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Home My WebLink About1401 Palmatto AvePIECEIVED FEB 12011 CITY OF SANFORD BY: BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 I 7S-1 Documented Construction Value: $ 5750 Job Address: Historic District: Ye's,11 NOR Parcel ID: j— i 0 5-A 60 / 0 0 6 0 Zoning: Description of Work: C) Plan Review Contact Person: C atle: 0,7 /7-/* C 74 Phone: jr"O ?, Fax: 07 E-mail: Ae4 17Za50 Property Owner Information Name C z Avlo-qel Phone: & 6- S Street: 1~77-l'o Resident of property? : City, State Zip: " _?d 7 Contractor Information Name. l/ J Phone: ?,P9 Street:' Fax: o 7 39 City, State Zip: L:, ?,2 F State License No.: C IFC, 0,5_,F 06 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: r; c,_ O h E-mail: Bonding Company: r4 Mortgage Lender: Address: Address: 00 T - PERMIT INFORMATION ILBuildingPeii, I Square Type: AtIOAN No. of Dwelling Units: Flood Zone: X Electrical 0 New Service 7, No. of AMPS: Mechanical 13 (Duct layout required for new systems) Igo 10,01900 tgAYPQ WR3 00 ti N Plumbing New Construction - No. of Fixtures: Fire Sprinkler/Alarm 0 No. of heads: L__ Application is hereby made to obtain a permit to do the work and installations as indicated.. I certify.that no work or installation has commenced prior to the issuance' of a permit and that all work .will be performed to meet standards of all laws regulating construction in this jurisdiction:- I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order E to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the a plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. ac0A Signatur ,of Owner/Agen?t Date Signature of Contractor/Agent Date Print Owner/Agent's Name Print Contractor/ S. ature of of Florida ate Signatu ota - e of Date B 9'- TRION O;A`'Ry P&,BRYAN DORION r=°, r A ,;': Notaate of Florida ri . . Notary Public : State of Florida My Coes Mar 27, 2011 IMyCommissionExpiresMar27, 2011 i? * rc o .. "i9J6 >; CoDD 656310 I o' °'' ° "` Bondeer °` ad Through National Not i Ov'mer/Ag Contractor/Agent is i Produced ID Type of 1D Produced ID Typ APPROVALS: ZONING: — UTILITIES: WASTE WATER: ENGINEE 2 ' 8 ' FIRE: BUILDING: b2 COMMENTS: Rev 11.08 nCity of Sanford Planning and Development Services sEngineering - Floodplain Management Flood Zone Determination Request Form Name: r 4 p1- Firm: Pr-0.o 0..r 13LA. F1 S Address: 29 3 6 S,p City: State: Zip Code: 3 7-7?3 Phone: t-&7. 3$3 •9S5<— Fax: q07.372. 3o39 Email: Ve,11i Q r . Property Address: Property Owner: C k Sc.,.c.•,, o,v. Parcel identification Number: `15 • t4 •3c7 • 5-AG- 1GQ t • 00GV Phone Number: 2tO SAS" 8 Z2 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Kr Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4076) 4, t . N a. =jai n>st,., Flood Zone: ' x' Base Flood Elevation: Datum: FIRM Panel Number: 120 29 4 40 70 F Map Date: 9 • ZS •07 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: Eja'floodplain floodway The structure is in the: floodplain floodway l]' The structure is not in the: loodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: Reviewed by: Date: -Z -'7 • I TAEngr- Files\Elevation Certificate\Flood Zone Determination Request Form.doc ADDMSS / YV / i , ' " -- - CITY t- 11-u DIRECTIONS: / REFERRED $Y: w o e- z GIY -f r-?%Z/ V11 SCREEN:10, FLAT: GABLE: TIE IN:4 Y A I i Cry ROOF SIZE:i DOORS: KICKPLATE; GUTTERS: Idt a lr-1 WINDOW TYPE: FRAME COLOR: PORCH OVERHANG: HOUSE O.H.: SOFFIT? TIE IN HEIGHT: % FAN BEAMS;, SLAB SIZE: DEMO: -Is- ELECTRICAL 1IA1®IAI®M®119t-114!lRI kw, l*14t i\l li i11sl lI MATERIAL AND WORKMANSHIP GUARANTEED FOR 2 YEARS_ NOTE: I) HAIRLINE CRACKING OF NEW CONCRETE SLABS IS A Contractor expressly reserves all contractors, mechanics and material COMMON OCCURRENCE. man's lien which may asserted under any provisions of the law to 2) SPRINKLER HEADS MUST BE RELOCATED BY CUSTOMER. secure payment of the contract price and may assert and fix the same as a 3) DRAINAGE AT BASE OF ROOM IS RESPONSIBILITY OF lien upon the real property on which installation is made. HOMEOWNER. Purchaser agrees to supply electrical power atjob site. 4) FLOOR MAY REQUIRE LEVELING FOR TILE INSTALLATION. 