for total beam spans. 4 . Spans may be interpolated. 5. To convert spans to 'C' and "D' exposure categories see exposure multipliers and example onTable 1 B page 3. LLJ Z LL < to M W LU Z ?: aQ 3 LLJ 0 .5 b a 0 LLC 2 W2 LL' c) LL 0 a0 C lv); 0 0 L) W 10 M X LL 0 Z EL Z F- 0 Mo I 2LL 0 Z T= LL 06 C0 Q LLI 0 U. a LL I-L U) J C.) C Z Z0 0 19 F_ c-, Z EAGLE 6061 ALLOY IDENTIFIER"m INSTRUCTIONS U. a Z J LL uJ u- of0 FOR PERMIT PURPOSES Z w e Uj F3 E w 0 Z0 Z 8 LU LL - X To: Plans Examiners and Inspectors, CLLU 'Z 0 t: 'r -8 Z These identification instructions are provided to contractors for permit purposes. The detail below illustrates 0 0 1— LL L) Cc 0 r- C - . C toQ L(L'i our unique "raised" external identification mark (Eagle 6061 ") and its location next to the spline groove, to a) Q: signify our 6061 alloy extrusions. It is ultimately the purchaser's / Gontractor's responsibility to ensure that the to co co 0X proper alloy is used in conjunction with the engineering selected for construction. We are providing this Uj X C0 L identification mark to simplify identification when using our 6061 Ahoy products. m 0 0 1— a) co 0 . ii Wir of C U.1 A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is W0 LLZLL 0 0 purchased. This should be displayed jon site for review at final inspection. W The inspector should look for the Identification mark as specified below to validate the use of 6061 U.1W Luto94 0Z engineering. I L0 W. 0 LuLL _J M EAGLE 6061 I.D. DIE MARK Lu Lu uJ SHEE7, 3 U) 1 Lu) Z 5A-'1 4 0 Lu U, to Z I ZLU W!L 8 08-12-2010 OF Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall Uprights or Beam Splicing Ulprights, purlins, and girts in this table are based on minimum size requirements for the beams. Table 1.3 and 1.4 must be checked to verify member spans. Beam I *11i0imurn Girt [ Minimum Number I Bearn St . tchingIsizeIUprightIColumnPurlin & _ of Screws Each Side I Scre'w's I Hollow FZ-x5-xO.O5O-xO.13I-SMB 12'x3"xO.045"Hollow l2*x2'xO.G43" Hollow I l2"x2"xO.O43* Hollow 1 8 1 6 1 4 1 rAiq-nr I x 0.045" Hollow Screw Size minimum Distance an Spacinq of Screws Edge To Center Cent r To Center 3 5/16" 5/8. 10 3/8" 3/4' 12 1/2" 1. 14 or 114- 3/4", 1-1 /2" 5116" 7/8" 1-3/4" 318" 1 . 2- Gusset Plate Thickness Beam size I Thickness 2" x 7" x 0.055" x 0.120" SMBI 0.063* 2- x 8" x 0.082" x 0.306" SMBI 0.125* 2" x 9" x 0.072" x 0.224" SMBI 0.125" 2" x 9" x 0.082" x 0.306- SMBI 0.190, 2" x !On x O 092" x 0.374" SMBI 0.250" Connection Example: 2'x 7" Beam & 2" x4* upright & gusset plate. (14) #8 x 112'sms & upright & gusset plate (14) #8 x 1/2' sms ea. side ofbearn & upright. Note: 1. All connections shall use a full lap cut or 1116' interior gusset plate With # offasteners per table. 2. For beam splice connections the number ofsrrews shown is the total for each splice with 1/2 the screws on each side ofthe mt. 1 The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 4. Hollow splice connections can be made provided the connection is approved by the engineer. 5. If.a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut- 6. The side wall upright shall have a minimum beam size as shown above, ki., a 2"x 4" upright shall have a 2"x 3" beam. 7. For minimum girt size mad upright size as a beam and purin size is minimum girt size. (i.e. 2" x lr x 0.072* x 0,219" s.m.b. wl 2' x 6" x 0.050 x 0.135's.m.b. upright requires a 2*x 3" x 0.045" girt/ chair rail.) Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6063 T-6 B a.2 Ljn th Extrusion I Anchoring System el0. _ - _O' 2-0 12'x 2" x O.G44" 12* H-Channel With (3) #10 x /2" each leq .1 chan To T-O- 12' x 3" x 0.045" 12* H-Channel With (3)#10 x /2'eachlegofGhannel Up to 6!-0' 12' x 4" x 0.044"x 0.100" 12'H-Channel With (4)#10x /2' each leg of channel Knee brace length shall be the horizontal and vertical length @ a 45* angle from the center of the connection to the face of the beam or updghL Note: 1 . For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shall be used for transom wall to host structure attachment when knee brace length exceeds 6'-0'. Table 1.8 K-Bracing Fastening Schedule For 120 MPH "C" Exposure Nurnberof#10x314" S.M.S. Required Maximum Wall Width Corner Post @ Top Diagonals (K) perEnd Intermediate . Post @ Chair Rail Comer Post @ Bottom PI te to Sole Plate_ 20*-I@s 2 2 4 2 2 3D'-O" 2 2 4 2 2 40'O" 3 4 6 2 2 501-01 4 5 a 3 3 60'.0' 6 7 12 3 3 Use screw sizes specified in the table below. Use front wall width when determining numberofs.m.s. for the side wall K-bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K-bracing. I Wind Zone Exposure "C" ScLew S 0 MPH g. 30 MPH #121101- 150 MPH 01 41 Tablel.11 Maximum Overhang for Rafter/ Truss Tails when Connected to Screen Roof 20' Max. Enclosure Span Rafter/ Truss Tail # Span I bending (b) or deflection (d) Wind Zone C B" Exp-) Wind Pressure SF) 2x4 I'-- ) 2x6 Zx8I 2x1O 2x12I 100-110 4 2'- b 5-4" 1 b 9 3" 1 b 15'-0' b 22'-3- b 120 4 2-2- -Yb 5-4" 1 b 1 9--3- b 15'-0- b 22 3w 71 4.3 b 11" W 8'-7' b 13*-1 I' b 20'-8" L b 130 5 4--Y b T-5- 12--0" 77-77_10- b 140 6 V-5" b L b 10'-0" b 747-1-0-- b 150 I W-7" b 12*-9' b 30' Max. Enclosure Span Rafter I Truss Tail #2 Span I ben Ing (b) or deflection (d) Wind Zone El Exp. Wind Pres ure ISF) Zx4 I 2x6 2x8 2xIO 2xI2 100-110 4 V-5" b T-7' b 6'-2- 1 b 10'-0- b 14'wlOft 120 4 V-5- b T-7- b 6--2- b 10'-0- 14'-10- 123 43 V-4" b Y-4" 1 b 5*-9' b 9-4" b 13'-10- b 130 5 V-2" b lwl' 4'-11' b Ir-O' b. ll'-10" b 140 6 0'-11* b 2. b b 6'w8' b V-11 I' b ISO 7 0' 10' b b 5--9- b B-6- b 40'Max. Enclosure Span Rafter Truss Tail #2 Span / ben Ing (b) or deflection (d) Wind Zone B' Exp.) Wind Pressure ISF) Zx4 2x6 2x8 2xIO 1 ZX12 100-110 4 T-71" b 7-8" 1 b 4-7" 1 b T-6" b 1 V-I' b 120 4 1 1- b T:b 4=7- -T b T-6- b 11 1- b 123 4.3 V-0- b 2--6- 1 b 4FT Fb V-11- b 10-4- b 130 5 G'wlO" b- 2'-2* b X-8" b B-O'- b 8'-11" b 140 6 0*-9" b 1'.9" b 3'-1* b F-O' b T-5" ISO 7 0--7- b , 11 6* b ... b 6--4- b Note: 1. For overhangs with spans that exceed those listed above site specific engineering Is required. If truss bottom cord extends more than 24" over the wall site specific engineering is required. 2. To convert from exposure "B" spans to "C" and "D" exposure spans see multipliers and example Table I B on page3. Example: For a pool inclosure with 30' max. beam span, In a 123 MPH wind zone, "B" exposure. For 2 x 6 rafter / truss the max overhand from the wall of the host structure to the sub -fascia is Y-4% LATITUDES NORTH 30 - 30- - 00" NORTH (JACKSONVILLE, FL) Table 1.9.1 Allowable Beam Spans E 6061 Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 130 MPH Wind Zones, Exposure "B" and Latitudes North of 300-30'-00- North (Jacksonville, FL) Uniform Load = 15 #/SF. a Point Load of 300 #ISF over ill linear ft- is also Hollow Sections Tri uta Lip h Vearn SeacinS3-1- -1- P 6 Allowable Snarl V I Point Load (PI or Uniform t -d 1111 h-Hi- lh% -n-j- 2" x 2" x 0.043- S-9' IPd I Pr! I ]PH I r'-7- 11 iA I -- 1- 1-- 1- 1 1... 3" x 2" x 0.045" 6'-9' Ph 1 6'-g' lPb 1 6 5" It -lb 1 5-9" Ub 2' lUb 1 4'-9' Ub 4 -4" Ub 3" x 2' x 0.070- 8'-3" P La: Ed 1 d 2' d 15U d Y-6" Ud 1 (Y-2" 1U-d 2" x 3" x 0.045- 12*-l" U 11 5 T7-':7-". O._, U5 g;_7_ U5 1 §6`211 I 8'-8' Ub 1 8'-7" lUb 2** x 4" x O.q5O" 13'-2' lUcl P V-1 1* Ucl L2" x: 5- x 0060- 16'-10" lUd 115'-3- Nd IIV- 4'-2- Ud 1121 8- Itih I lb WY-41- Self Mating Sections 4 utav L5 a WidT W = Bea. SeacingT-O" Allowa e panV I PointLoa P)orUniform Load U) bendinq(b), deflection d) 2" x 4" x 0.045 x 0.088" - 15'-B' lUd 114'-2" lUd 12 11' Lb ill'-10" Ub il 0'-1 V Ub 10--2- lUb 9--5- IUb 2- x 5" x 0.050" x 0.116" 17'-8" lUd 116'-l* F- lUd 14'-7" Ub 13'-3" Ub 12'-3" jjbb I 104A* b1L x 6-x 0.050" x 0.120- o%iorludTia, 4 ub T6--4 - Ub 14--11- Ub 13: U L 2 . O Ub 12'-6" Ub 2" x 7" x 0.055" x 0.120" 23-6 . Ub 20'-3' Ub iB V 2b_ 16'-5" Ub 15'.2* Ub 14'-2" Ub IT-11 0" Ub 2" x 8" x 0.070- x 0.224 . 29'.L_ Ud 26'-6" Ud 24-8' Ud 23 2* Ud- T27-0-- Ud- 20'-8" Ub 19*-2" Ub 2- x 9" x 0.070- x 0-204" 31--87 Ud 8'-10- Ud 26--9- jLd 24-8" b_ 22--9- Ub 21--3- HLb 20--2- Ub 12"? "x0,1IlI?-.xO.326" S2 _, 34-2m Ud f21-1 -1 Ud 8'-10' Ud 2T-2" Ud 25*-9* Ud 24'-8* Ud 23-2- Ub x 15., Ud 36'-2' Ud 33'-7" Ud 3 V-7* Ud 30'-0" Ud 28 8" Ud 27 7 1 ld Note: 1. Thicknesses shown are 'nominal' industry standard tolerances. No wall.thickness shall be less than 0.040'. 2. The structures designed using this section shall be limited to a maximum combined span and upright height of W and a maximum upright height of 16'. Structures larger than these limits shall have site sperific erginearing, 3. Span is measured from center of beam and upright connection to fascia or wall connection. Ab ve spans do not include length of knee bra,ce. Add horizontal distance from upright to center of brace to beam connection to the a ve spans for total beamspans. 5. Tables are based on a maximum wall height of 16' Including a 4' max. mansard or gable. Other conditions may offer better spans enclosure site specific engineering. 6. Spans may be interpolated. 7. To convert spans to "C" and "D* exposure categories see exposure multipliers and example on Table 1 B Page 3. Table 1.9.2 Allowable Purlin Spans E 6061 Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 130 MPH Wind Zones, Exposure -B- and Latitudes North of 306-30'-00" North (Jacksonville, FL) Uniform Load - 15 #ISF, a Point Load of 300 XSF over (1) linear ft. Is also considered A. Sections Fastened With Clios Hollow Sections I Tributa Width 2Wurll? S%lpVL4VT-6" 1 4'.0" T 5 1 6--0- 6--8-- 1 Allowable SDan'L' Point Load Pi or Uniform Load [[n lh-dl- KI H--- 1- 2" x 2" x 0.043" 95' 9* lPd 1 5'-9" IPd 5'-9" Pd 5'-9" Pd 5-9" IPd 1 5'-7" Itill 5: -5 d 3" x 2- x 0.045" 2- 61 9" P b 6'-9' Pb 9" 6 -9" 6' b T-9" lUb 54 Ub x x 0.070" 8--3- Pd 8-2' 7'- t- Ud 7;:4- lUd 17'-2' lUd 6--11- lUd 1 2" x 3" x 0:045" V-6" Ud 1 l'-O" WUdUd 10'-7' Ud 110'-3' lUd 11" lUd 19'-7' 11.1 2- x 4" x 0.050" 12'-B* Ud 1 11" U 1 11 6' UdXi d In -A. it ld I I RII 12;'Zxr -f_lrx- O 5 11- Ud 15 3- U 14' - 1 U d Hollow Sections Tributo Lo d Vidth4-uril S%cipqX-6-- 4'-0- -6- T W 1 6--0- -7 -6-r Allowable Span'L* I Point Load (PI or Uniform Load [III h-fl- thl d.n.-- fAl 2" x 2- x 0.043" T-5" Pb 1 7*4" lUb 16'.10- Ub 6 1 5 . Ub 6--l- Ub 1 5--g lUb 1 5--5- Ub 3" x 2" x 0.045" T-11- Ub I r4- lUb 16--10- Lb A*-4;_b Ub F-9" Ub 5'-4' Ub' 3" x 2- x 0 070- 111-4* U 110'-7" lUb 91-11, Tih UE jg. b 8--7- lUb I 11--l' Llb2" x 3- x 0.045" llt=lw Ub 110 -4- lUb 9 -8- Ub 91-1 * Ul b B-2 157-8 Ub 2" x 4" x 0.050" 14'-2" Lb 113 '-2- lUb 12'4" Ub 11' -7' juitl1, For-, -1-- 11" Lb To, _5 Lib 7_ 10. Ub- x 5- x 0.060- 18--7- UbJIT-3- jUb I-- Lb 1 F-3- -105-777-- Ub- IT-1 0- jUb 113'-0- Ub 1. Thicknesses shown are "nominar industry standard tolerances. No wall thickness shall be less than 0.040'. 2 Span is measured from center of beam and upright connection to fascia or wall connection. 3 Tables are based on a maximum ivall height of 16' Including a 4' max. mansard or gable. Other conditions may offer better spans .1 enclosure site specific engineering. 4. Spans may be interpolated. 5. 2" x 4" & 2* x 5' Hollow Girls shall be connected wl an internal or external 1-112"x 1-1/2" x 0.044" angle. 6. To convert spans to "C' and 'D" exposure categories see exposure multipliers and example on Table 1 B Page 3. CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BEAMS. 