5) OWNER IS RESPONSIBLE FOR ANY REINSPECTION FEES DUE TO INACCESSIBILITY OR MISSING PERMIT. 6) IF HOMEOWNER'S ASSOCIATION APPROVAL IS NECESSARY, IT IS CUSTOMER'S RESPONSIBILITY TO OBTAIN PRIOR TO WORK START. I/We have read the forgoing proposed contract and accept the same on the terms and conditions printed on the reverse side and as stated a ve. p + CONTRA CTPRICE_— Purchaser: Vu Date tl c DEPOSIT Estimator: Y BAL. DUE: Payment Schedule: THIS INSTRUMENT PREPA BY: Name. Y t/ _; NARYW NORSE, CLERK OF CIRCUIT COURT Address: i SENINCLE MTV State of Florida - BK 07S`0 Rg 0477; Qpg) CLERK'S U 2011611197 RMDED PN NOTICE OF COMMENCEMMODING FEES 10.00 rRE,CORDED BY T Smith / Permit Number Parcel ID Number (PID) r f / i" / 0 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal description of the proppryerty and street address if available) h%O % /f%•{Lit g 7 ffa MORS"- GENERAL DESCRIPTION OF IMPROVEMENT RyGU E VOO — OWNER INFORMATION , Name and address: "el - 4- 7 %`'J/a- i C ',/ s l " r--'-i-I 9 it"r , Y-" / J / i Name and address of Fee Simple Title Holder (if other than owner) :—42-4 L - CONTRACTOR I\/1 Name and address: Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name and address: In addition to To rKeiA a copy of the Lienors Notice as Provided in 713. Expiration Date of Notice of Commencement: The expiration date is 1 year from date of recording unless a different date is specified. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. STAT OF j Cal COUNTY OF OWNER$ SIGNATURE OWNERS PRINTED NAME NOTE: Per Florida Statute 713.13(1) (g), owner must sign....... and no one else may be permitted to sign in his or her stead." The foregoing instrument was acknowledged before me this r: day of L _, 20 /// by , C::-' Who Wj:er_s_onal--ly kno ntbnte Name of person making statement ---------- OR who has produced identification type of identification produced VERIFICATION PURSUANT TO SECTION 92.525, FLORIDA STATUTES.' UNDER P ALTIES OF PERJURY, I DECLARE THAT I HAVE READ THE FOREGOING AND THAT THE FACTS STATED IN IT ARE TRl} TO THE BEST OF MY KNOWLEDGE AND BELIEF. x SIGNAZ B Pnv ate, BRYAN DORION Notary Public - State of Florida c Mtaf[lo)jssion Expires Mar 27, 2011 OF o Commission # DD 656310 Bonded Through National Notary Assn. otary Signature Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 t DAVIDJCNA . CFA. ASA 1502go a 15013 is 4 PROPERTY r 9 4.0 y Iti p 5EMWOLEE,q t W,,Fi.. a m x 6 jO z rw 1602 1i301 S 5i791ikFrrssxsrmsH FMO,FL3277.1.1468 qp' 7-865=75M 1802-0000. m a 94.0 dVALUE SUMMARY VALUES 2011 2010 Working Certified GENERAL Value Method Cost/Market Cost/Market Parcel Id -160 - Number of Buildings 1 1 wner: SCHUCHMAN RICK T Depreciated Bldg Value 54,811 58,448 Mailing Addre . EGA Ail Depreciated EXFT Value 288 288 City, State,2ipCode: SANFORD FL 32771 Land Value (Market) 35,000 35,000 Property Address: 1401 PALMETTO AVE SANFORD 32771 Land Value Ag 0 0 SubdivisionName: SANFORD TOWN OF JustlMarket Value 90,099 93,736 TaxDistrict: S1-SANFORD Portablity Adj 0 0 Exemptions: 00-HOMESTEAD (2006) Save Our Homes Adj 0 0 Dor: 0102-SINGLE FAMILY - SANF Amendment 1 Adj 0 0 Assessed Value (SOH) 90,0991 93,736 Tax Estimator 2011 TAXABLE VALUE WORKING ESTIMATE Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 90,099 50,000 40,099 Amendment t adjustment is not applicable to school assessment) Schools 90,099 25,000 65,099 City Sanford 90,099 50,000 40,099 SJWM( Saint Johns Water Management) 90,099 50,000 40,099 County Bonds 90,0991 50,0001 40,099 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 2010 VALUE SUMMARY WARRANTY DEED 04/2005 05703 1261 $180,000 Improved Yes 2010 Tax Bill Amount: $1,074 WARRANTY DEED 01/2005 05601 1063 $120,000 Improved Yes 2010 Certified Taxable Value and Taxes DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS WARRANTYDEED03/1992 02405 1835 $42,500 Improved Yes Find Comparable Sales within this Subdivision LEGAL DESCRIPTION LANDLand Assess Method Frontage Depth Land Units Unit Price Land Value PLATS: Pick.._if- FRONT FOOT & DEPTH 100 117 .000 350.00 $35,000 LEG LOTS 6 + 7 BLK 16 TR 1 TOWN OF SANFORD PB 1 PG 60 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. Cost New Building nSk1 SINGLE FAMILY 1950 3 860 1,208 Sketch 860,CONC BLOCK $54,811 69,381 Appendage / Sgft OPEN PORCH FINISHED / 60 Appendage / Sgft DETACHED GARAGE UNFINISHED / 288 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi Finshed Permits EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New WOOD UTILITY BLDG 1992 120 $288 $720 NOTE: Assessed values shown are NOT certffled values and therefore are subject to change before being finalized for ad valorem tax purposes. If you recently purchased a homesteaded property your next years property tax will be based on JusUMarket value. http://www. scpafl.org/web/re_web.seminole_county_title?parcel=2519305AG 16010060&... 1 /26/2011 r7 C13:c ()r?007> i 0 MAP OF SURVEY LOCA noN MAP BOUNDAR 131X1 NOT TO SCALE) LEGAL DESCR/PAG FOURTEENTH STREET , x' a I i I-g lD-erpdan: T BLOCK Q \ CORNER E-, I.P. W r , 29.94' O) of Q B.R. N90 00'00'E 117.00' P. M. 5B.5' P W v ( n LQ zW t'J Q) N N o BLK. "16" 44.. Lop band 7, Block % of owa m Sr e aexoldbrg to thePlat drermfw MenI , Pages) 5644, ofthe Public Rcwrd o a r, , a CommonityNumber120294 Pea FD. 1 Suffix : B AlAllf. Date:4/17W95 ANGLE a Dite orSurrey: 411112005 Camp. 7 y Y Ce rifyTO. Rick SChucbMWLLYYaatA ! C.S. Bhck & Associatas, LLC pp v y Stcwan Tide Guaranty Company O .n Union Federal Bank ofludimsi lia BLK. n 16 " O0i M Sun That Bank (tad Mortgage) 6 o BLK. "16" E f" • b e h PmpcnyAdehess: 1401 Palmetto Avenue035Q Sanford, Florida 31771 12.0' 24.0' I ' a / 5 SHED N LD o SurveyNumber-23370 o N 7: 58.5' P. 58.5' P. Q, FD. 5la- N89 5849 4 117. 00' P. & M. F0. 518- LR. 13464 I.R. 13464 BLK. "16" B GENERAL A/C AIR CONDITIONERNOTES: ASP ASPHALT Q LEGAL DESCRIPTION PROVIDED BY OTHERS. BARSEDWIRE FENCE 1) THE LANDS SHOWN HEREON µ2rRE NOT ABSTRACTED FOR EASEMENTS B.R. BEARING REFERENCE OR OTHER RECORDED ENCUMBRANCES NOT SHOWN ON THE PLAT, 8..M BENCH MARK 3) UNDERGROUND. PORTIONS OF'FOOT/NGS, FOUNDATIONS OR 0IH£R f CENTERLINE IMPROVEMENTS WERE NOT LOCATED. C. CALCULATED 4) WALL, 77ES ARE TO THE FACE. OF THE WALL AND ARE NOT TO BE CA TV CABLE RISER USED TO RECONSTRUCT BOUNDARY LINES. C.B. A CATCH BASIN CENTRAL ANGLE/MIA 5) NOT VALID WITHOUT THE SIGNATURE Q ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. CH -- CHAIN LINK FENCE 6) ONLY NSIBLE ENCROACHMENTS LOCATED. e» CONC. BLOCK WALL TW.. 7) NO IDENTIFICATION FOUND ON PROPERTY CORNERS UNLESS NOTED. CONCRETE 8) DIMENSIONS SHOWN ARE PLAT AND MEASURED UNLESS OTHERWISE C.M CONCRETE MOWLIENT SHOWN. COVERED AREA 9) FENCE OWNERSHIP NOT .DETERMINED AND GRAPHICALLY MAY BE D.B. DEED BOOK EXAGGERATED FOR CLARITY PURPOSES A DESCRIPTION OR DEED 10) ELEVA77ONS /F SHOWN ARE BASED UPON N.G.V.D. UNLESS OTHERWISE D.E DRAWAGE EASEMENT NOTED. DA DRILL HOLE 11) - BEARINGS REFERENCED TO LINE NOTED AS B.R. DRIVEWAY 5:W) THIS SURVEY -15-.