0 j 9 UJ2 W LL0 Z Q F- W Z Z ZW0 Z0 aZ 92 Z Of U) w Z 00LLLL WM 0 0 WU. W L; Z V) 11 0 0 Ig 2 S 0 2 C1) 0 M W Z W U) Cf) Z Z 0 0 0 V5 Z < U) W W E W 0 a -CL Al Wo < CL W z LL W W Z D W 0 Z F4 0 C) , 0 U- z 00 0 c) 0 U-I Z 0 '00 Z P: LL 10 2, C) D W j U) 10 0 2 LL n LU 0. E Lu LL 6 0 c. a) o C cr c, co 04 w W L) C: C) a) C> LU SHEET inILI UjU) 15BWU) S LLW - 18 08-12-2010 OF 0 LuUJT 6 ZLu r LUZZwM N Table 1.10 110 E60 11 Eagle Metal Distributors, Inc. Allowable Spans for 5" Super Gutter and Self Mating Beam Screened Enclosure One Side/Solid Roof Other Side Aluminum Alloy.6061 T-6 for Areas in Wind Zones of 110 M.P.H., Exposure "B" or Less and Latitudes Below 300-30'.00" North infformi dad on Screen = 4 #ISF, Solid Roof = 23.2 #ISF Single Self -Mating Beams Tri ule Lofd Ai t10'-0- 12'-0- 1 14'-0" 20'-0", 1 22'-0" 24'-0" Allowable Span V1 oint Load (P) or Unifor Load U), bendino b) a deflection d) 2" x 5" x 0.050" x 0.1007 14;-8" Ud 24'-5' Lid 14'-3' Lid 14'-0" Ud 13'-10' Ud 13 7 Lid Ub 23'-2 U 2- x 6'* x 0.050" x 0.120 I - 15'-3" Ub 14' 11" Lo 14'-7" Ub 1 4 -3' U b 13 11" U b 1 3'.9" U 2" x 7" x 0.055" x 0.120" 16 _7" Ub 16' 2" Ub 15D 9" 1Lb 11 5F 5" 5" IUb 15 -1" V13'- S" 14 -3" Lb 2" x 8" x 0.072" x 0.224" Ub 19-9" Ub 19A" Ub J_ J_ 1 '1_ 1 '1_ 1 a 18 -6 Lin Ub 1 b 17'-9- Ub 17 5 Ub 2" x 9" x 0.072" x 0.204- Ulb 2 U-4" Ub 19.-1 1" Ulb 1 9 -5 19.71. B1 UbU 18' -8' Ub 1 8'-4 - JUb L " x 0 0 " x 0.326" 2 23'-6" la 2 22'-4" Ub 21- 0" 1 " Ub 21'-5' b Ub 20, _1 Ub 20-6 Uhfl?_ 12;.J5..i g. 7 26'-5' Ub 25'-10" Ub 25'-3* 1 2' - Uh T 10' I Ih No a: 1. Ifthe solid panel is greaterorless than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of 2 x 1/2 (the solid roofpanel span difference between the actual and 10'-0*)- The adjustmertto the allowable screen roofpanel width is applied as a plus ifthe solidroof panel is larger than 10'-0" and minus if the solid roof panel is smallerthan 10'-0". 2. For span of"L" of beam; use screen panel width "W" from drawing. 1 Load span 1 112 of screen beam length - 1/2 of solid roof span . 4. Spans may be interpolated. 5. For minim um beam to upright sizes use Table 2-3 6. To conven spans to "C' and "0' exposure categories see exposure multipliers and example on page 1-ii. Table 1.10 120E6061 Eagle Metal Distributors, Inc. Allowable Spans for 5" Super Gutter and Self Mating Beam Screened Enclosure One SidelSolid Roof Other Side Aluminum Alloy 6061 T-6 for Areas In Wind Zones of 120 M.P.H., Exposure "B" or Less and Latitudes Below 300-30'-00" North Uniform Load on Screen = 4 #/SF, Solid Roof = 27.4 NSF Single Self -Mating Beams - Tn" L. f A14110'-0- 17 0- 1 '-07: 2.'.0" 1 22'.0" 1 24'-0" Allowable S)an'L'/ oint Load (P) orUnifo Load U), benchno IN deflection (d) 2" x 5" x 0.050" x 0.1 DO. 14--l- lUd 13'_11- Ud 13'1-8: Ud 13'-6" Lid 13-3" Ub IT-O" Ub 12 ._1. Ub 12'-7* Ub 2"x 6" x 0.050" x 0.120" 15'-0- lUb 14;-8.* lUb 114 Ub 14' 1' Ub 13 10 Ub X-7" Ub T-4' Ub 13'-l" Ub x 7" x 0.055- x 0.120" 15-7- IUb 15-3 lUb 114 1 Ub 14'-7' Ub 114'A" Ub 14'-1" Ub 13*-10" Ub 13'-7' Ub3: 2" x 8" x 0.072" x 0.224" 19 1* JUla 18;-8- Ub 184' Ub 17'-11' Ub 17'-6' Ub 17;-2- Ub 161-11, Ub 16'-7* Ub 2" x 9" x 0.072" x 0.204" 20 IUb 19 J" lUb 119 2- JUb I B '10 Ub 118'-5- Ub 18-1 Ub 1 T-9- Ub x 0.326" 27 122 -1' JUb 21'-7" lUb 121'- 1". lUb 2 D Ub 20'-3* Ub I I g'-1 V Ub 19W* Ub7-6 U, i. _ - 1 3 Ub X, . go 11 1 Rr 24'-5' Ub 123'-1 V lUb 123' R' Ub 23'-1* U b 22 _B. Ub9 11. If the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of 2 x 112 (the solid roof panel span difference between the actual and 10'-0*). The adjustment to the allowable screen roof panel width is applied as a plus if the solldroof panel is larger than 10'-0" and minus tithe solid roof panel is smaller than 10'-0*. 2. For span of V of beam; use screen panel width 'W' from drawing. 3. Load span = 1/2 of screen beam length - 1/2 of solid roof span . 4. Spans may be interpolated. 5 ' For minimum beam to upright sizes use Table 2.3 6. To convert spans to "C" and "D' exposure categories see exposure multipliers and example on page 1 -0. Table 1.10 130 E 6061 Eagle Metal Distributors, Inc. Allowable Spans for 5" Super Gutter and Self Mating Beam Screened Enclosure One Slde/Solld Roof Other Side Aluminum Alloy 60611 T-6 for Areas in Wind Zones of 130 M.P.H., Exposure "B" or Less and Latitudes Below 30*-30'100" North Uniform.Load on Screen = 4 #/SF, Solid Roof = 32.2 #1SF Single Self -Mating Beams TriM L9d Width 10'.0" 1 12'-0- 14'-0- 1 18'O" 1 20'-0' 1 22'-0" 1 24'-0' Allowable Span V1 dint Load (P) or Unifo Load U), bendinq b) a deflection'(d) 2" x 5" x 0.050" x 0.100" 13:-6- Ud 113' 3" Ub IT_O* Ub 12*-9" Ub 17.7" Ub 12; 1. Ub 12-1- Ub 11 11' Ub 2" x 6" x 0.050" x 0.120" 14-1 . Ub 13'-1 Ub 13-7" Ub IT-41" Ub 13'-1* Ub 12-10' L 1 1 1 2-6" 1 1 Ub 2" x 7" x 0.055" x 0.120" 14-7 Ub 14'A Ub 4'1" Ub 13'-10" Ub IT-7 Ub 13!-4" IRb 17 Z-1 1" 2" x 8" x 0.072" x 0.224" Ub 11 Z-B" Ub IZ-2'_Ub 16-11" Ub 16-7" Ub 6*-4' L 6; Rb 16 . -10" Ub 2" x 9- x 0.072" x 0.204" 18'AO' Ub B Ub 117'-9" Ub 17'-6' Ub J 72' L lb 19-1"1Eli 16'-8" 6A21?-7"Ub Ub 22 "10-326- 20'-8' Ub U b Z =3' U 9_11. Lb 19'_7- Ub 19'm3* I& 18--i 1 L!b 18'-7- Ub 18-4- Ub11';'2 2"012 ;_6 0" x 0.374" a .09 2 lb 2 1l* Ub 1. lithe solid panel is greater or less than 10'-0% then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of 1- 2 x 1/2 (-. -1. - panel span difference between the actual and 19-13"). The adjustment to the allowable screen roof panel width I. applied as a plus if the solidroof panel is larger than I O 00 and minus if the solid roof panel is.smaller than 10'-0", 2. For span of 'L' of beam; use screen panel width W from drawing, 3. Load span = 112 of screen beam length - 112 of solid roof span. 4. Spans may be interpolated, 1. For minimum beam to upright sizes use Table 2.3 6 To rOnvert spans to "C" and "D" exposure categories see exposure multipliers and example on page l4i, Table 1.10 140 E6061 Eagle Metal Distributors, Inc. Allowable Spans for 5" Super Gutter and Self Mating Beam Screened Enclosure One Side/Solid Roof Other Side Aluminum Alloy 6061 T-6 for Areas in Wind Zones of 140-1&2 M.P.H., Exposure -B" or Less and Latitudes Below 301-30'-00" North or.S reen 4 of = 37.3 #1SF Single Self-Mating Beams Tributary Lo it Width 10*.0" 1 12'-0- 1 14'-0" 1 16'-0" 181-0"' 1 20'-0" 1 22'-0" 24'-0' All able Span -L_ I Point Load (P) orUnii mLoao( bbending (b) ordetlectionrdy- 2' x 5" x D.052 x O'l Do. 12 9" lUb 112'-6" Ub[12'-4" lUb[12'-I" 1Ub V-1 I" lUbill'-97 Ub 11 7- ILb_ 11 5- ILb_ 2" x 6" x 0.050" x 0.120" 13' 3- Ub IT-1; Ub 2;-3- Ub 12 1" Ub 11 11" Ub 2" x 7" x 0.055 ; x 0.120" 14-_9" Ub 13-6 Ub 13'-4" Ub 13;-l" Ub 12'-11" Ub 2-8" Ub 12'-6' Ub 12'-4' Ub' 2" x 8" x 0.072" x 0.224" 16 _10 Ub 16;-7 Ub 16'-3" Ub 16-0 Ub 15' -9' Ub 15'-6" Ub 11 4' Ub 15--1- Ub 2" x 9" x 0.072" x O.2D4" 171-9N Ub 117-5. Jub 17'-2" 2Ub 16--lo' Ub 16'-7- Ub 16-4- Ub 116EV Ub 6-10' Ub 2" x 9" x 0.082" Ub 119'-2" lUb 11&-10" Ub 18'-6- U b 8'-3" U-b 17'-11- Ub Ub 17'-8- Ub 17'-5" Ub- 11h I- V-1 " Ub 21W . Llh 2 , '-3 2.._J, 01-7- ILbj 77- 1. If the solid panel is greater or less than 101-0". then the 112 the allowable screen roof beam span shall be adjusted by the factor of 2 x 1/2 (the solid roof panel span difference between the actual and 10'-C"). The adjustment to the allowable screen roof panel width is applied as a plus if the solidroof panel is larger than 10'-0" and ini6us if the solid roof panel is smaller than 1V-O*. 2. For span of "L" of beam; use screen panel width W from drawing. 3. Load span = 1/2 of screen bearn length - 1/2 of wild roof span . 4: Spans may be interpolated. 5 * For minimum beam to upright sizes use Table 2.3 6. TO convert spans to 'C* and 'D". exposure categories see exposure multipliers and example on page; I Al. Table 2.2.1 Allowable Attributable Roof Area per Post 6061 E Under Solid Roofs for Eagle Metal Distributors, Inc. Wind Zone = Applied Load (#ISF) 120 MPH 1 123 i IH 40-2 MPH 150 MPH 21.1#lft 122.2#/W[24.8#/ft 128.7#/ft2 30.9#lft' 33#/ft;' M- Height I Lbed (#1 Allowable Roof Area in Square Feet for Various Loads on Post 3" x 3*' x 0.062" Fluted Extrusion 7'-0" 6,127 369 1 346 1 290 1 276 1 247 213 198 86 80-66i 250 235 1 97 1 87 168 145 134 126 101-01, 3,002 1181 170 142 i35 1 21 lub 97 91 110-6" 2,270 137 128 i08 102 92 79--- 7-3 Cg 134-014 107 100 84 80 72 62 77- 54 14-41" iikt 86 81 68 64 58 50 4-6 43 161-0". 1_1Z74 71 66 56 53 47 41 38 36 M_. Haight Load (#) Allowable Roof Area in Square Feet for Various oaclsonPost 3" X 3" X 0.090- Squa a Extrusion 7'-0" 11,225 676 1 634 1 532 1 506 1 453 391 363 340 BI-6" 7,613 459 430 361 1 343 1 307 j15 1 46 231 101-0" 1!20§1 311 311 2 1 1 2 78 167 11'-6" 251 235 1 B If7 145 135 126 i3R.O" 3,254 T9-6- 184 154 1 147 1 131 113 105- 99 141-6pp 2,616 158 148 124 - 1 118 1 105 91 85 79 1 161-0" 2 148 129 121, 1 97 1 87 75 70 65 1 Max. Helaht Max. Load ffil, Allowable Rat 102 r 3" x 3" x 0.125" Souare Extrusion 79-Ole 14,838 894 838 1 703 668 598 517 480 F-450 8t-604 10,063 606 569 1 177 453 406 351 326 1 305 1O.-D.. 7,271 438 345 328 293 253 235 T -226 1 V-6" 5,498 331 248 222 192 178 T 16-7 131=0" 4,302 59L 194 173 150 139 T 13-0 14'-6" 3,458. 0B2u 164 156 139 120 112 1 10 i 6*WO" 2,940 171 160 1 135 128 113 AJ p 92 1 86 Max. Height Max Load (#) Allowable Roof Area I n Square Feet for Vari OUS Loads on Post 7 X 4" X 0.125" Squa a ExAmsion 7'-0- 2 . 7 1480 1 1242 1 1180 1 1057 1 913 1 848 1 7_514 8' -6" 2 426 1411 1323 11110 1055 945 816 758 710 0 _0 17,242 039J= 817 777 695 601 558 522 1 13,038 78585 731' 1 6168 587 1 52 n 7_95 1 3 10,203 6 5L 7 5 460 zi 1" 30914M8,201 44 4Z6 1 331 Zbq6I 265M 249 6,735 406 7.7.Sign must satisfy both height and area requirements. 2. Areas may be interpolated. Table 2.3 Schedule of Post to Beam Size and Number of Thru-Bolts Possible wit Min. Edge Distance of 2-1/2d Table2.4.1 Footings -Maximum Roof Area for Attached Carport and Freestanding Gabled Carport Posts Wind Zone (MPH) = 100 110 120 123 130 140-1 1 140-2 1 15 Attached Cover Uplift 16.6 #JSF 1 J 1 XSF 122.2 #ISF 124.8 1kSF 1128.7 #/SF 130.9 #/SF 133.0 f11SF Free Standing Uplift 10 #/SF T11SIS' D 1 #ISF 1 12 #1SF 1 13 #/SF 15 #/SF 15 #1SF 17 Existing Slab on Grade with unknown reinforcement in good repair 1 55 51 43 1 41 1 37 32 29 27 Isolated Footing Dimensions" Uplift Rating (Ibs.) Maximum Attributable Roof Area in Square Feet 12" x 12" x 12" 386 23 _ 22 1 18 17 16 13 1 13 12 1601 x 16" x 16n 738 44 42 1 35 33 30 26 1 24 22 18" X 18"' X 18" TO 967 58 55 1 46 44 39 34 31 29 X 2V X 24" 1,484 89 112 84 70 67 60 52 48 45 20" x 20" x 30'. 1,855 78-91 105 88 84 75 65 60 56 24" x 24" x 24" 114 107 90 85 76 66 61 57 30" 3§; !x 2;364 142 134 112 106 95 82 77 3. x 3,225 194 182 IN 514 130 112 lG4 t7l3,870 233 219 1113 1 74 1 156 135 125 Notes: 1. Isolated Footing is a poured concrete rectangular solid (Length x Width x Depth). 2. Slab on grade must be new or in good condition- 3. For free standing covem, multiply above mof areas by the appropriate multiplier from the table below. Pre -Cast Block Footing Wind Zone (MPH)= 100 1 110 12 1 123 1 130 40- 140-2 150 Attached Cover Uplift 16.6 #/SF 117.7 #JSI 1 10.9 XSF 33.0 FVSF F,eeStandIn Uplift= 10 #ISF I 10 #1SF I I I XSF 1 12 #ISF 1 13 #ISF 1 15 #1SF IS #ISF 17 XSF Dimensions" I Ratinct Obs.) Maximum Attributable Roof Area In squ re Feet 1) x 80# Be21 1,947 117 92 1 88 1 78 1 68T 63 59 2) x 80# leiBel 2,027 - 122 1 114 1 96 1 91 1- 82- 1 71 66 61 3) x 80# Bag Iul 1 119 1 100 1. 