&TENDED FOR MORTGAGE OR REFINANCE PURPOSES ESVIE EASEMENT ONLY. EXCLUSIVELY FOR THIS USE BY THOSE TO WHOM IT IS E.O.W. E EDGE OF WATER ELEVATIONCERTIFIED. THIS SURVEY IS NOT. TO BE USED FOR CONSTRUCTION, CONSENT. ENDR ENCROACHMENTPERMITTING, DESIGN OR ANY OTHER USE WTHOUT WRITTEN LX XX E10S7lNC ELEVATION l RELD MEASURED F.F. FIN/5Nf0 FLOOR NOTE: Flood Zone determination was performed bygraphic plotting from Flood Insurance Rate Maps provided byFEMA. No field surveying was performed bythis Rim to determine this Zone. The exact zone location can only be determined byan elevation study. We assume noresponsibilityforactual flooding conditions concerning thisparcel Any questions' regarding Zone determination should be directedto the local FEMA office. LEGEND: FD. FOUND AL POINT OF INTERSECTION FCM. FOUND CONCRETE MONUMENT P.R.C. PANT OF REVERSE CURVEF.I.R. FOUND IRON ROD P. T. POINT or TANGENCY FLA FOUND IRON PIP£ P.D.I. POINT ON LINE' F.P.K. FOUND PARKER-AALON NAIL 0 PROPERTY CORNER CF. GARAGE FLOOR R PROPERTY LINE L.M.E LANDSCAPE MAINTENANCE EASEMENT RAO RADIAL RE L LENGTH R/W RIGHT OF WAY L.A.E. LIMITED ACCESS, EASEMENT R. RADIUS (RADIAL)' M.H. MANHOLE R.O.E. ROOF OVERHANG EASEMENT FN. NAIL SIR. SET 5//ga IRON ROD & CAP 18 7279' N&D NAIL k DISC S/W SITE ALK N&lT NAIL & TIN TAB 4b SITE BENCH MARK N.R. NON RADIAL TEL. TELEPHONE FACILITIES N.T.S NOT TO SCALE T.8.M. TEMPORARY BENCH MARK O.R. OMCZAL RECORDS TOO. TOT? OF BANK O.R.Q. aWAL RECORDS BOOK TX TRANSFORMER t>rlw- OVERHEAD WRE(S) . TYP. TYPICAL PC PAGE - U.E. UTILITY EASEMENT P.C.P. PERMANENT CONTROL POINT ,C7U.P. UTILITYPOLEP.R.M.--PERMANENT REFERENCE MONUMENT W.M WATER METER P. PLAT HELL P.B. PLAT BOOK WRE FENCE P.O.B. PONT OF, BEGINNING WC, 9tINESS CORNER P.O.C. POINT OF COMMENCEMENT I = N200 DECK P.C.C. POINT or COMPOUND CURVAWRE _e—o_ WOOD FENCE PC. POINT OF CURVATURE 1IROUGHTIRON FENCE' I HEREBY CERTIFY THAT THIS MEETS OR , SET FORTH BY THE FLORIDA BOARD OF PROn CHAPTER 61G17-6. FLORIDA ADM /S1RATI FLORIDA STATUTES SIGNED C' FOR N/CHCLAS S FRAZ21TTA PRi PREPAREL. M E R A S S O C 981 GIISIREL'T MIAULMADRI DANVEM.WMAONSEM019D ORIANDD.RM 1iMMIOT1 - MN 73MI30 7ELMRTN ' W F . (M)n"140 FAX; (4T. WWW.MER1DIAt N471ONW/DE VVIC N4710NW9DE FAX LB 72 CERTIFIED NUMBER. L S 5828 E- W y V Wcn,: Lo G C1 Q- 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,eiorida 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 peerreviewed by Brian Sliding, P.E. #34927 and a cgpy 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.febpe.com. 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my continuing education class on the use of the manual within six months of becoming a client and bi-annually thereafter. 3. Structures designed using this manual shall not exceed the limits set forth in the general notes contained here in. Structures exceeding these limits shall require site specific engineering. INDEX This packet should contain all of the following pages: SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for Screen and Vunyl Rooms. SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications, Design Statement, and Site Exposure Evaluation Form. SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room. SHEET 4: Post to base and purlin details. SHEET 5: Beam connection detals. SHEET 6: Knee wall, dowel and footing details. SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam to gutter detail. SHEET 8-110: Tables showing 110 mph frame memberspans. SHEET 8-120: Tables showing 120 mph frame memberspans. SHEET 8-130: Tables showing 130 mph frame memberspans. SHEET 8-140: Tables showing 140 mph frame memberspans. SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and anchor schedules. SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutterto roof details. SHEET 10B: Roof connection details. SHEET 10C: Roof connection details, valley connection