95 1 85 1 73 68 1 64 d Z n 0 0 U) W Z of U) Z 0 f-NNotes: Maximum uplift on post is determined by multipying maximum attributable roof area x applied load. 0 C) Example: co Z < U) UJ Post tributary roof area = 77, Applied load for 110 MPH wind zone = 17.7 If / Sq. Ft.. Uplift on post = 77 x 17.7 1,363 # 0 LLI W 0 J Roof Area Conversion Multipliers J Z) co Conversion Multipliers for Freestanding Carports with Mono Sloped Roofs DU) LIJ - 1-- WindZone- too 1 110 1 120 1 123 1 130 1 140-1 1 Qto W 7, LL j.- RoofAre 3 Multiplier 1.00 1 1.05 1.13 1.36 1 1.48 1 ' 1.56 1 1.0D 1.00 M UJJ Z LU 0 Z W Beam Size Min] um Post size Max. # Thru-Bol @ Beam (e) Thru-, ofts @ Posit #B ... (. '. s Minimum Knee 1 Brace - (Not 5) M mInum # S Kin . .... S.... M mum Spacing114- 15116" 13/8- 1112" 11/4" 15/167 13/8" 112" Hollow Sections 2" x 4" x 0.050" Hollow 3" x 3" x 0.060" 7 1 5 1 4 1 3 1 5 1 3 1 3 1 3 1 2" x 3' x 0.045" 3 _17#8 @ 12-0 C Self -Mating Bearns 2" x 4" x 0.048" x 0.109" 3" x 3" x 0.060" 5 4 2 2 1 5 3 3 , 2 2"x 3" X OmO45" 3 @ 12' D.C. 2" x 5 x 0.050" x 0.131" 3" x Xx 0.060* 7 5 3 3 5 3 3 2 2" x 3" x 0.045" 3 8 10 @ 12- O.C. 2" x 6" x 0.050" x 0.135" 3" x Yx 0.060" 8 6 3 3 5 . 3 3 2 2" x 3" x 0.045" 3 10,@'12- D.C. 2" X 7"-x 0.055" x 0.135" 3" x 3' x 0.093" 10, 7 4 4 5 3 3 2 x 4" x 0.050" 3 10 @ 12- D.C. 2" x 8" x 0.070" x 0.239" 3" x Xx 0.125" 1 L. 9 5 5 5 3 3 2 2* 2" x 4" x 0.050' 3 12 @ 12- D.C. 2" x 9" x 0.072" x 0.219" 3" x 3" x 0. 1250 13 10 6 6 T_ 3 2 2" x 4" x 0.050" 3 04@ 12' D.C. 2" x 9" x 0.082" x 0.321" 4" x 4" x 0.125" 13 11 6 6 7 5 4 3 2" x 4' x 0.050" 3 14@ 12- O.C. 2" x 10" x 0.090" x O.38V 4" x 4"x 0.125" 15 1 _5 7 1 7 19 4 3 2" x 4" x 0.050" 4 M4@ 12- D.C. I - *Minimum post/beam may be used as minimum knee brace 2. - asien external screws or clips. See Details 3. ***For screw size see wind zone chart 4. (2) 1/4" Thru-Bolts may be substituted for screws. 5. All Thm-Bolts shall have minimum 518" diameter washers and lock nuts - Example: Number of bolts required for 120 MPH. "B' exposure, Attached (Enclosed) structure; MWFRS Design Load 14 PSF load width of post = 12', post spacing = 10'. w2 = 14 PSF Post Uplift= 12'x 10'x 14'= 168D# From Table 9AA use wall thickness of lesser member Example: useTwall = 0.60" Allowable Loads If Bolts Req'd (a post base @ beam 114" = 468# 1 bolt 3 52 use 4 y s yes 75 use 3 yes y s 3/8" = 731# boft .29 use 3 yes yes *COATED ALUMINUM POST IN CONCRETE 5/16' = 610 0 bolt 2. 2 1/2" = 1,004 # bolt 1 .67 use 2 yes yes These values are good for post base & beam bolts #40 BAR 12" LONG Material Type Top Edge In Direction Of Applied Load Center To Center Side Edge Aluminum 2-1/2 D 1 D Concrete 5 D Wood 4 D 4 D Knee Brace Min. Length MML.,end"th 2" x 2" x 0.043" l'-4' - FZ2"x X x 0.045" 11-6. 2"x 4"x 0-050" V-6" T-O' POURED CONCRETE REFER TO TABLE 2.4) EAGLE 6061 ALLOY IDENTIFIERTM INSTRUCTIONS FOR PERMIT PURPOSES PW 0 0 LL 02 W U) 0 0 0 0 U) - of 0 2 Z - 0 MC < Z0 J Z LL F- W 5 U) w0 inZ Z CD LU ZZW LL Lu LL W 6 E Z0 Z 8 LU 6 0 To: Plans Examiners and Inspectors, LJ 00- Z 0. c 'Z' 1. These identification instructions are provided to contractors for permit purposes. The detail below illustrates W 0 0LL L) CD Z 00C 2 a 0 r- our unique "raised" external identification mark (Eagle 6061 -) and its location next to the spline groove, to 3 0) 5 DOsignifyour6061alloyextrusions. It is ultimately the purchaser's / contractors responsilibility to ensure that the W proper alloy is used in conjunction with the engineering selected for construction. We are providing this ZLU - Uj X !n0 identification mark to simplify identification when using our 6061 AJloy products. do 0 0 to L) O"It A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is i- W 19 TZ C: 1-2 .0 purchased. Thls 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. NOTE: POST SET IN CONCRETE OR ANY ALUMINUM THAT WILL COME IN CONTACT WITH PRESSURE TREATED WOOD SHALL HAVE ONE OF THE FOLLOWING VAPOR BARRIERS. 1. PEAL AND SEAL OR OTHER WATER SEAL TAPE 2. COVERED IN 0.006 MIL- 15 # FELT PAPER PLASTIC EAGLE 6061 I.D. 3. PAINTED WITH ROOFING CEMENT DIE MARK ISOLATED FOOTING U.1 ILUto Z _JW C) LU LU9 0: LLI cri _JO", 00- 0 SEAL t;!-EET to UC212Lu - 16A05 08-12-2010 . OF a0 IJU ra) E QL C11 00 01 M000 U21 Table 3A.2 E 6061 110 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs Proprietary Products: Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 Sections ribuLa Load Width embe,._, Member S aciF960. 5 ._O_ 1 6-41' 1 7--()" 1 T-15" T 4aT-0- 1 3'-6- 1 W-6- 1 . E Alto able Helqht 'H'I bendincl 'b or deflection V 2" x 2" x 0.043" Hollow 9'-3" t 8%7" q 8'-0" t T-6- bi 7--l" bl 6'-8' t 6'4" 1 6'-l' t 5'-10* t 5'-7* t 3- x 2" x 0.045- Hollow 9 -49'4' t 8'-7" t T-1 I' t 7.-5' T-0" 6*-8' t 64" t 6%0" t 5%9" t 5'-6" t 2" x 3" x 0.045" Hollow 12'-8" t12 1 V-8' t 10'-11" t 10'-4- t 9'-9- bi 9'-4-__ t 8%11" t 8'-6"-t 8'-2- t T-10- E 3" x 3" x 0.06F' Auted 13'-2' t13 12'-l" t 11'-3" t 1 0 71OW" t 9'-11" : 9'-6. t 91-0* t 8%7" t 8%3* t 7%11ft t 2" x 4" x 0.050" Hollow 16'-5' t16 15'-l" 1: 14--l- t 13'-2- t13 12%5ft t 11'-10- t 11--3- t 10'-9- t 10-4- t 9--il- t 3" x 2" x 0.070" Hollow 13'-2- t13R 12'-3- t 11 tw5p t 1 O 9" 1 10%3" t Y-9- t 9 4 t 7i 7 8%8* t 8'-4ff t 3" x 3" x 0.090" Hollow 18%11" 1: 1 17%7" t 16'-5* 1 16-6" 1 14'-8" : 14'-0" t 13'-5' It 12'-11" t 121-5" t 121-0" t 3" x 3" x 0.125" Hollow 21'-10- t21 20'-2- 18%l 1" t18%l 1" t 17'-10- t17123'-9" 161milo t 16%1N t 15-5- t 14'-10- t 14'-3- IT-157-t 2" x 5" x 0.060" Hollow 2 V-2" t I 19'-7' t 18-4- : I T-3- 1 164 N t 15'-6- t 14'-9- t 14'-2- t IT-7- t 13--l" t 4" x 4" x 0.125 Hollow 29'-2* t 26'-1 1" t 26-3" 1 t 22'-7" t 21'-6' t 20'-7- bi 19'-9- t119'-l- b[18--5- t 2" x 4" x 0.048" x 0.109" SMB 18'-3" bll6'-1 I" bi 16-9" t 14'-10' t 14'-1" t 13'-5" t 12'-10' 12 ' -3" 1 1 V-1 0" 1 l'-T t 2' x 5" x 0.050" x 0.116" SMB 21;-8- 20 -0. 18'-9- t 1 T-7" t 16`8" t 15-11" t 15'-3- 114'-7- 1 13'-7" 2" x 6" xO.050-x 0.120" SMB 23-0 21;4 2 -2" 157;- b-11- 1 16-2- 1 1--l' I 2:; 1 2_L,21?W SM. 27-1 25-l' N 23'-5" 2;_, 191-11" t 191-1" 424-9- 18%3" 1 1 T-7 16'-11' I),. x "24" SMBx . 0! 2 36'-7' 33- 0 31'-8" 1 26'-Il" t 251 9" 9" 24-9" 23'-10' 23'-0" 12" X 9" X 0.07V x U.204" bMUJ 3 1 -9- 34-11 32'-8' 1 27'-g* -t 26'J" 2, 6 - 25'-6" 1 24'-7" MH23'-9" 2" x 9" x 0.082" x 0.3260t SMB 4T-I 1" 40'-8' 3T-1 1" 1 35- 10' 33'-11" 32'4- t 30'-11- 29% g- 28--8- 27--8- 1 2" x 10" x 0,090" x 0.374" SMB 5- -- 48'-7" 45'-5" 1 47-10" 40'-7" 38%8" 1 37'41" 11. - 71 1. No as; 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.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 Sections Trlb.tiM oadWi!,h ber,Se clpgOg3--()- 1 3-41" 1 4--()' 6. 2 1 _F 6% 1 6-:9- 1 7--()- F7-4i" Allowable Helaht H'/ bending Vor deflection'd' 2" x 2" x 0.043" Hollow 8 7' IbIT-11" Q T-4" 1" 1: 51-10" 6-6" I" x 2"X 0.045- Hollow 8 7" IbIT-11' 1: TA" 2" x 3" x 0.045" Hollow 1 J'-9' blIV-11" t 10'-2" 9,-7* t 9,-0" N 8,-7" t 8 11 T-9" t T-5' 1 T-1- 3" x 3* x-0.062" Fluted' 12'-2' 1:111 2* It 10'-5" 9..9. 9 I T-1 0" t 2" x 4" x 0.050" Hollow 16-2* lbilT-11" t 12'-11" 12'-2* 2 1 V-5' b[10'-10" 1: 10'-4' 9'-1 T t g'-5' bl 9r-0" t 3" x 2- x 0.070" Hollow 1Z-2' dill I I'A" t 10'-8" 10'-0* 9'-6- Iff 9'-1-- t 8 8* 8'A' t T-1 1" 17-8- 42" 3" x 3" x 0.090" Hollow 1 -8' t 16'-4' t 15'4* 14'-5" 4 13'-8" til 13'-l" t 12'-6" 12'-0" 1: 3' x r x 0 125" Hollow I19'-6" c I IT-V c IT-T 16'.7- 16-9- bi 15'-0- t 14-4- 13'-10- t 13-4- b112 10- hi 2".x 5"x 0.060" Hollow lg'-8* 1F26-11" 118 2" t 16'-1 1" 15'-11* 15'-0* t 14'-3* t 13w" 13,-0" i: 1 112' 0* 4" x 4" x 0.125 Hollow 24*-8* c 23'-6" 22'-2" r20'-6* 21 9' t 29-0" t 19%2' t 18%5' t 7;& 2" x 4" x 0.048" x 0. 109" SM B 16'A 1" 15 15 8* 14'-8* 13'-9" 13'-0" t 12'-S* t I V-1 0' t 11-4- t 1 0'-11- bi 10'-6- bi 2" x 5" x 0:6&01' x 0. 116- SMB 0. 120'-1" t 16'-4' 16-6' t 14'-9" t 14'-1" 1 13'-6" t 13 12'.7" 2 x 6" x 0.050" x 0.120" 21 1 17'-S* , 16-6" t 1 S-9" t 16-0" 14-5 13-10 13' 5* 1: 2" x 7" x 0.055" x 0.120" SMB 2 2" 1 23'-3' 2 V-9" t 1 19'-5" t 1 &-6" t IT-8" 1&-110 1 16'-4" 15'-9" t 2' x B" x 0.070" x 0.224" SMB 34'-0' 31'-5* 29-5" t 27'-S" t 26'-3" t 25-0" t 2TA 1' 22'-11" 1 22'-2' H 2 V-4" t 32 6" 30*-4' t 28'-7" t 27'-l" t 26-10" t 2,V-8" 1 R3 t 22'-10' 12 t0 413 L7L1 0. 35'-4-_ 33-4- 31'-7" 3 5;8; t 26'-8- 125'-9- L 4 145*-2' 42'-3" 39'-10- 1 37'-9- 7. ve 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. 0 ALUMINUM/STEEL COLUMN U'CHANNEL SEE SECTION 9 FOR ANCHORS (SEE SECTION 9) CONNECTIONS) MAX. CONCRETE ANCHORS CONCRETE SLAB OR FOOTING (SEE TABLE TO RIGHT) - FOR POST CONNECTIONS TO WOOD DECKS (2- NOMINAL LUMBER) USE THESE DETAILS W1 WOOD FASTENERS (1-3/8- EMBEDMENT) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL RECEIVING CHANNEL 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 For 3 -nd wil,,d -- t iin MPW load of 18.0 #ISF Sections on Width'Vir=Memb S ing 3 '-6" pta b 7'-O -F 7 -6- A owable Height ' 'I bending' 73 2- x 0.043" Hollow T-10" bi T-2" d 6'-8' H 6'-2" 15-10' 15'-6' 15'.3- t 4'-11' 1 4'-9- 1: 4'-6-___1 3" x 2- x 0.045" Hollow T-9" t T-2" hi 6'-7- hl 6'-2- 15'-9- q 6-1- 11 5-2" t 4--1 1" 1 4'-8" t 4'-5" t 7x -3"x 0 045" Hollow 10'-9* t 9'-1 1" t T-3- bi 8`8- 1 W-2- t 7--9- t 7-4- t 6-Al' 1 6'-8- t 6-4- t 3" x 3" x 0.062" Fluted 1 V-0" t 10P 2* t 9'-5" b18`10" t 8'-3" t TAT t T-5" t T-I" 1 6'-9'* t 6'-6- 2" x 4" x 0.050" Hollow 13'-9" t 12'-8' t 11 9" bi 1 0,:l 1" t 1 t 9'-10" t 9!4" t TAT 1 8'-6" t 8'-2* t 3- x 2" x 0.070" Hollow 1 V-3' t 10'-5* t 9-B" N 9'-2" t 0'-4" 8'-8" t 8'-3" t T-1 I' t T-6" 1 T-3' t 6-11" bi 3" x 3" x 0.090" Hollow 16'-2" t 14'-1 1" t 13'-11' N 13'-2' t 12'-6" t 1 V-1 1 t 1 V-5" t 10'-11' t 10'-7" 1 10,-2" t 3" x 3" x 0.125" P-ollow 18'4* c 17'-2* t 16'-1" N 16-2" t 14'4" 1 13%8" t 13'-l' t 12'-7" 1 17-2" t 1 V-9" t 2" x 5" x 0.060" Hollow ITA 1" t 16'-7" t 15'-5" bi 14*-5" t 13'-8" 1 12'-11' t 12'-4" 1, 1 V-9' 1 11'4" 1: 101-10, 1 4" x 4" x 0.125 Hollow 24'-5" c 22'-11" t 2 V-5" bi 20*-3" t 19'-2" t 18'-3' t 17'-6" b116-10" t 16'-2" t 15'-8- t 2" x 4" x 0.048- x 0.109" SMB 15'-6* t 14'-3" t 13'-4" bi 12'-6" t 11 P-1 0" t 1 V-3" t 10' , bi 10'4" t 9'- 11" t 9'-7" t 2" x 5" x 0.050" x 0 A 16" S M 8 18'Am t 16%11" 15'-10' 14'-11" 114'-1" h! 13'-S' t 12'-10' 12'-4" t 11 1-1 o" t 111-51 t 2- x 6'* x 0.050" x 0.120" SMB 19'-T t 18'-l" 6 1 0- L 15 . 10 15;-0- 114'-4* t 13'-8" 13'-1" t 12'-B" t 12'-2' t 2" x 7- x 0.055" x 0.120" SMB 22'-11" t T17- 3- t 11;-il" 2_ 12 -11" 131-8- 16'-10' t 16. 1" 1 T-5" t 14'-10" t 14'-4" t 2" x 8" x 0.070" x 0.224" SMB 31'-0" 1 28%8" t I_ 13 1' . 2 '-12" 20'-2" t 19'-6' t 2*'x 9" x 0.070" x 0.204" SMB 32'-0" t 29'-7" 2T-8" M3870 8 42Vw- 2214727" 1:120%10" 2 -10;- 23H 2" x 9" x 0.082"-x 0.326" SMB 37'-3 t 34'-66' 3- 32 130 5- 128 10' 2 5- 26' - " 3 1 25-3" 124P-3" i 23 9 2" x 1 D" x 0.090" x 0.374" SMB 44'-7" t 41'-3" bl36'4" bl34'-5- 31' 30'-2- bl29--l- i I- Above spans do not include length of knee brace. Add horizontal distance from upright to cianteroftirace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.2,E 6061 140 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs Proprietary Products: Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 3 second wind oust at 140.1&2 MPH valocitv: usirm d-Inn 1nad nf 21 A WRF Sections T Load Width W = Member IngX-13" plb ta 1 _0 4--6- YE10--u- 1 5--6- '6 0 1 6'-6" Allowable Heiqht H " bendinq Vor deflection'd' 2" x 3" x 0.045" Hollow 9'-11" bi 9'-2" bi 8'-6*, bi T-I 1" T-6* bi 7 1" bi 6-8 64 6--l' 5--g- 3" x T' 6'-2- 5--11- 2" x 4" x 0.050" Hollow 12'-8' bl 1 V-11", 1 10'-9' bII0'-1" T-6" !:,18 11" bi 8'6" 1. T-9"' T-5', 3" x 2" x 0.070" Hollow 10'-5" bi 9'-7" 1 8'-11'- cl 8 6" 8 0" bi T-7" T-3- 1 61-11" 61-8*. 114'-6" 6'-5" bi 3" x 3" x 0.090" Hollow 14'-11 * bll3'-10* t 1 Z-1 1" 1 12'-2" 1 V-7" bill*-O" hl 10*-7" 10*-2" 9. 9. 91-1. 3" x 3" x 0.125" Hollow 17'-2- bII5'-ll- t 14'-10"- t 14'-0- IT-4" t 2" x 5" x 0.060" Hollow 16'-7' 1 16'-3" 1 14'-2" 1 13'4 12.-7. t ll'-11' bl 1 V-4" W-10" t 10'-4" 9'-Il" 1: 4"x 4"x 0.125 Hollow 22'-11" 1 21'-3* 1 1FIZ--tt iW-9. 17'9" t 116-11" bl 16'-2* 15'-7" t 15'-0" t 2" x 4" x 0.048" x 0. 109" S-M B 14-'-3*- 2 13lw2a 1 12'40 1 1 V-7" 10*-Il" : 10'-5* H91-11- 1 9'-6R t 9'-2* t 8.10" t 2"x5"x 0.050"x 0.116"SMB W-11" 1 15'-8" bl 14'-8" 1: 1T-9" t 13'-l" t 12'-5" Hll'-10' k 1 V-5" t 10'-Il* 1 10'-7* t 2" x 6n x 0.050" x 0.120" SMB 18-1* 1, 16'-8" til 15'-7" : 14'-8" t 13'-l'i" t 13;-Y- 1 t 12'-l" t 1 V-8' 1 1 V-3' i 2" x 7" x 0.055" x 0.120" SMB-- 21 3* 1 19'-8" 18'-4" t 17'-3 t 16'-4" t 1 3 7. i - i T4-3 T379; t 13'-3- t 2- x 8" x 0.070" x 0224n SMB 28'8 t 26-70 241 10" 1? Z245 23'-4" t 2Z 1 21'-l' 120'-2" l: 19'4" t W-8" t 18'-0" t 2" x 9" x 0.070" x 0.204" SMB 29 7* 1 27'-5- 77 24'.1- t 22 10* 1Pit 21'-9- 20'-10 t 19'-11" t 19'-3' t 18'-7" t 2" x 9" x 0.082" x 0.326. MB 31'.11- 129'-10- 128%1- t 261 8N 1 25'-5- 24'-3' t 23A-__1 22'5" t 2"x10"x3.090"x.374 SMB 38'-2- N 35-8- - tJ 33'-7" 1,129--l- t 2T-1 1 - t 26--11 - t EH 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. ED t ALUMINUM / STEEL COLUMN 2"x 2"WITH WALL THICKNESS ANCHORS (SEE SECTION 9) EQUAL TO OR GREATER THAN COLUMN WALL CONCRETE SLAB OR FOOTING MAX. CONCRETE ANCHORS SEE TABLE BELOW) - FOR POST CONNECTIONS TO WOOD DECKS (2- NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1-3/8' EMBEDMENT) Notes: 1. Angles or U-Channels shall be a minimum of 2-1/8' in height and shall be 0.125* 6063 T-6 extruded alloy or 0. 125* 5052 H-32 break formed alloy. POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL ANGLE CLIPS ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREE-STANDING COVERS ALUMINUM / STEEL COLUMN INTERNALEXTRUDED ALUMINUM BASE OR BREAK CORROSION RESISTIVE STEEL FORMED U-CLIP THRU BOLT PER SCHEDULE 4) MAX. 114- X 2-1/2- WEDGE CONCRETE SLAB OR FOOTING BOLT OR EQ. (SEE TABLE BELOW FOR NUMBER OF BOLTS TYPE I POST TO CONCRETE CONNECTION TUBE COLUMN BASE SCHEMATIC INTERNAL BASE ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREE-STANDING COVERS, CORROSION RESISTIVE STEEL THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING FOR POST TO WOOD DECK (MIN. 2- NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS NOTE: ALL BASE PLATES SHALL BEA MINIMUM OF 2-118"IN HEIGHT AND SHALL BE 0.125"6063 T-6 EXTRUDED ALLOY OR 0.125"5052 H-32 BREAK FORMED ALLOY, I I TYPE 11 POST TO CONCRETE CONNECTION BREAK FORMED COLUMN BASE SCHEMATIC EXTERNAL BASE Number of Wedge Bolts (POWERS or Equal) for Super Base Connection one P 8%0" 10'-0" 112'O'* 14'-0" 16'-0" 18'-0" 20'-0" 100 16.6 2 2 110 17w7 2 2 3 3 4 4 1 1 120 21.1 2 3 3 4 5. 5' 6' 123 22.2 2 3 4 4 5. 5- 1. 140-1&2 28.7 3 4 T-5' 6- 7' 8- 150 33.0 4 5P 5. 6. 7' 8. 9.. For connections that require mcire than (4) fasteners use type 11 base. ** For connections that require more than eight bolts use the "Super Base". Note,.- Allowable load on 1/4'x 2-1/2" Wedge Bolt or Equiv. @ 5d is 878#. Example for Base Connection: # of anchors = area over post * applied load I allowable load c.n anchor For a 30'x 16 carport with 2' overhang in a 120 MPH wind zone, "B" exposure the load width on the front wall is: - 16'12 - 2'= 10', assume posts are at 10' O.C. then area = 1 DO SF and the applied load is 2 1.1 PSF x 100 SF = 2110# for a 3"x3*x0.060' post. Allowable load for wedge bolts 878# each, 2110# / 878# = 2.4 so use (3) wedge bolts 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 -) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractoes 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 J.D. DIE MARK ALUMINUM / STEEL COLUMN EXTERNAL BREAK FORMED ALUMINUM BASE OR BREAK FORMED U-CLIP 8) MAX. 1/4- X 2-1/2' WEDGE BOLT OR EQ. (SEE TABLE -J BELOW FOR NUMBER OF W BOLTS) W Z [if Z) U) U) Z Z 0 0 J 0 co Z < LU 0 LLI -J CD < LLI Z W 05LL J) 0 0Cf) of C) 2 Z 0 0 Z0 Z -- LL LLI LL C/) J WU C3Z t Z0 (00 0 2 J 9 Z LL LU Z Lu Lu LL W E Z Z ci of 0 Lu 2 W 0 0 CL Z -= 0 w Q a- r-- 0 - I- 'IT LL U 10 tz- D M to Of co CNJ ooU) X0 co 0 to 0 F- 0. W D LU OC Z LLW W tuW 0 uiZ -J W CL d Z 0 0 z"t C! 2- 0:, WIto SEAL Z WLULu SHEET Z Lu 0Z W Lu U) 0 ZLU 1 6-BV) v; ZZ 18 uJa 08-12-2010 OF @ GENERAL NOTES AND SPECIFICATONS I . Certain of the following structures are designed to be married to Site Built block, wood frame or DCA approved modular structures of adquate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live load shall be 30 PSF. 5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard" Tables for allowable spans 6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked and reinforced for the enclosed building requirements. 7. Composite panels can be loaded as walk on or uniform loads and have, when tested, performed well in either test. The composite panel tables are based on bending, properties determined at a deflection limit of LJ180. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of L/80 for high wind zone criteria 9. interior wails & 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 wa 10. Spans may be interpolated between values but not extrapolated outside values. 11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1. 12. All fascia gutter end caps shall have water relief ports. 13. All exposed screw heads through roof panels into the roof substructure shall be caulked W/ silicon 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 Coated wl 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. SECTION 7 DESIGN STATEMENT The roof systems are main force resisting systems and components and cladding in Conformance with The 2007 Florida Building Code with 2009 Supplements. Such systems must be designed using loads for components and cladding. Section 7 uses ASCE 7-05 Section 6-5, Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 30% roof slope 0 to 20*;-1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen.Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00 for)open structures, 0.18 for enclosed structures. AJI pressures shown are in PSF. 1 . Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped factor of 0.75. 2. Attached covers such as carports, patio Covers, gabled carports and screen rooms have a minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load of20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind loads are from ASCE 7-05 Section 6.5. Analytical Procedure for glass and modular rooms 5. For partially enclosed structures calculate spans by muftiplying Glass and Modular room spans for roll formed roof panels by 0.93 and Composite panels by 0.89. Design Loads for Roof Panels (PSF) Open Structures Mono Sloped 1 0.87 for 90 to 100 MPH 1 0.77 for 100 to 150 MPH KCpI = 0.00 Zone 2 loads r uced by 25% Screen Rooms Attached Covers 1 0.87 for 90 to 100 MPH 1 0.77 for 100 to 150 MPH KCpl = 0.00 Zone 2 Glass & Modular Enclosed Rooms Roof Overs I = 1.00 KCpl = 0.18 Zone 2 Overhang / Cantilever All Rooms 1 = 1.00 KCpI = 0.18 Zone 3 Basic Wind I Pressure Effective Area Basic Wind Pressure Effective Area Basic Wind Pressure Effective Area Basic Wind Pressure Effective Area 50 20 10 50 T-2 0 T_ 10 50 2D iO RO 20 10 100 MPH 13 13 16 1 25 17 20 23 1 26 17 23 27 30 17 27 8 45 110 MPH 14 14 17 1 20 18 21 25 1 28 18_ 27 32 36 18 33 46 55 120 MPH 17 17 20 25 30 33 22 32 39 43 22 9-1- 29123MPH181721242326323523344145234117 130 MPH 20 20 23 27 26 29 35 39t4046 26 38 45 51 26 46 64 77 140.1 MPH 23 23 27 27 31V232230 34 40 46 30 44 53 59 7 89 140-2 MPH 23' 23 31 3D 34 30 44 53 59 89 150 MPH 1 26- 26 32 36 34 102 Minimum live load of 30 PSF controls in high ind velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or"D" see Table 7A on the this page. Anchors for composite panel roof systems were computed on a load width of 10'and 16projection with a 2' overhang. Any greater load width shall be site specific. Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B" to ..C.. I P- ...r. "R" - "'. Mean Roof Height* Load Conversion FactoL_ Span Multiplier Load Conversion Factor Span Multiplier Bending DeflectionBendingDeflection 0-15, 1.27 0.91 0.94 1.47 0.83 0.88 IS'. 20' 1.29 0.88 0.92 1-54 2 1 20' 25' 1.34 0.86 F l 1.60 20% 25P 308 1.40 0.85 0.89 1066 0.78 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 2" x S.M.B V x 2"x 0.040" PATIO EXTRUSION 1/4" x 1-1/2" S.M.S. SIDE OF BEAM & 24"O.C. TRUFAST HD x cr + 1/2") FASTENER @ 8- D.C. FOR UP TO 130 MPH WIND SPEED; 6"O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED 3" COMPOSITE PANEL 14 TEK SCREWS 4) EACH BRACKET 5"SUPER GUTTER BRACKET 6"WIDE AT EACH BEAM AND MID -SPAN 0.95" BEAM GUTTER 3" x 3' x 0.090" COLUMN TRUFAST SIP HD FASTENERS d V%11 1-1/4"0 FENDER WASHERS Z @ 8" D.C. UP TO 130 "D' A @ 6- D.C. 130 -D- AND UP TO 150 MPH "D* EXPOSURES LENGTH = PANEL THICKNESS 0 1") @ ROOF BEARING ELEMENT (SHOWN) AND 24- O.C. @ NON BEARING ELEMENT (SIDE WALLS) 2"WIDE x 0.050"(MIN.) STRAP SPACING PER LOCATION DETAIL PAGE 1 24 24' MAX* 10 x 1/2"TEK SCREWS 1-112" x 3" x 1-1/2"X 0.050" @ 8- D.C. RECEIVING CHANNEL W/ (1) 10xl/2- TEK SCREW @ 8- D.C. ROOF PANEL PER TABLES SECTION 7) TRUFAST HD ............... .. SIPS FASTENER ............... e I x E1-1/2" x 1-112" 1/4"ANGIL TA_ iii. EXTRUDED OR t2).luxliz TEK SCREWS @ a- D.C. Z U) SUPER GUTTER J U) 0ANGLEORLLJLLJl-- RECEIVING CHANNEL SUPPORTING BEAM SEE TABLES SECTION 9) 0 Z LLJ a LU PER TABLES) i M U) Z U) ZALTERNATERECEIVING Z 0 0 C) CHANNEL 2-1/8* x 1' W/ 5 _J - LLJ 2) #8 x 1/2" S.M.S. EACH SIDE 4- 1-- IL OF BEAM AND BEAM TAIL U! V) Z < W W U) LLJ 0 6 ZREMOVED SELF -MATING BEAM , POST AS REQUIRED LuM CO 0 (D Z LU 0 CL SIZE VARIES (PER TABLE 2.3) Lu W - UJ Z LL I-- a 0 con W W Z D - 0 Z WZ WITHOUT SITE SPECIFIC ENGINEERING ui W 0 i - Notes: LL0 0 (-) LL 0aL , 1. Variations of Super Gutter attachments may be modified to attach to composite roof system. z M u) o LIJ LL 02. Caulk all exposed screw heads. 3. Can 0 CA-0 I-- < 0 Z C) LL, 0notbeusedinconjuntionwithmomentconnection. 0 4. All solid roofs shall drain to gutter and away from host structure. L) FL M Z 1,- U) CONNECTION TO SUPER OR EXTRUDED GUTTER WITH COMPOSITE PANEL W 0 :5 Ld 1Z__ 'MO COMPOSITE 24" MA PANELS SHALL BE THRU SCREWED SOLID COVI THRU THE ENDCAP ATTACH] AND INTO I (PI THE GUTTER SECTION TRUFAST HD SIPS I ......... ..... 1.1'%1.1.1.1 ... I .... FASTENER 4 0 1 P-9 I I SUPERGUTTER40 E9 SUPPORTING BEAM PER TABLES) 2" x 2" x 0. 125" ANGLES W/ 3) 1/4- THRU-BOLTS 0 0 THROUGH ROOF BEAM AN D(3) #14 TEK SCREWS TO GUTTER (EACH SIDE) POSTAS REQUIRED 2" x 3" x 0. 125" ANGLE EACH ( PER TABLE 2.3) SIDE W1 3/8"THRU-BOLTS & WASHERS TO GUTTER AND 3/8- THRU-BOLTS TO POST Notes: 1. Can not be used in conjunction with moment connection. 2. All solid roofs shall drain to gutter and away from host structure. ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER GUTTER 2) #10 x SUPER OR I GUTTER ATT BEAM WITH 2 S.M.S. SELEC SECTION 9 SIZE SPACED FOR ALLOWABLE SPANS OF SUPER OR EXTRUDED GUTTER AND CARRIER BEAM (SEE TABLE 1.10) L) LL Z Lu E BREAK FORMED OR Z LLI3 EL LLJ EXTRUDED END CAP W/ Z J w LL i- 0 < INSULATED PAN ROOF OR 0 I-_ COMPOSITE ROOF PANEL. U) OPEN WITH PAN ROOF. Z Lo Lu Lo ALUMINUM BREAK FORMED Z CID 0.040"X 2"Z STRAP OR 0 STANDARD L STRAP W1 (2) u) Z FZ; N .5 10x314"S.M.S OR 1/4"THRU- 0 Lu u_ BOLT AND 1/2" PVC OR EQUAL z LU Z - il - x EFERRULE@24- D.C. of D cOnZc m S.M. OR SNAP SECTION W u) a- Lu a LL 1 0 uj zQ. t,- r r To 0'0LLLL W n loor- 9 Lu In ct: 1.- 0 0 co 4 xw [L m 0 o C) i- ID o C REEN L) wLL a ROOF w 2 B M ww wv) VARIES Z < Ll Z 1 1 - DIRROSION E AND WAS ol- k114 ENER SECTION) Notes: 1. Beam may be attached to super gutter and solid roof to self -mating beam if a strap or 1/2" P.V.C. or equal ferrule is provided at each beam. 2. Can not be used in conjunction with moment connection. 3. All solid roofs shall drain to gutter and away from host structure. SUPER OR EXTRUDED GUTTER - SOLID ROOF / SCREEN ROOF COMBINATION U, W 2-2010 SHEET 17A OF C> uJuJ ZuJ uiZZWto - LE EXISTING TRUSS OR RAFTER 0 x 1-1/2" S-M-S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL 10 X 3/4' S.M.S. OR WOOD SCREW SPACED @ 12- O.C. 8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL SCALE: 2" l'-O" EXISTING HOST STRUCTURE #14 x 1/2"WAFER HEADED WOOD FRAME, MASONRY OR S.M.S. SPACED @ 12"O.C. OTHER CONSTRUCTION FOR MASONRY USE: 2) 114" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 12- O.C. FOR WOOD USE: 14 x 1-1/2"S.M.S. OR WOOD SCREWS @ 12"O.C. FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 2" = 1'-0" WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUBIFASCIA FRAMING WHERE POSSIBLE ONLY. 15%-OF SCREWSCAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS: XLL 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 T. THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M,P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 1100-1231 130 1 140 1 150 1 #8 1 #10 1 #12 1 #12 8 x 1/2" ALL PURPOSE SCREW @ 12- O.C. BREAKFORM FLASHING 6' 10" 3" COMPOSITE ROOF PANELSSEESPANTABLE) STRIP SEALANT BETWEEN FASCIA AND HEADER 1/2"SHEET ROCK FASTEN TO PANEL W/ l' FINE THREAD SHEET ROCK SCREWS @ 16- WHEN SEPARATION BETWEEN D.C. EACH WAY DRIP EDGE AND PANEL IS FASTENING SCREW SHOULD LESS THAN 3 , /4"THE FLASHING BEA MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED THE, EDGE OF FLASHING NOTES: 1. FLASHING TO BE INSTALLED AMIN. 6" UNDER THE FIRST ROW OF SHINGLES. 2. STANDARD COIL FOR FLASHING IS 16" .019MIL.CDIL., 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE INSTALLED. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS MORE THAN l"THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS DROP. 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" 03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS SCALE: 2" = V-0" HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1 MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 1- FASCIA (MIN.) 10 x 1-1/2"S.M.S. @ 16" D.C. 0.040" ANGLE W/ #8 x 1/2" S-M.S. @ 4" O.C. COMPOSITE ROOF PANEL z HEADER (SEE NOTE BELOW) 8 x (d+1/2") S.M.S. @ 8" O.C. FOR MASONRY USE 1/4"x 1-114"MASONRY EXISTING HOST STRUCTURE: ANCHOR OR EQUAL WOOD FRAME, MASONRY OR @ 24- O.C.FOR WOOD USE OTHER CONSTRUCTION 10 x 1-1/2' S.M.S. OR WOOD SCREWS @ 12- O.C. COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W1 3) EACH 8 x (d+ 1/2") LONG CORROSION RESISTANT S.M.S. COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2* = V-0" CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF SPAN PER TABLES) FOR FASTENING COMPOSITE PANEL TO ALUMINUM USE TRUFAST HDx ("r + 314")AT8' AL+_L D.C. FOR UP TO 130 MPH WIND SPEED"D" EXPOSURE; 6" D.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. WEDGE ROOF CONNECTION DETAIL SCALE: 2" = V-0" 8 x 1/2" WASHER HEADED CORROSIVE RESISTANT SCREWS @ 8' O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER COMPOSITE ROOF: 8 x"t"+112" LAG SCREWS W/ 1-1/4'0 FENDER WASHERS @ 8" C.C. THRU PANEL INTO 2 x 2 2"X 2"x 0.044"HOLLOW EXT 5/16"0 x 4" LONG (MIN.) LAG SCREW FOR 1-1/2" EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL CONVENTIONAL RAFTER OR TRUSS TAIL BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER 7_ BEHIND DRIP EDGE 0 SCALE: 2"= V-0" j OPTION 1: U) LL) 2" x — x 0.050" STRAP @ EACF: z ECAULKEXPOSEDSCREWCOMPOSITESEAMAND1/2 0 < D U) U), _jHEADSWAY-BETWEENEACH SIDE Wd U) Z :;Z PLACE SUPER OR EXTRUDED (3)#l0x2"INT0FASCIAAND ' Z 00 GUTTER BEHIND DRIP EDGE (3)#10x 3/4- INTO GUT -TER 8 0 -j — LU EXISTING TRUSS OR RAFTER SEALANT 10 x 2"S.M.S. @ 24"O.C, 1/4" x 8" LAG SCREW (1) PER TRUSS I RAFTER TAIL EXISTING FASCIA SEALANT 10 x 4"S.M.S. W/ 1-1/2"0 FENDER WASHER @ 12- O.0 CAULK SCREW HEADS & WASHERS CAULK EXPOSED SCREW HEADS 3" COMPOSITE ROOF PANEL MIN. SLOPE 1/4": l') 1/2" 0 SCH. 40 PVC FERRULE EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 I 0 0 cp Z < OPTION 2: _j LLI, W Of z1/4"x 8" LAG SCREW (1) PER 9 a 5 —0 0TRUSS / RAFTERTAIL IN 1/2-1 D0w__ L) SCH. 40 PVC FERRULE w W Z'U_ W SEALANT W Lu Z Z W 0 Z 10 x 2"S.M.S. @ 24"O.C. 3" COMPOSITE ROOF PANEL LL0 x (-) 0, L) 00LLMIN. SLOPE .1/4": l') J) o0 LU ol z cl) D_ EXISTING TRUSS OR RAFTER EXTRUDED OR SUPER GUTTER 3" HEADER EXTRUSION 2 Z LL 3 0 oEXISTINGFASCIAFASTENTOPANELW/ w Z LL 0 SEALANT 8 x 1/2"S.M.S. EACH SIDE 0 @ 12- O.C. AND FASTEN TO 9zo GUTTER W1 LAG BOLT AS < Z W U) SHOWN 0 j EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2' l'-O" LL z LoLu 2 o Lo 0 z0 0) caz0 j 10 LL Lu GUTTER BRACE @ 7-0- O/C 0z _ L) LLZ - a, LJ m x E0 CAULK of U) IL aa 0 cc 0 r,- - SLOPE X00 3 0. rl- Iaco - I ..... UlD z m gi co " co 4WIL Lij x M 0 m 0 co 0 1 .... 2 LULLLu COMPOSITE ROOF w uiUPSEROR HEADER U EDEXTRUDED CAULK GUTTER SOFFIT 0 wZ W-0. 1 1 " 2" x 9" BEAM 0 ulLL lw 2) #10 x 1/2"S.M.S. @ 16"O/C H END =) 2* 0 HOLE EAC FO FROM GUTTER TO BEAM WATER RELIEF lo' F SEAL SHEETw LuL) w U) Z 17E55 SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL nm 9 iLSCALE: 2'= T-0" 08-12-2010 OF 0 W W, z zLijm uj 0 E zw M' LL 0 0 0 z L3 U) 0 U) wCL LU 2U. 0X L z 0 Lu 0m LU 00: a- wX wm 0 0z 0 3 100- z wz 0zw wzzLu 18 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.& @ EACH ANGLE EACH SIDE A B A = WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: 2) 2"x 2"x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W1 MIN. (2) 3/8"x 2" LAG SCREWS PER SIDE OR (2) 1/4"x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3- WHEN FASTENING TO d z ALUMINUM USE TRUFAST HD x I t"+ 3/4") AT 8"O.C. FOR UP TO FOR PAN ROOFS: 130 MPH WIND SPEED 3) EACH #8 x 1/2" LONG 0 EXPOSURE "D"; 6"O.C. FOR S.M.S. PER 12" PANEL W/ ABOVE 130 MPH AND UP T 0 3/4" ALUMINUM PAN 150 MPH WIND SPEED WASHER C EXPOSURE"D" Tl;qI - ... ...... ........ CAULK ALL EXPOSED SCREW L". HEADS & WASHERS ROOF PANEL FOR COMPOSITE ROOFS: PER TABLES SECTION 7) 10 x (t + 1/2") S.M.S. W/ 1-114"0 FENDER WASHERS SUPPORTING BEAM @ 12- O.C. (LENGTH PER TABLES) 4 PANEL THICKNESS + 1') @ ROOF BEARING ELEMENT SHOWN) AND 24" O.C. @ NON -BEARING ELEMENT (SIDE WALLS) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 2"= V-0" ALTERNATE) (1) 1-3/4"x 1-3/4* x 1-3/4"x 1/8" INTERNAL U-CUP ATTACHED TO WOODWALL W/ MIN. (3) 3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4"x 2-1/4"CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3- SELECT PANEL DEPTH FROM TABLES ALUMINUM SKIN CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL E-P.S. CORE SCALE: 2"= V-0" uj Q. 0h, SIDE CONNECTIONS VARYz DO NOT AFFECT SPANS) IF— no— - 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 MIN 1" EMBEDMENT BEAM / HEADER PER TABLE 2 x 4 SELF- MATING UPRIGHT SNAP OR SELF -MATING BEAM SIZED PER TABLE SELF -MATING BEAM UPRIGHT ATTACHED TO BOTTOM RAIL W/ MIN. 2) #10 x 1-1/2"S.M.S. IN SCREW BOSSES EACH SIDE OR UPRIGHT TYPICAL S.M.B. UPRIGHT DETAIL SCALE: 3"= T-O" RISER PANELS ATTACHED W/ 3) EACH #8 x 1/2" LONG S.M.S PER 12" PANEL W/ 3/4" ALUMINUM PAN WASHER HEADER ATTACHED TO POST WITH (2) # 10 S.M.S. IN SCREW BOSSES EACH SIDE GIRT ATTACHED TO POST WITH (4) # 10 x 1-1/2"S.M.S. INTO SCREW BOSSES 1" x 2" OR 1' x 3" OPEN BACK BOTTOM RAIL ANCHOR 1" x 2" PLATE TO CONCRETE W/ 114"x 2-1/2" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND 24" O.C. MAX. COMPOSITE ROOF PANEL [INDUSTRY STANDARDI SCALE: 2" = V-0" Table7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design /Applied Loads* (#/SF) Wind Open Structures Mono -Sloped Roof Tc—reen Rooms Attached Covers Glass& Mod Jar ooms Enclosed Overhang, antilever Zone MPH) 1&2 span/load*1 3 span/load* 4 span/11 ad* 1&2 sPanfload* 3 1 .1sDan/load 4 span/load* 1&2 spanfload* 3 span/load 4Ispan/load* All Roofs 100 15'-4" 13 1 17'-2* 13 16'-7* 13 11 5" 2L 12'-9- 23 1 12'-4- 23 10'-6- 127 11'-9- 130 1 11'-5- 127 4'-0- 45110i3'-6' 1 16'-B' 14 16 1" 14 10'-11' 25 12.-3 22 1 9 2' 136 10 1 1 10--6- 3 3 8" 55 2 12' -2" 20 15'-1 17 13'-2* 20 9-6" T 1 -2 3 1151;-10; 5 15_ 9'-4" 3 3 3'-5" 65 123 iiimiiN 21 12'-1 " Ti JT-T 3 1 32 1;-2 1 45 9'-l' 41 1 8, 1 5 9 130f40_-1 1 1-4N 23 12'-B* 23 12'-3" 23 8'-9" 39 1014' 39 7- 51 8'-7" 234 51 34' 32 -1 '_ 7 10*-6" To 2727 1 V-9" 27 1 V-5" 27 8'-1" 46 9'-0" 46 71 51 8 71 3 r45'l 89 T40-2 T5_0 6 11 '-9- 27 jj::L L7 8 '-1' 46 2 9'-0- 46 T-2' 59 T-1 1" 53 II. 7-8" 59g 2 1 I" 91-2- 36 10'-11' 32 To -T TF, T-7' 8'-6- 52 Wind Open Structu s Mono-SlopeduR f Semen R Aft..I.dlomsrs Rooms Enclosed Overhang, Cantilever fone MPH) sp 1&2 anfload* Spa 3 n/load* 4Ispan/load-I a'n&/1`pad* 3Ispanfloadd 4 SDannoad* 1&2 span/loadd 3 oacrsDann I spa 4 n1load* All Roofs 100 1118':-2- 13 20-4 13 1 19'-7* 13 13'-6" 23 1 16'-2- 120 111- 20 12'-6- 127 1 15'-V 123 1S-6- 27 4'-0' 145 1 _ 7 8 1 4 191-91 14 19' 1" 14 12-11 25 21 15'-3* 21 1l'-5' 116 132 12'-10' 32 2 5 120 15'-11' 17 1T-10" 1 1: 7 11._10. 30 35 12'-9" 30 il_ -7" 3 121l"-3- 319 65 123 15 '-6- 17 17 '-4- 17 1 17 1 1,_7. 32 2 - 3 2 12'-6" 99; 145 10 -4" 41 10'-11* 41 14'-0- 16913013' 23 16*-5 20 1 5-10" 00 0" 10 1 9--7-- 335 2 '1 3, 1 V-101 7 0 4S 5* T 3; 140-1 17-6—* 17 15'-3- 4 77- 46 35' 4 t 1 I'-V 40 140-2 12'-6" 27 15'-3- T7--V--7' 4. 1 5" 40 11'-1* 0 8_ 5;1 5 59159 1 9. -E; 9_5 95 11 150 1 8 1 1" 52 10'-8" 46 10'-4" 46 t'-10- 168 1 8'-9" 68 8lw6n 68 3'-3" 102 Wind Open StructuMono-SlopeduR sf Attached Covers a & Modular ooms , Enclosed Overhang Cantill ver zone MPH) P 19,2 an/loacr 3 spanfload* 4 spardload' 2 13an/load* 3 oaSpam d* 4Ispanilload* 1&2 spaniload* 1 3 spanfload*1 span/I d* 40a All Roofs 100 17'-9" 13 19'-10' 113 19'-2" 13 14'-2* 123 20 1 15'-3' 120 43'-2* 127 1 14'-9" 127 14'-3- 27 1 4'-0- 145 110 l 7 3" 75' _7* 1 '-7" 41- L 535 15'-5- 21 1 14'- V 25 11;-2: 32 1 -7- 11-12 1.'-'2 32120 f6 17 112 4 =2 55 10-2 12 1312'1" 1 l 5g 65 72-3 7_5 -2' 5" 77- 3232 13 - IX 32 1 13'-4- 132 4!i l 1JI, 41 1 4'-0' 69130116-6" To- 10'-8- 10 353' 73 -2' 12'"-8" 35 9 .-5. 77 140-1 13!-4" 14 5' 27 E12' 4' 10'-0* to 46 46 i bff 4 . 9'-5" 10'-2" 51 T-4' 95140-2 13'-4- 14 5* 27 10'-0" 4646 Tl -2- 150 12 -T 13'-6N 2 9-A- 9. -4 52 02 Wind Open Structures Mono -Sloped Roof Attached Covers Glass & Modular Rooms Enclosed Overhang j Cantilever zone MPH) sp 1&2 ani'load* 3 spanfload* 4 spanfload' paln&ii2oad' I spanA d* 308 spa 4In11 1&2 1 3 spanfload* 4 span/load* All Roofs 100 20'-5- 13 22'-10-113 22 1' 13 16'-4- 120_ 18 3' 20 1 17'-8" 120 15'-3" 23 17'-0' 23 16'-5- 23 4'-0' 110 12 1 14 1117 L _6. 