elevation, plan & section views, pan & compostite panels to wood frame details, super & extruded gutter to pan roof details. SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water relief detail, beam connection to fascia details, pan roof achoring details. SHEET 10E: Panel roof to ridge beam @ post details, typical insulatedpanel section, composite roof panel with shingle finish details. SHEET 10F: Tables showing allowable spans and applied loads for riser panels. SHEET 10G: Manufacturer specific design panel. SHEET 10H: Manufacturer specific design panel. SHEET 11: Die shapes & prpperites. SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable loads tables. LEGEND This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett EngineeringGroup, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor'spurchaseofthesematerials. 1. Contractor represents and warrants the Contractor: 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; 1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the licensegrantedinsuchagreement. 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 theappropriateuseoftheplansandthecalculationsintheASDM; 1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to anythirdparty (other than a local building department as part of any Contractors own work) would constitute infringement ofBennettEngineeringGroup's copyright; and 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of theASDMwillmeetContractor's requirements (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating toContractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall belimitedtotheamountpaidbyContractorfortheASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect, or special damages, arising from or in any way related to, Contractor's use of the ASDM, even if Bennett hasbeenadvisedofthepossibilityofsuchdamages. 4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action broughtagainstBennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to anyclaim, demand, cause of action, debt, or liability, including reasonable attorneys' fees, to the the extent that such action is basedupon, or in anyway related to, Contractors use of, e ASD . CONTRACTOR NAME: / \ t sir IV CONTRACTOR LICENSE NUMBER: Cyr el_ 3 / COURSE # 0002299 ATTENDANCE DATE: CONTRACTOR SIGNATURE: SUPPLIER: BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS I. Check the building permit for the following: Yes a. Permit card & address . . . . . . . _ b. Approved drawings and addendums as required . . . . . . . . . . . . . . . c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . _ d. Notice of commencement . . . . . . . . . . . 2. Check the approved site specific drawings or shop drawings against the "AS BUILT" structure for: Yes a. Structure's length, projection, plan & height as shown on the plans. . . . . . . . . b. Beam sizes, span, spacing & stitching screws (f required). . . . . . . . . . c. Purlin sizes, span & spacing. . . . . . . . . . . . . . . . . . . . d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . . . . — e. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . f. Knee braces are properly installed (if required) . . . . . . . . . . . . . . g. Roof panel sizes; length & thickness . . . . . . . . . . . . . . . 3. Check load bearing uprights / walls to deck for: Yes a. Angle bracket size & thickness . . . . . . . . . . _ b. Correct number, size & spacing of fasteners to upright . . . . . . . . . . c. Correct number, size & spacing of fasteners of angle to deck and sole plate . d. Upright is anchored to deck through brick pavers then anchors shall go through pavers into concrete . . . . . . . . . . _ 4. Check the load bearing beam to upright for: Yes a. Receiver bracket, angle or receiving channel size & thickness . . . . . . b. Number, size & spacing of anchors of beam to receiver or receiver to host structure c. Header attachment to host structure or beam . . . . . . . . . . . . . . d. Roof panel attachment to receiver or host structure . e. If angle brackets are used for framing connections, check number, size & thickness of fasteners . . . . . . . . . _ f. Post to beam attachments to slab . . . . . . . . . . . . . . . . . . 5. Check roof panel system for: Yes a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . . b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . . c. Header attachment to host structure or beam . . . . . . _ d. Roof panel attachment to receiver or beam . . . . . . . . _ Notes: u - ay. P No No No No No PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE DESIGNED TO BE MARRIED TO CONVENTIONALLY CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND MOBILE HOMES CONSTRUCTED AFTER 19B4. THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE 2007 FLORIDA BUILDING CODE WITH 2O09 SUPPLEMENTS. ) JOB NAME: ADDRESS: DRAWING FOR ONE PERMIT ONLY 10M c- , n N a M NvILL^n H N O O C= VIaMO1U C/D 4J c N ro U v n o LLCDM C= O r_ NO co t.+ I.- L l7 N 1 Ul CW 11 X `_i E C > D G IIII 0) 3 ^ LU M Ill•r M w 3 Li w ro JyN J] Q M ri J pwJ Q Z U) W 2 0 Z Z 0 o 0_J Z WZ L11Z U) % W 1.— WQU lYU LU J U) F— i J Z UQ - Q Z Z W 2 Z Of ( J co LLU 0 JQ It h 0J Er rNi 'o LL w 2 Wm X E rn0 IL W ` LL U O n C , o m C U t 3) co CO rg N W . ao v r Co U > O m U a o t aF C 1701 SEAL SHEET 1 08- 12-2010 OF 12 DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS 1, Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009 Suppl ents, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure B' or'C'_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 1 MPH and higher; 120 MPH or MPH for 3 second wind gust velocity load; Basic Wind Pressur Design Pressures for Screen / Vinyl oms can be found on pa e 3A-ii: a. "B" exposure = PSF for Roofs & PSF for Walls b. "C" exposure = _PSF for Roofs 8 PSF for Walls c. "D" exposure = PSF for Roofs & PSF for Walls Negative I.P.C. 0.18 For "C" or'D" exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page 3iii. 2. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be so'd. Phone: Contract r /Authorized Re Pame (please print) Date: Contractor Author ed Rep' Signature Job Name & Address Note: Projection of room from host structure shall not exceed 16'. 3. Building Permit Application Package contains the following: Yes No A. Project name & address on plans . . . . . . . . . . . . . - B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . . C. Contractor's / Designer's name, address, phone number, & signature on plans D. Site exposure form completed . . . . . . . . . . . . . . . . . . . . . . . - E. Proposed project layout drawing @ 1/8" or 1/10" scale with the following: 1. Plan view with host structure area of attachment, enclosure length, and ! projection from host structure 2. Front and side elevation views with all dimensions & heights 3. Beam span, spacing, & size . . . . . . . . . . . . . . . . . . . . . . - Select beam size from appropriate 3A.1 series tables) 4. Upright height, spacing, & size . . . . . . . . . . . . . . . . . . . . . - Select uprights from appropriate 3A2 series tables) Check Table 3A.3 for minimum upright size) 5. Chair rail or girls size, length, & spacing . . . . . . . . . . . . . . . . . . . Select chair rails from appropriate 3A.2 series tables) 6. Knee braces length, location, & size . . . . . . . . . . . . . . . . . . . . Check Table 3A.3 for knee brace size) 4. Highlight details from Aluminum Structures Design Manual: Ye;/ No A. Beam & purlin tables wl sizes, thickness, spacing, & spans / lengths. Indicate Section 3A tables