4 15,_11. 1 21 7'-'T 2gl 1 12'-11' 32 16-1- 27 16-2" 27 4'-0" mL5_ 55 120 17 11 7L_ 2.;-1; 5. 17 i 37T 1 C._ A y 11%8" 39 IT-l" 39 12'-8" 39 4'-0" 65 123 17'-6* 17fo 19 -;;4214 !- zo 111 7U. 17 13'-D" 32 75 - 11 1 l'-5' 41 12%9" TF-f2=4, TT 4'-0" 69 130 16'-6* 1 R 0 12'-4" 35 T5 - 2' 10'-11' 45 12 2' 45 11%9' 45 4'-0" 140-1 17 5 73- 23 16'-8- TF 11'-7' 140 72 - 11 70-1 _1' T5_ 72 _2 W T1_9_- 45 1 4'-0" 140.2 15 5" 23 16'-8" 23 1 V-70 40 12'-11" gl-6m W 771 -- 3 126 15-7- 26 46 12%0 0721 I-- - uesign or applied load based on the affective area of the panel U) 0 LU 0 Z W U) lu iJ U) z z 0 0 N i — Ct) F- U) Z < U Uj LU 5 LuE 0 U) 06 W LU W W Z LL j W LLJ Z LLj 0 LLJ of 0 Z 0 z C) LL < CL co 0 0U 0 I.- IX LL 1.. 0 0 U) 0 Z 0 < LuL) z LL C3 LL z LLI3 z j U) zW cc CC) 19 z0 U) 2 z j '-, c-, LL Lu — — Lu LL Z D Z - ii Uj 6 Om x E LU t; LLI Z 0 M V -t .0 0 ?-- 4) 0- C) 0LLLL Lu to 10LJ LU (L M 0 0 3) zz! `q 0 UUj WW lu F_ Z zW LL Lu S4,,lEET uiU) Lux U) 0 7Culca 18 08-12-2010 OF co 0 0 0 co MANUFACTURERS PROPRIETARY PRODUCTS SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE 48" 1.0# OR .O# 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-13" Table7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads* (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 Wind Open Str lures Mono -Sloped oof Screen Rooms-& Attached Covers Glass & Modular Rooms Enclosed Overhang j Zone MPH) 1&21 &2sanfload'isp p-h`1load* 4 P an/load- 1&2 spanAoad* 3 spent] ad* 4 span/load* 1&2 spanAoad* 3 sparilload* 4 span/load* oa Cantill ver 100 l1LIL 13 21--1; 13 20'-5" 13 15-1- 20 16'-10- - 20 16'-3- 120 12'-11' 27 15'-8- 123 15'-2- 3L_ 4'-0' 45 110 18'-4" 14 20'-6 1 19'-10" 1 4 1 ; 1 T-6" 25 16'-5" 21 IS-1 1 2 11 11 2 1. T-4 32 12'-17 32 7:5 Z_ 120 16'-7' 17 18'-7" 17 IT-11" 17 2 -4" 30 115'-1" 25 13'-3. 30 10'-9* 39 2-1* 3939 1 V-8' 39 4'-0" 65 123 16-2 17 18--l- 1L 17 '-5- 17 1 2'-0- 32 f3 -5' 7 T2 7 72 10'-7" 41 j - 11 10" 4141 11 '-5- 1 4 '-0' 69 130 16-3 20 17'-1* 20 16'-6" 20 1 V-S" 35 97 T57 q2322--4 3 9'-5* 51 1 V-3* 45 10'-10" 45 T-10' 77 140-1 12-11" l 1 27 15-1 V 23 15'-4" 23 1 010'-B" 40 1 1. 1 1 _J,_ 40 1 1 6 40 91 5" l 1,_3. 11 3' 4 45 70' 10 140 2 1 _1 1" 12 1 1 27 15'-11" 23 P 15'-4" 23 10'-8" 40 ll'-11" 40 4 0 V-9* 59 10'-4" 53 1 9'- 1 _. . 2 Tr IT"" 32 9 '-4- 9 52 1._J. ll Wind Open Stru lures Mono -Sloped oof Screen Rooms & Attached Co em Glass & Modular Rooms Enclosed Overhang I Zone MPH) S 1&2pannoadd spam'/load* 1 4 span/load' 1&2 spent], ad* span/l it- 30a 4 span/load* 1&2 span/load* 3 sparVioad* 4 span/16ad* Cantilever 100 22'-2', 13 24'-9" 113 123'-Il' 13 17'-8- EV-3' 20 19 9' 20 19--l' 20 16'-6- 23 18'-5- 23 17'-10 451 110 21'-6" 1 23'-3"- 14 21 19 3' 21 18'-8" 21 15'-3" 27 17'-0" 27 16'-5- 127 4'-OW- 55 120 19'-6- L4 17 21--g- 17 21-4- 17 16-10- 25 17'-8- I 25 17--l' 25 12'-B' 39 15-7 32 15'-l" 32 4'-0" 65 123 I&A 1" 17 21'-2" - 17 0. 20'-6" 17 15'-5" 26 17 3' 26 16'-8" 013'-6*40 26 12'-5" 17- 5'-2- 1 4L 3;-j 4gl 0" 6 9 130 17'-11* 20 J24-- l-14 20'-0' 20 19-A' 707 iTA' 35 16'-5', 29 15'-10' 2 g29 11--g- 45 13'-2- 145 12N12 4; 7 7 140-1 16'-8- 23 18'-8- 23 18 0- 23 12'-6- 40 15'-2- 2 34 13'-6- 4 040 45 4 -0;, 89 140-2 16'-8" 23 18'-8* 23 18'-0" 23 12'-6* 40 15 2* 34 6. 10'" 1 1 -9 53 4-0 89 rt 01 tlt' 26 117'-6' 26 16-11" 1 -0" 60 T-1 1 02 Wind Open Structures Mon -Sloped Roof Screen Rooms & Attached Covem Glass & Wo-dular Rooms Enclosed Overhang j Zone MPH) 7_ spanfload*l 3 , span/load* 4 span/load' 1&2 span/load* 3 spaniload* 1 4 span/load* 1&2 span/load* 3 span/load* 4 1 spantload* Cantilever 100 20'-8- 23-2- 13 22-4- 1 16k 6" 10 18'-6- 20 17 10. 20 15'-5- 23 1 r-3- 23 16'-8 23 4'-0" 45 110 201m1* 13 14 22-6 14 21'-9" 14 16'-2" 21 18' * 21 17'-5" 21 13'-l* 32 16-111" 27 15'4" 27 4-.0" 55 120 18'-2" 17 0 '4" 0: 7 19'-B" 17 13'-6' 30 6_ 6. 55T__ 15 11" 26 1 V-1 0" 39 13-3" 39 12'-9" 39 4'-0" 65123179" 17 19'-10- 117 191-2" 17 13D 2n 32 2* 76 6 15'-7" 26 1 V-7* 41 12*-1 1" 41 12'-6* 41 4 0' 69 136 T6 - 9- 76- 7-9`72-5 18'-1' 20 12'-6- 375- 15-4- 29 13'-6" 35 1 V-0' 45 12*4- 45 11--11. 45 470. 77 140.1 i 5-7. 2 3: 17'-5* 123 16'-10" 23 1 V-11" 40 IT-1- 40 12'-8' 40 1 To- Ts- 72 c 75- 11--11" 45 T-11- 89 140-2 5._7, 3 17'-5- 123 16-10" 23 11--8- 40 IT-1- 40 12'-8" 40 9'-7" 59 11'4' 53 13 '-It- 8:9::] r_1t0_r_1 T-2- 32 16-4- 12B 1 1-1.0- 26 10'-11- 46 12'-2- 46 9- 46 W-11' 68 10'-8- RN 60 1 3' 102] Wind Open Structures Mono -Sloped Roc,f I Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang J Zone MPH) 1&2 span/loacr 3 span/load* 4 span/load* 1&2 span/11 ad* 3 span/load* 4 spanfload* 2 span/load* 3 span/load' 4 span/load' Cantilever 100 0 . 2L1L 26'-8- 13 1 25'-9- 13 19'-1- 120 21'-4- 20 20'-7- 120 1 -9- r 23 I I9- 0- 23 19-2.' 23 Is1102312N2T-2 13 5' 1 4 25--l' 14 18'-7- 21 20'-9* 1 1. 201 1" 21 16'-5' 1 6 '-s- 27 18'-4a 27 7 -9 7 1120 1 1 . 20'-11" E3 L4 17 23- 17 17'-0" 25 1 2 li' _'. 181-5' 25 1 5.-'- 15'-1' 32 16'-10" 32 16'-3 32 4-0 65 123 29-5bli. 17 22'-10" 17 22'-l* 17 8" 26 8'-7" 26 17'-11" 2 13'-4' 1 3-4- 41 16'-5" 34 15 10" 34A1309._. 19'-4" 20 21'-7* 20 20'-10" 20 15'-10' 29 17'-8' 29 17'-1" 2 72127 79- 15'75'- S8- T3 V 4' 140-1 1T-1 V 23 20'-1' 23 1 W-5" 23 13'-6* 40 16'A" 34 15 9" 34 12'-8* 45 15'-5" 38 1X-9" 4 1402 17'11' 23 20F40 23 1 19'-5- 23 IT-6- 40 16-4- 34 1 _954" 34 j... 1 V-8' 53 IT-l', 53 IZ-8* 5318'-10" 26 1 18'-3- 26 12'-7" 46 15'-3' 39 1 '. 1 Tj" 46 10 1'. 10'-11" TO 12'-4- Note: Total roof panelwidth room width - wall width + overhang. *Design or applied load based on the effective area of the panel Note: Below spans are based on test results from a Florida approved test lab & analyzed by Lawrence E. Bennett & U180 Table7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads* (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval.#FL1049 n- Wind Open Structures Mono -Sloped Roof I Screen Rooms & Attached Covens Glass & Modular Rooms Enclosed Overhang j Zone MPH) 1&2 span/load* 3IspanAoad* 4 spannoad* lu sparilloa * 3- span/load* 4 spanfload* 1&2 span/load* 3 spanfloacr 4Ispan/loacr Cantilever 100 - 20'-8' 13 1 23'-l" 113 22'-4' 71 13 16'-6" 20. 18'-5" 20 17'-10* 0 15 23 17 2" 123 16'-7" 23 4'-0" 45 110 20'-l" 14 1 1 W 74- 76 - 1' 21 18'-0-, 21 17'-5- - 21 13'-V 12 15'-Il' 27 15'4' 27 4'-0' 55 120 18'2" i7 19-8" 17 13'-6" 30 16'-6" 25 15'-Il' 5- 13._3. 39 12'-9* 39 775'65 123 17' -8 1 19' -1" 17 13' -2' 32 16'-l" T6- 71 5r T6 . 41 1iTT 4 2'-6* 41 4'-0' 6-9 130 16'-9" 50 18-8- 20 18'.1' 20 12'-6". 35 15'-4* 29 13'-6* T5- T1 -w T5- 12'-4" 45 45 4'-0" 77 140-1 15'-7" 23 1 T-5 ; 123 16--1 0; 23 1 V-8" 40 13 1* 40 12;:7-"- 40 ll'-O' 45 12'-4' 4 l 1 V-1 1" 45 T-11" 89 1,40-2 15 7" 13+ 1 -523 16'-10" 23 1 1_'-E_ 0_ 113 1* 12'-7- 40 T-7- 59 11-4- 53 10'-11' 5-3 3- 11* 89 150 Ll:_ 46 12 2" 46 771-9' F6- 7li ' 98- In'--' 60 7 O47 ftff4 T5:2:1 Wind Open Structures Mono -Sloped Roof I Screen Rooms & Attached Cov rs I Glass & Modular Rooms Enclosed Overhang, Zone MPH) 1&2 span/load* 3 spanlload* 40, spann ad* 1 spj&2 anAoad* n1l AIspa 3 on spamll cl-I40a soaln&1load* s 3 paniload* 4Ispan/load- Cantilever 100 24'-3- 13 2T-1- 113 26-2- 113 1 19'-4- 120 21'-8- 20 120--11' 120 18--l- 23 20'-2- 123 19'-6- 23 4'-0- 45 110 23'-7m 1 4 2 6'44 4 26-6" 14 18'-11' 21 21 2* 21 1 20'-5" 121 16'-8' 27 21zll' 18'-0" _77- 4 0- 55' 120 21'-4" 17 2 1 7 23'-Q. 17 17'-4" L5 19'-4" 25 18 9" 25 164" 2 16'-6" 32 4'-0' 65 123 20'-g" 1 1 7 22'-5" 1 26 1 i,._ 11. 26 1 8'-3" 26 13 r -7* 41 16'-8" 34 16'-l' 34 4'-0" 130 19'-7' 2 20 21'-2' fg 20 16;-l; 29 17--1 1 * 29 17'-4" 29 2771' 45 15'-8"- 38 15'-2* 38 4'-0' 77 1 -140 18' -3" 2, 23 v 23 1 3-8 140 16'-7- 34 16--l' 34 12--11- 45 15'-8" j'8-.- 157 T8_ 4 0' 89 140.2 18'-3" 2, 23 79 - 91 1 4 16'7 34 16 1- 34 11 11' 53 13'-4- 53 12_10" 53 4'-0" 89 2126 15'-6* 39 IT-1 0* 46 11--2- 60 12:-6- 60L 12'-V Wind Open Structures Mono loped Roofl Screen Rc lsed I Overhang Zone LMEH) 1&2 span/load-I 3 spanAl ad* 4 1 spannoad* 1&2 span/load* 3 spanhoad* 4 spanfil ad* 1&2 spaniload* 3 span/load*1 4 spanAoad*l Cantilever 100 1 - "1 20 16 111* 23 16-11" 123 1 18'-3* 23 4--o' 45 110 22--0- 14 24'-8- 114 23'-10' 14 17'-8; 21 19'-9- 21 19'-l" 121 15'-7* 127 17;-5" 27 16'-lo* TT 4'-0" 55 120 19'-11" it 21*-6" 17 16-2 25 18'-l" 25 17'-b- 125 12'-11" 139 161-0" 3201 32 4'-U' 65 123 19'-5" T7_ 20'-11" 17 16-10" 26 17'-8* 26 17'-l" 26 1 -2 41 15 7* 34 15._I. 34 4'-0* 69 130 18'-4" 20 19'-10' 20 16-0- zq iti'-10" 29 16'-3' 29 122;-1'* 145 13'-6* 5 13 _0. 45 4'-0' 77 140-1 17*-1* 73- 19, - I - T2-3- 1 &-5- 23 12--1 0" 40 15'-6* 79- 9'-0' 34 12'-V 145 f3 =W 45 13 _0. 45 4'-0* 89 2larl- 17' 1" 23 19' -1- 123, llr-5; 23 j_ 12'-10' 40 15--6- T53 12-5- 53 12 _0. 4' -0" 89 15 4- 26 1T-1 1' 126 1 1 T-4 26 1._1 1. 46 121 11' 146 1 1 (Y-5- 8- Tl 60 1 1._4 3 60 T:F- 1& Wind Open Structures Mono -Sloped Roclfj Semen Rooms &Attached Covers Glass & Modular Rooms Enclosed Overhang J Zone MPH) 1&2 span/load* 3 span/load*l 4 spanfload' 1&2Ispan/load* 3 span/load* 4 _ span/load' 1 span/load* 3 , I sDan/load* 1 4 spaniload* Cantilever 100 26'-2- 13 29-3- 13 1 28'-3- 13 20'-10" 20 23'-4" 20 22'-7" 120 19'-6* 23 1 21'-9- 123 21'-0- 23 4'-0- 1451 110 25'-5" 4 28'-5" 14 5" 14 2U-4' 21 22 9' 21 22'-0" 121 IT-11" 27 20, 1; 27 19'-5' 27 4'-0; 5 120 22 1 1" 17 25'-8* 17 r24k . 17 18'-B' 25 20'-10" 25 20'-2' 25 16'-6" 32 18-5 32 17'-10' T - 2 4'-0 65 123 22'A" 17 26-0' 24'-2m 17 18'-3" zfj 20`5" 26 19'-8' 26 1 6'-l" 34 17'-11" 34 17'-4' 34 Z 69 130, 21'-2' 25' r3:9- 10 22 10" 20 17'-4" 16'-0' 29 1 gr3lr Tq- Ta -g* Tq- 75 =2o f8_ f6 - 11 38 16'-4- 38 4'-0- 77 140-1 19'-8" 23 2V-11* 23 fl --3' T3_ 34 9__f7 IT-11' 34 7 7=3* TF fS -2* 38- f6 - 11 7 _8 16-4- 8 4'-W 89 1402 19'8" 23 21'-Il' 23 21'-3- f3- f6 -O- j -1rTT-T7-3- W 12' i 53 15'-9" 44 15'- 2' 44+44' 89 26 20' -8' L6_ 19' -11" 76- 73 9 4'176 W j9_1 3 I 1T T 13'-6- 60 IT-0- f, V: 102 P-.. -et ,_. w-ri , wint lain ovemang. -uesign or applied load based on the effective area of the panel Z 0 4. 1 C! 2 j U) LUZ U) LLJ C/) b U) Z Z) Z 0 0 a 0 c) to U) Z LU LLJ E LU Lu Z CIL E U) LIJ < 0 Lu W Z ILL CL U) in j W LU Z LL LLJ 0 0 M 0 (.) C) LL0 0 LL W 0 U) 0 0 U 0 in P < 0 __j 4 C15 - O 0 U. E Z M50 < LU UJ Z z _jILL F_ 0 0 -1 Z W LU Z _j U) 0 Co Z LO 0 U) 0 19 Z0 Z _j C-, 0 LL Lu - Lu U_ Z . ; 6 W (D M x 0: m LL toWK a) CL 010 C I.- - LL Co r.- Uj c" x W 0 03 0 a) M 0 0 C; 4tID LU 0 z LL In. W 4) 0: co Z WW Lu _j Z to4 A LuZ _jW,o. W0LL W Lu S,ViEET00 xW Z 17D 0 < LL 18 08-12-2010 OF U4 a- NUFACTURERS PROPRIETARY PRODUCTS SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE 00 If 0 C0 48" 1 0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 55bo & FL7561 Note: ELITE ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL Florida approved test lab 8, analyzed by SCALE: 2" V-0" Lawrence E. Bennett & L/180 Table7.2.3 Elite Aluminum Corporation Roof Panels -Allowable Spans and Design /Applied Loads* (ft/SF) Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design Applied Loads* (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 Manufacturers' Proprietary Products: Statewide Product Approval #FLIG49 6" x 48 x 0.024N Panels Aluminum Allov 3105 H-14 or H-25 1.0 EPS Core Densitv Foam Wind Open Structures Mono -Sloped Roof I Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang j Zone M PH) 1&2 spanfload' 3 span/loadd 40an1load*1 2 peh1lo,c1* 3I -span/load* 4Ispan/load* spaln&iload. 