used: Beam allowable span conversions from 120 MPH wind zone, "B" Expos a to J1QMPH wind zone and/or "C" or "D" Exposure for load widthLookupspanon120MPHtableandapplythefollowingformula: SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE bord)= t Q_ EXPOSURE MULTIPLIER see this page 3) B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . . . - Tables3A.2.1,3A.2.2,or3A.2.3) . Upright or wall member allowable height i span conversions from 120 MPH wind zo B' Exposure to ' MPH wind zone and/or'C' Exposure for load Twidth r Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE bord)= EXPOSURE MULTIPLIER see this page 3) Yes/ No C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . D. Connection details to be used such as: 1. Beam to upright . 2. ............................. 3. Beam to wall . . . . . . . . . . . . . . . . . . . . . . - 4. Beam to beam . . . . . . . . . . . . . - 5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . 6- Extruded gutter connection . . . . . . . . . . . . . . . . . . . E. U-clip, angles and/or sole plate to deck . . . . . . . . . . . . . . . . - Foundation detail type & size . . . . . . . . . _ Must have attended Engineer's Continuing Education Class within the past two years. Appropriate multiplier from page 1. GENERAL NOTES AND SPECIFICATIONS 1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an architect or engineer to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 16', using a 4' existing slab and 20'-0' with a type II footing, from the host structure. 4. Freestanding structures shall be limited to the maximum spans and size limits ofcomponent parts. Larger than these limits shall have site specific engineering. 5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away from any other structure to be considered free standing. 6. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This applies to utiliy sheds, carports, and / or other structures to be attached. b. "Fourth wall construction" means the addition shall be self supporting with only the roof flashing of the two units being attached. Fourth wall construction is considered an attached structure. The most common "fourth wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The . same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" with an 18" x 2" x 0.044" knee brace at each end of the beam. ' c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is NOT required. 5. Section 7 contains span tables and the attachment details for pans and composite panels. 6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights shall be selected from the same tables as for other screen walls. 7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head. 8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind velocity of 120 MPH. 10. Spans may be interpolated between values but not extrapolated outside values. 11. Definitions, standards and specifications can be viewed online at www.lebpe.com 12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also. 13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or alternate water relief ports in the gutter. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after heat treatment and paint process 16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA 1 NPEA / NSA 2100-2 for catagory I, II, & III sunrooms, non -habitable and unconditioned. 17. Post members set in concrete as shown on the following details shall not require knee braces. 18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats ofaluminum house paint and thejoints sealed with a good quality caulking compound. The protective materials shall beas listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 19. All fasteners oraluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 20. Any structure within 1500 feet of a salt waterarea; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. 