3Ispant'll ad* 4 span/load* Cantilever i 00 25--g- 113r 28'-9- 13 27'-10" 13 20'-7- 20 22--1 IL 20 22'-2- 20 19':K_ 23 21'-5- 20 8* 23 4 0" 45 110 25'-D' 114 27--il' 14 27'-0' 14 20'-1- 21 22'-5- 21 21'-L 19'-10" 21 17%8" 27 19'-9" 27 19--l' TT 4'-0' 55 120 2 7 1=7 25"""4" 7 24'-5* 17 18'-5* 25 20 7 2-5 25, 16'-3" 32 18'-2' 32 17'-7" 32 4%0" 65 123 2._O. 24 _8. 17 23 10 17 IT-1 1" 26 20 1" 26 19'-5" 26 16-10" 34 17'-8" 34 17'-1* 34 4'-0" 69 iso 0,_10. 23 _3. 20 22'-6" 20 IT-1 * 29 19'-l" 29 18'-L.?9 13'-8- 45 16'-8- 38 16--l- 38 4--0- 77 140-1 1 9._4. 21 _8. 23 20'-11" 23 15'-9' 34. 17'-7" 34 IT-0- 34 13'-8-, 45 16'-8- 38 16,-1- 38 4.-0. 89 140-2 19, . 4 21 _8 23 20 11" 23 15'-9" 34 17'-7" 34 U7 -O- 34 12'-7* 53 16-6 R- 73 8 T3T 4- - 89 150 1 8._2. 20 _4. 26 19'-8- 6 13-7 46 16-5 39 15 -11' 39 1 11 1 0' 60 3' 60-- 2 - 10" 10::2:1 Wind Open Stru ores Mono -Sloped Roof I Screen Rooms & Attached Covers Glass & Modular Rooms I Zone MPH) 18'2spannoad* I p.h;load* 1 spa 4 rVioad* 1&2 I span/load* spanfload* spanfload* spa /load* sp*an/load* span/load* C r i 00 29'-8- 113 1 33'-2- 13 32 1' 113 1 23'-8- 20 26'-6- 120 1 26-7- 20 22--l- 123 1 24'-8- 23 1 2Y-10- 123 1 4'-0'- 45 110 8` 3 -3" 14 351;:' 21 25-10- 21 24A 1 21 20-5 27 1 22'-10" 27 22'-0- 4; 127W 11 .-01. 112. 2.414" J" 2; 2,; 2; 25 3;_8; 4 Z2._jJL 25 18'-9" 32 1 2 144 1 -0" 65123265* 17 1 28'-5" 17 27-5' 117 1 29-8* T67 525_ 22 -4" 26 417 4 It, 131D 23'-1 V 20 25 11" 41" 29: 2 1;-3E L 1 2312 1 14;-U 77 140-1 f4O--2 27-4 j , 23 24'-2" 2 i 7 g. 15_ a 17'-2- 39 128:47; 89 2 _4. 2 14-1y 73- 24-2" I:ej I iu-z- 34 20'-4- 134 19,-8- 34 15'-11' 44 1 11'-Y 144 1 41 -0 -71150fo-11" 26 22'-8- 126 1 16'-11" 39 18'-17 3918'-4- 9 13' 1, 151 1 4'-0" Wind Open Structures Mono loped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang j Zone M0MPHj 1&2 panAoad* 3 span/load*1 4 spa.oad. I spa,n/load* 3 span/11 ad* 4 span/11 ad* 1&2 span/load* 3 spanfloact'l 4, span/load* Cantilever 10D 29-11-113 33'-6- 13 1 3Z-5- 113 1 23 11- 20 26'-9- 20 25 11' 20 22'-V 23 24'-11" 23 24...-2- 2 4'-0" 45 0 29 14 32'-7- 14 1 31 6' 114 1 23'-4"- 21 264 2* 25'-3- 21 20'-7- 7L_ 23--l' 27 22*-3 127 4'-0' 55 12D g;- 2- 26'-4" 17 29*-S" 717 28'-6 17 21'-5 25 23-11" Ll_ 25 23'-2" 25, 18'-11" 32 21'-2" 32 2'-5' 32 4'-0* 65 123 25'-8" 17 28' -9" 1 2 1 11 5' 26 22'-7" 26 18'-5' 34 20'-7- 34 4'-0- 69, 130 24'-3" 20 27 1" 2U' 7 3 2.4 1?0 1 19'-11" 29 22'-3" 29 21'-6" 29 17'-5" 38 19'-5" 38 1, -9" 38 4'-0" 77 140-1 27-7" 23 25 3' 24'-5" 25 1 8'-4'_ 34 20'-6" 4 19'-10 1 - 38 19--5- 38 18'-9- 38 4'-0' 89 140.2 2Z-7' 23 25*-3" 73- 7 6 24--b- 123 1 18'-4-_ 34 20*-6" 34 19'-10" 34 1 16*-2" 44 18'-l' 44 17'-5" 44 4'-0* 8915021'-3* 26 23 9' 39 19'-2- 39 18':9 39-rl-T10- To- 16'-9- 51 16'-2- 51 A' -A- 1 -N Wind Oeen Structures Mono loped Roof I Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang I Zone MPH) 2 spannoad* 1 3 span1load*j 4 spanfload* 1&2 spa'n/load 3 span/load* 1 4. span/load* 1&2 spaniload* 3 span/loacr span/load* Cantilever 10 34-7; 13 38'-8- 13 37'-5- 113 1 27--8- 20 30'-11-120 129*-10' 20 25 9' 23 28 10- 123 1 27'-10' 123 4'-0' 46 110 lj 37'-7' 14 36'4' 114 126'-11 21 30 2` 21 29'-2" 21 23'-g" 27 26'-7- 1271 25-8* 12T 4'-0" 55 120 N 30;:§ 5. 17 34-0' j 7 32-10- 17 24'-9" 25 27-8" 25 26'-B" 25 21'-10- 32 24'-5- 32 1 23'-7- 1 2 4'-0" 5- f2-3 3' - 17 37-0" 117 1 24'-2- 26'-11 - 26 26'-V 26 21 3" 34 23'-g" 4'-0" 69 3=37 To 713- 30'-3" 122--11 29 25'-B. L9 122 '- 191". 29 20'-l' 38 22-5" 38 21-81; ; 38 4'-0. 77 1 3 9"" 297' 28'-2- 12023 1 21'-2- 34 23'-8" 34 21_ 34 20 1" 38 22'-5" 38 2 -8 138 4'-0" 89 74-?21 TY 121 1 j4 23'-8" 34 122.11" 79- f8 -8' TF 20'-10- 1 20--1 4'-0' 89 150 24'-b" Zb ej'-47 T6- 26'-5- 126 1 19'-9- 39 3- 21'-5- 39 17-4- 51 19-4- 51 1 18'-8 V-0- 1To2 Note: Total roof panel Width MO width + Wall width overhang. -L)esign or applied load based on the affective area of the panel Wind Open Structures Mono loped Roof I Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed I Overhang I Zone MPH) so lu an/load* 3IsDantioad- 4 spanffoad*1 1&2 spanAoad* 3 span/load*l a 4 sp rdload* 1&2 spaniload* 1, . 3pan/load* 1 spa 4 n1lo CantileverI 100 28'-2' 13 1 31'-6' 113 3U'-5" 113 1 22'-6" 120 26-2' 20 24'-4" 20 20'-11 " 123 1 23'-6" 23 22'-8* 23 1 4'-0" 45 110 2T-5- 14 1 30'-B F14 29'-7" 14 21'-11'121 24'-7-, 21 23'-9- 21 19'-4. 27 21"-8" 27 20'! 1 27 1 4 O . 55' 120 24'-9- 17 1 27'-B 26'-9" 17 20'-2" 25 22 6" 25 21'-9" 25 1T-1 32 19'-3" 123 24'-2" 20-F-266" 26-1" 17 19'-8" 26 21'-11" 26 21'-3 26 17'-4" 34 19'.7- 18'8* 34 1-0" L5- 69 130 f40-4 0 -10* fl 20 24-8" 20 18'-B' 29 20--11' 29 20'-2- 29 16'-4" 38 18'-3", 3-4 38 17'-8* 38 1 4' 0" 77 3' 2, 2;:3 72 -vr 23 17'-3* T231T-3' 34 19'-4" 34 18'-8 3-4 16-4- 38 1 18 3- 38 17'-8- 38 21, ' -3" 19'1 1" 3 22'-11' JT 34 19'4" 34 18'-8p 15'-2', 161- 1 " 1402 50 215 22'-3" 26 2 l'-6" 26 1 "i 39 18'-0" 39 17'-5" n pen ruc ures, ono loped Roof Screen Rooms & Attached Covers G' Glass & Modular Ro one MPH) sun/load' sppnlload* span/load* si3anAoad! 3 spaniload* 4 span/load* as 1&2 . Wspan/load- 3 span/load* 4Ispanfload* antilever 100 32 -6" 113 1 36 -4' 13 3&-2' 113 1 25'-11" 20 29'-0- 120 1 28--l' 4 -2" 23 2T-1" 23 1 26*-2" 123 1 4'-0' 45 110 31'-7- 114 3 14 34'-2- 114 21 28'-4" 121 1, 27'-4' 21E 27 24'-11" 27 1 24 2* 127 1 4'-00 55 120 7 _,j T__ N4 23;: 3 25 26-11' 125 1 26-1 5 2 _6J6443232 2Z-11* 3 2 22'-2" 4'-0" 123 2T-10- 117 1 3 17: 26 264" 26 24'-6tI 2 , 9: E ;-1, 33 4 22r-4p TF Yl -7- 34 4--0- 69130R-01 26',I 120 F29P5 0 29 9 3 79- 1 Er1P, 3 38 21'-l" 38 20'-4' 38 4._O. 77 24-6 123 1 27'4' T-3 26'-5* 23 19'-1 1 34 22'-3- 134 1 21' -6- 18'-10" 38 2 Fl- W8 Z 4' 38V32 4,_0. r9- 140-2 24-6 -123 1 27-4 22 26'-5- 23 19'-11- 34 ZZ-3- 134 1 21'-6- 17, 19 7 T4 18'.11- 44 0. 89 1 150 22'-11-126 1 25'-8- 26 24 10' 26 18'-7- 391 1 1 -36' 3 511 IT-7" 1 4 h. J ffl Wind Open Structures Mono -Sloped Roof I . Screen Rooms &Attached Covers Glass & Modular Rooms Enclos Overhang Zone MPH) 1&2 sp anfload* 3r span/load* 4Ispan/l a, 0 I pehil ad* 3Ispan/load'* 4 span/load* 1&2 span/load- 3 span/loa cr spa n/load* Cantilever 100 34'-7- 13 38'-8- 113 1 37 5' 13 27'-B- 120 1 30'-11- 20 29'-10-120 25'-9- 23 28'-10' 23 27'-10- 123 4'-0- 145 110 33-8- 14 37--t- 114 1 36'-4- 14 26-11- 21 1 30'-2 21 129; 23'-9- 27 26'.7- 227 22Z 4'-0' 55 120 T23 30'-5"- 17 24'-9" 1 2 81 25 29- 2gl 21'-10' 32 24'-5" : 3 5 410' 65 29'-7" 17To- 33'-l' 17 32'-0" 1 24'-2* T2 29 r_; T 26 73* 47 F3 9- 11 Z-1L j 69 130 27-11 - 31'-3" 20 30'-3" YO 11 29 25'-EFr, 29 20'-1" S8 2 -5" 3. 2,7_,j 3it 4 i7 140-174 26--l- T3 29-1* 23 28,-2" T3 fl -2, 34 3: 201-1 38 22'-5- 21 8" 38 4'-0" 89 1402LiEl 26' 1" 23 29' -1" 23 28'-2* 23 Fl -2" t. g2 232;-111 flj_ 18'-8" 44 20'-10" 20'-l" 44 T- 0" I TiT9 15 241 6 271-4! 26 26'-5- 26 19--9- 39 27 39 21'-5- 139 1 IT-4- 51 1 19'-4- 18'-8' 51 4'-0" 102 Wind Open Structures Mono -Sloped Roof I Screen Rooms Attached Covers I Glass& Modular Rooms Enclosed Overhang j 4one MPH) 1 spanlload* spaniload* span/loacdr* 1&2 spanni ad* 3 spannoad* 4 span/load* 1&2Isbanllo,d* 3 spaniload* 4 - I span/load* Cantilever 100 37.11" 13 42'-5- 113 140'-117 13 30'-3- 120 33'-10- 20 32'-8- 20 2 -3- W 23 31'.7- 23 30'-6" 123 4 4 38 110 36'-10' i 4 41'-2" 14 VAF0" 14 21 33'-0" 21 31'-11" 21 26 1' 27 29'-l* 27 28'- 127 4'-0" 55 120 33'-4m 7 37'-3" 1 36'-0" 0 17 g: 25 30'-3' 25 29'-3- 75 r3 =11 2- T 76 9' 2 . 5-10 32 4-0 6512332'-5- ji 36-3" 1 135'-l" 35: TT M 79- _7 76- 78- -r f6-- TY -W 9- 0. 6 25, -2 34 4-0 69 130 30'-8m O 34'-3- 2 33--l' r8 -1 79- 77- -2' T9- TI-1 -1- T87 T4 -J- 78- 23'-9- 38 4'-0" 77 I141.1-1 1 28'-6" 23 31'-11' 2 ii30'-10" 73- 75-Vr 23'-9' 38 4'-G" 89 4 28'-6* 23 3, _13V-1 1" 23 0._J.. l30'-10 73- 23'-3- 134 T5-Jj* 9-25'-l' 34 21 1* 44 4'-0" 89 126'-10' f6T 29'-11' 26 28 11 6*, 51 4'-0' 102 note: i owi roui panei wicin = room wiam + wait w1am + Overhang. 'Design or applied load based on the affective area of the panel Z 0 F U U) .0 LU Z U) 0 < U U) Z Z:) u Z 0 0 Cl a j - 0 U 5 U co Z < L LLJ LU C, I Ld q LLI - < w W Z LL [L U) 0 U. d M LU Z LL C LLJ 0 0 0 2C LL 0 0 LL 00Ix Z U) 0 0 5 0 0) a P < 0 S Li. L < CO - (If 0 'o CIL Z V) to U. 0 < Lu Z : LL L: a 0 -.1 U. Z LLI LU 3 Z _j U) L C L) ML 10Z of W < 9 n. Z Z 0 toZ pt: W L) LL Z ).- . Z - 0 C.) 2: LU Of IL LLJ 2 LL 6 Z W U) 0 W Z .r 'r .2 W0 W n: 0,0LL a) ZZZ 0 04 no LU x M of u., 0 M 0 a) CR il W 0 - 0 0 M l- tic C: o: 0 o ... 0 z LL t- u.1 0 0: C13 Z Z WW U.1U) 0 WZ t4 W 0 uju- -j D0 Z SEAL F5 JXW 0 SHEET W uj Z toLu 0Z LU W W ITE wZU) Z gii: Lu 08-12-2010 OF 18 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 FASTENINGJNC_ (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 B. Concrete, Fc = 2,500 psi @ 28 days, C. Steel, Grade D Fb / c = 33.0 psi D. Wood; 1. Framing Lumber #2 S:P.F. minimum 2 . Sheathing, 1/2" 4 ply COX or 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 load shall be 30 PSF. 5. Spans may be interpolated between values but not extrapolated outside values 6. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 7. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are - warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Association and should not be used. 9. Any, project covering a pool with a salt water chlorination disinfection system shall use the above recommended fa.,teners. 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.Ailowable loads include a:133% wind load increase as provided for in The 2007 Florida Building Code with 2009 Supplements. The use of this multiplier is only allowed once and I have selected anchoring systems which include strapping, nails and other fasteners. Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi Table 9.1 Allowable Loads for Concrete Anchors Screw Size Embedment Depth d = diameter (in.) Min. Edg 'isAnchorsp..,`ng 511 (in.) Allowable lo.ds Tension T Sh..r ZAMACNAILIN(Driva Anchors) 1/4" 1 1/2- 1 1-1/4" 236# 2- 1-1/4" 1 316# 1 216# 1A111R (Concrete Screws) . 3116" 1.114- 15116" 1268# 1 167# 1-3/4- 15116- 1 371# 1 259# 1/4- 1-114- 1-1/4" 1 427# 1 200# 1-3/4" 21611 31B- 1.112" 11-114" 402# 1-314" 3-3/8- 703# 455# POWER SOLT (Expansion Bolt) 114" 3- 24# L 261 # 5116" 3; 7/8 936# 4 751# 3/8" 3.112" 1 1-9/16" 1 1,575# 1 1,425# 112" 2.332# 1 2,220# POWER STUD (Wedge -Bolt 0) 1/4" 2-314' 1 1-1 326# i2K i 4-1/4" 1 1.718. 1,3 8# 921# 6'. 1 2-1 1,218# 518" 7- 1 2-1/4- 3,288# 2,202# Wedge Bolt 114- 2-1/2- 2-114" 878# 3/8' 3-1/2- 3-114" 1,705# P 6# 1 1/2" 4" - 3-314" 1,77- I Notes: 1. Concrete screws are limited to 2* embedment by manufacture 2. Values listed are,allowed loads witha safety factor of4 applied. 3' Products equal to rawl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable loads are increased by 1.00 for wind load. ' - . 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving loads parallel to the diameter are shear loads. 8. Manufacturers recommended reductions for edge distance of 5d have beei applied. Example: r Determine the number of concrete anchors required for a pool enclosure by dwiding the uplift load by the anchor allowed load. For a 2" x 6" beam with, spacing = T-0"O.C. allowed span= 20'-S" (Table 1.1) UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS= 1/2(20.42')x7'x10#/Sq.Ft. ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS= 714.70# =1.67 427# Therefore, use 2 anchors, one (1) on each side of upright Table is based on Rawl Products! allowable loads for 2,500 p.s.i. concrete. Screw/Bolt I Allowable Tensile Loads on Screws for Nominal Wall Thickness (T) (Ibs) 8 0.164" 122 139 1 153 200 228 255 1 10 0.190" 141 161 177 , 231 263 295 912 0.210" 156 178 196 256 291 327 14 0.250" 1 186 212k203 232 305 347 389 529 1/4" 0.240* 179 223 292 333 374 508 16" 031125" 232 265 291 381 433 486 1 661 318" 0.375" 279 317 349 457 520 584 793 1/20.50- 3 - 423 465 609 1 F57 All-wable Shear Loads on Screws for Nominal Wall Thickness (Y) (Ibs.) Screw/Bolt Single Shear Size Nd 0.044- 0.050" 1 0.055- 0.072" O.D82" 0.092" 0.125" 8 0.164" 117 133 1 147 192 218 245 10 0A901 136 15454 170 222 253 284 12 0.210" 150 1 71171 188 246 280 293 14F3/8" 0.250" 179 203 203 223 292 333 374 508 1/4' 0.240" 172 S195 214 281 320 358 487 5/16" 0.31125" 223 254 279 366 416 467 0.375" 268 305 335 439 499 560 761 112- 1 0.5D- 357 406 447 1 585 1 U66 747 IM Gwable Shear Loads on Scrows for Nominal Wall Thickness (Y) (lbs.) Bolt Double Shear St.* Nd 0.044" 0.0501, 055" 2 O72" 01.12' 2" LA L7 1 0.125- 1/4... 0.240" 343 1 390 W11 1 974 5/16" 0.3125- 446 508 559 732 832 1 934 1 1269 31 0.375" 5361 1 610 670 878 522 V 0.50" 11. 1 .11 030 Notes: 1. Screw goes through two sides of members. 2. All barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for sums of anchor specifications in drawings. 3. Minimum thickness of frame members is 0.036" aluminum and 26 ga. steel. M 'ip a- for Other Alloys26-TT6 1269 1522 6005 T-5 2030 Allowable Load Coversion Multipliers for Edge Distances More Than 5d Edge Distance Multipliers Tension hear 5d 1.00 1 00 6d 1.04 - 1.20 7d 1.08, 1.40 8d 1.11 1 9d 1.14 1.80 1 12 1 1.18 2.00 Ild 1 .21 1 12d 1 1.29 Table 9.5A Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Fncln%pd Struntninp-q nn 27 A2 HIRF Fastener diam. mi edge distance mil . ctr. to No. of Fastens I Roof Area (SF) i Area 3 / Area 4 / Area 114" 112 5JT_ 2 896 -106 4,362 -159 5,819 -212 5116" 1/8* L 1,894 - I 3!L8 - M 5,682-207 7,576-276 3/8" 127 314; 1 2,272-2.92 4 - i66 6,816-249 9,088-331 1. 1-114- 3,030-110 1 6,060-221 9,090 -332 1-20 '-;7 Table 9.2. Wood & Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable R J`Area for 120 MPH Wind Zone (27.42 # / SF) IF.r Wind P-1- .1h.r 1h.. 1 2n MPH t J- r--i- T.M. .1 R-1- f Ihi. -.1 CONNECTIN G TO: WOOD for OPEN or ENCLOSED Buildings Fastener 2iameter Length of Embedment Number of Fasteners 1 2 3 4 1. 264# - 10 SF 528# - 19 SF 792# - 29 SF 1056# - 39 SF 1/4"o 1-112" 396# - 14 SF 792# - 29 SF 1188# - 43 SF 1584# - 58 SF 2-112- 660# - 24 SF 1320# - 48 SF 1980# - 72 Sr 2640#' 96 SF 1. 312# - 11 SF 624# - 23 SF 936# - 34 SF 1248# - 46 SF 5116-o 1Al2" 4689 - 17 SF 936# - 34 SF 1404# - 51 SF 1872# - 6 2-1/2- 10 - III SF 1560# - 57 SF 23.40# - 85 SF 3120# 114 SF 39" - 13 SF 712# - 26 SF 1 O 84 - F 1 15 24# - 52 SF 1-1/2" 534# - 1 B S7 1 18 SF 2-1/2" 890# - 32 SF 1780# - 65 SF 2670# - 97 SF 13560# - 130 SF CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings F= I Length of Embedment Number of Fasteners111213 TYPE OF FASTENER =,"Quick,Set" Concrete Screw (Rawl Zamac Nailin or Equivalent) 114"0 1.1/2- 273#-10SF 546# - 20 SF 819#-30SF 1092# - 40 SF 21- 316# - 12 SF 632# - 23 SF 1 948# - 35 SF 1264# - 46 SF TYPE OF FASTENER Concrete Screw (Rawl T per or Equivalent) 3116"o IIA14" 288# - 11 SF 576# m 21 SF 864# - 32 SF 1155T211- 2SFF 1 -3/4" 371# - I I I L4L# - 27 SF 1113# m 41 SF 114-o 1 114" 36 L- 13 N 7.,. -27SF 1095# - 40 SF 1 1,460# - 53 SF 1-314" 427# m 16 SF 854# - 31 SF 1281# - 47 SF 1 1708# - 62 SF 3/8"o 1-112" 11# - 19 SF 1022# - 37 SIF 56 SFF 1 2044# - 75 SF 1-3/4" q TYPE OF FASTENER = Expansion Bolts (Raw] P war Bolt or Equivalent) 3/8". 2-112-, 1 4050# -.38 SF 2100# -T717,Sjf` 1 20# - 15 111 3SF 3-IL2- 1575# - 57 SF 3150# 371 29W - E 112-o 3 399# - 51 SF 2798# - 102 SFJ 4197# - 153 S 5- 2332# - 85 SF 4664# - Note: WIND LOAD CONVERSION I ABILE: I . The minimum distance from the edge of the For Wind Zones/Regions other than 120 MPH concrete to the concrete anchor and spacing (Tables Shown), between anchors shall not be less than 5d where multiply allowable loads and roof areas by the d is the anchor diameter. conversion factor. 2. Allowable roof areas are based on loads for Glass / Enclosed Rooms (MWFRS); I = 1.00. Table 9.6 Maximum Allowable Fastener Loads for Metal Pintp tn Wnrirl Riinninirt WIND REGION APPLIED LOAD CONVERSION FACTOR 100 26.6 1.01 110 26.8 1.01 120 27.4 1.00 123 28.9 0.97 130 32.2 0.92 140-1 37.3 0.86 10-2 1 2 N 42. Metal to Plywood 1/2" 4 ply 518 4 ply 1 314"4 ply Shear tbs.) I Pull Out lbs.) Shear lbs.) Pull Out lbs.) Shear lbs.) Pull Out lbs.) screw 0 8 93--r 48 113 9 1 134 71 10 100 55 02=0 6 " 1 141 78 12 118 71 1 1 79 1 3 94 14 132 70 145 88 1 157 105 Table 9.5B Allowable Loads & Roof Areas Over Posts Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel for Metal to Metal, Beam to -Upright Bolt Connections Rival Riarneter Tension (lbs.) Sh ar T nsion (lbs.) Shear F-1-d Rtr-f-a. nR '49 91 If/All: - 118Z 129 176 Fastener diam. min edger d'. n.ia min. ctr. to cilr. No. of Fasteners I RoofArea SF) 1_1Area 2 1 Area 3 / Area 1 4 / Area 717- 112- SIB" 1,454 - 41 2,908-82 4,362-125 5,819-164 971F 18" L 1 fZI 1,894-53 3,788-1071 5.682-160 7,576-213 178 i 314: 2,272-64 4,544-1281 6,816 - I T2 9,088-256 I - 1 1-1/4- 3,030-85 6,060-1711 9,(90 256 12,120-341 Notes for Tables 9.5 A, B: 1 . Tables 9.5 A & B are based on 3 second wind gusts at 120 MPH; Exposure *B"; I = 1.0. 2. Minimum spacing is 2-1r2d O.C. for screws & bolts and 3d O.C. for rivets. 3. Minimum edge distance is 2d for screws, bolts, and rivets. Allowable Load Conversions for Edge Distances More Than Sd Edge Distance Allowagle Mull Load pliers Tension Shear 12d 1.25 Ild 1.21 10d 1 1.18 Bid 1.14 1.80 Sd 1.11 1.60 1.08 1.40 1.04 1 *20 100 100 a- I I I 3 187 1 263 1 340 1 490 3 262 1 375 1 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size wl Wind Zone Use Next Larger Size for "C" P-.-.. Maximum Screw I Anchor Size Max Size of Beam Upright AttachmentType Size Description To Wall 0 To Upright I Beam 0 2" x 4" x 0.044' Angle 11" x 1"x 0.045' 3/16" 10 2 x 4" x 0.0"" Angle 1'x1'xl/16'(0.063*) 3/16" 12 2 x Sm x 0.072" U-channel 1-1/2"x 1-1/2"x 1-112"x 0.125' 1/2" 14 2" x 6" x 0.072" U-channel 1* x 2-1/8"x 1'x 0.050" 5/16" 5/16 2" x B" x 0.072" Angle Vx 1"x 1/8"(0.125') 3TI-6' 12 2" x 10' x 0.072" Angle 1-1/2"x 1-112* 1/16"(0.062") 1/4" 12 2" x- 7" x 0.072"_ Angle 1-1/2"x 1-1/2"3116"(0.188") 1/4" 14 2' x 10" x 0.072" Angle 1-1/2"x 11-1/2"11/8"(0.062") 1/4' 14 2" x 7" x 0.072" Angle 1-3/4* x 1-314"x 1/8"(0.125*) 1/4* 14 2' x 10" x 0.072* U-channal 1-314" x 1-3/4" x 1-3/4" x 1/8" 3/8" 14d 2" x 10' x 0.072" Angle 2'x 2'x 0.093* 318' 3/8" 2" x 10" x 0.072" Angle 2" x 2' x 118"(0. 125') 5116" 5/16' 1 2-xJ0-x0.072- Angle 2- x 2- x 3/16-(0.313-) 1/2" 1/2' 1 . # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the stitching screw size for beam / upright found in table 1.6. 2. For post attachments use wall 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 wall thickness. 3. Inside connections members shall be used whenever possible i.e. Use in lieu of angles where possible. 4. The thicker of the two members u channel angle should be place on the inside of the connection if possible. Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # I SF) 1F,r Wind P-i- th.r th.. - mow -. __--__ -c, - __- CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buldings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1. 2644 7 SF 528# 115 SF 792# - 22 SF 1056# - 30 SF 114"o 14/2" 3964 - 11 SF 792# - 22 SF 1188# - 33 SF 1594# - 45 SF 2=112" 660# - 19 SF 1320# - 37 SF 1980# - 56 SF 2640# - 74 SF I., T12# - 9 SF 624# - T8TSF 936# - 26 SF 1248# - 35 SF 511 6"o 1-112" 468# - 13 SF 936# - 26 SF 1404# - 40 SF 1872# - 53 ETF 2-11 2- 82# - 2 SF 1560# - 44 SF 2340# - 66 SF 3120# - 88 SF 1 3. _ 1 0 712# :_O F O 8 - 0 4# 40 SF40SFF7F_ 1-112- 534#- 1 3 SF T7._30S,l g i# _ 4" 5SPF 1, 6# 60 SF 2-112- 890# - 25 SF 1780# - 50 SF 1 2670# - 75 SF 3560# - 100 SF CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter iber of Fasteners I 3 TYPE OF FASTENER = "Quick Set" Concrete Screw (Raw] Zamac Nai '" E aT ILn" il 2L2F114"o 1-1/2" 1 233# - 8 5 PT# SuF7 932# 34 SF 2", Sr:: 1 270#-131 1 .4.;1-2..l 1 B10#-30SF 1 1080# - 39 SF TYPE OF FASTENER Concrete Screw (Rawl Ta per or Equivalent i 3116"o 1-112" 246# - 7 SF 492# - 14 SF 738# - 21 S 984# - 28 SF 1-3/4' 317# - 9 SF 634# - 18 SF 951# - 27 SF 1268# - 36 SF I- o 1-1/2" 365# - 10 SF 730# - 21 SF 1095# - 31 SF 1460# - 41 SF 1-3/4" i465# -At 3 SF 930# - 26 SF 1395# - 39 SF 1860# - 52 SF 3/8"o 1-112" 437# - 12 SF 874# - 25 SF 13Tl#-37 TF 1748# - 49"F_ 1 3/4" B. 1._ 1 , S601# - 17 SF 1202# - 34 SF i Rnitt - 51 SF 2404# - 68 SF,: TYPE OF FASTENER = Expanslo Bolts (Rawl Power Bolt or Equivalent) 3111"0 j 2;* 1 1250! - 34 SFj 3 15# - 102 SF 4820# - 136 S 3_ 1,2 13 3#_T F 26.B# F73, 95259#- 110SF 147S5212# -' 147 S 112"o 3- 1 1806# - 51 8# - 152 SF 7224# - 203 S 1 1993# - 56 SF 13986# 112 SFJ 5979# - 168 SF 7972# - 224 S1 0 1 Z 0 0 c 0 2 co LU Z [if U) Z Z 0 0 D _J - Note, _J LU LU Of1. The minimum distance from the edge of the WIND LOAD CONVERSION TABLE: -cc a Z) U) concrete to the concrete anchor and spacing For Wind Zones/Regions other than 120 MPH Lu 0 (D 0,: between anchors shall not be less than 5d (Tables Shown), multiply allowable loads and roof2 co W - UJwheredistheanchordiameter- areas by the conversion factor. LU W Z LL _ 2. Allowable loads have been increased by 1.33 for J X LLJ Z n wind loading. WIND APPLIED CONVERSIO LLI 0 1.-- 3. Allowable roof areas are based on loads for REGION LOAD FACTO CO Glass / Partially Enclosed Rooms (MWFRS) 100 25 1.22 LL < I = 1.00 110 30 1.11 D C/) 0. 1 ILL 120 123 35 37 1.03 1M 0 Cl) - Of 130 140-1&2 42 0.94 Z F- 48 0.88 0 < 1 150 1 56 1 0.81 J 0 Z : LL LLI Table 9.9 Minimum Anchor Size for Extrusions Z . _J U) 2 'r F- Wall Connection Extrusions all Metal Upright Concrete I Wood, 2"x 10" 114" 14 1/4" 1/4' 2" x 9- 1/4" 14 1/4* 1/4' 2"x 8" 1/4" 12 114" 12 2" x 7' 3/16" 10 3/16* 10 2"x 6" or less 3/1 9"_ 8 3/16* a - LL ZLu 0 LO 2 0 19 Z0 Note: U) M z 2 a i2 -. Wall, beam and upright minimum anchor sizes shall be used for super gutter Z J ALu - connections. (.9 0 LL Lu LL Z I- L) LLI Z - ii - 11 EX Table9.110 Alternative Anchor Selection Factors for Anchor/ Screw Sizes M m ILL Metal to Metal Anchor Size 8 10 12 14* 5116" 3/8' 8 1.00 0.80 0LB 0.46 0.27 0.21 10 0.80 1.00 0.72 0.57 0.33 0.26 12 0.58 0.72 1.00 0.78 0.46 0.36 14 0.46 0.57 0.78 1.00 0.59 0.46 r 0.33 0.46 0.59 1.00 0.79 3/8' 0.21 I . 6_ 1 0.58 0.79 1.00 2 uJ 6 a W (aWZ F z t , 'a, 0- IX a) oa It- cr00LL 0 W LL CO Q: W0 1.- co CV .0LjXM 1110 a) IiDo ij1C; IX 9 D LU /1D/ 0 Alternative AnchorSelection Factors for Anchor] Screw Sizes LLUL 0. Concrete and Wood Anchors ID Dyne Bolts (11-Wil" and o: ."a) concrete screws: 2- maximum embedment) 2-114" embedment respectively) LU _J U) Anchor AnchorSize3116114318 3116" 1.00 0.83 0.50 114" 0.83 1.00 0.59 0.50 0.59 1.00 3/16" 2- size 3/16 . 1.05 464112- 046 on Multiply the number of #8 screws x size of anchor/screw desired and round up to the next even of screws. Example: If (10) #8 screws are required, the number of #10 screws desired is: 0.Bx10=(8)#10 Lu S F-, E L W SHEETL0 U) Lu Z 18D0 08-12-2010 0 F a0 Lu E 2CLCL3to 0, L) o, a 0 2 0Z WWZ 0Zw r_ WZZLu 18