22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas ofless than 40%, pursuant to FBC 1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event. For rooms where the glazed and composite panel/solid wall area exceeds 40%, glass room engineering shall be used. SECTION 3A DESIGN STATEMENT The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The loads assume a mean roof height of less than 30 ; roof slope of 0" to 20"; 1 = 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. All loads are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific.All framing components are considered to be 6063-T6 alloy. Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Exposure"B" Basic Wind Pressure Screen Rooms Vinyl Rooms Over Hang All Roofs Roofl Walls 100 MPH 13.0 10.0 12.0 46.8 110 MPH 14.0 11.0 13.0 47.1 120 MPH 17.0 13D 15.0 48.3 123 MPH 18.0 13.3 15.9 50.8 130 MPH 2O.0 15.0 18.0 1 56.6 121 MPH 23.0 17.1, 21.1 65.7 140-2 MPH 23.0 11.1 21.1 65.7 150 MPH 26.0 20.0 24.0 75.4 Note: Framing systems ofscreen, vinyl and glass rooms are considered to be main frame resistance components. To convert the above loads from Exposure 'B" to Exposures "C" or "D" see Table 3A-C next page. Table 3A-A Conversion Factors for Screen & Vinyl Rooms From 120 MPH Wind Zone to Others. Exoosure"•R" Roof Walls Wind Zone MPH Applied Load SF) Deflection d) Bending b) Applied Load ISF) Deflection d) Bending b) 100 10.0 1.09 1.14 12.0 1.08 1.12 110 11.0 1.06 1.09 13.0 1.05 1.07 120 13.0 1.00 1.00 15.0 1.00 1.00 123 13.3 0.99 0.99 15.9 0.98 0.97 130 15.0 0.95 0.93 18.0 0.94 0.91 140-1 &2 17.0 0.91 0.87 21.0 0.89 0.85 ISO 20.0 1 n.87 n81 24.0 1 0.85 0.79 Table 3A-B Conversion Factors for Over Hangs From exoosure "B" to exposure "C" Wind Zone MPH Applied Load SF) Deflection d) Bending b) 100 46.8 1.01 1.02 110 47.1 1.01 1.01 120 48.3 1.00 1.00 123 50.8 0.98 0.97 130 56.6 0.95 0.92 140-1 65.7 0.90 0.86 140-2 65.7 0.90 0.86 150 1 75.4 1 0.86 0.80 Conversion Table 3A-C Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Frnnc„r" "R" 1n "r:" 1 Fvnn "R" 1n "n" Mean Roof Height' Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0 - 15, 1.21 0.91 0.94 1.47 0.83 0.88 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20' - 25' 1.34 0.86 0.91 1.60 0.79 0.86 25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 SITE EXPOSURE EVALUATION FORM M oN m N J^n N )_ H O O to U M S V U M 3 CJ > LL O J o O ro0LN00F EWf1xC9 LID C t313°w% I13 I C I L 4- ucc Jcort r E N HQm m N v oo JCOwF- r- --'---- QUADRA4TI 600' EXPOSURE A j I QUADRANT IV 600• EXPOSURE-9 I 100' 100' too• QUADRANTII i z_ I I 100' r I sop EXPOSUR4 2 I a I I o QUADRANT III i p IEXPOSUR _ uJto J o NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD z SITE w.' USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR'D' ' w' EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE: Z EXPOSURE C: Open terrain with scattered obstructions, including surface undulaltions or oihzr uJ Of irregularities, having heights generally less than 30 feet extending more than,1,,500 feet 0LL from the building site in any quadrant. % w , 1. 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 C7 than 600 feet and width greater than 150 ft. rp2. No short term changes in W, 2 years before site evaluation and build out within 3 years, w i site will be 'b'. 3. Flat, open country,, grasslands, ponds and ocean or shorelines in any quadrant for greater U than 1,500 feet. 4. Open terrain for more than 1,500 feet in any quadrant. SITE IS EXPOSURE:EVALUATED BY: f DATE: rw 16 to SIGNATURE: //I1'r f LICENSE* C 6 C) tc 06-12-2010 Z J UJ IY w Z W IL p o Q2 U)LL NM0pisLLI C7 Hu) z LU ZO a w O Z J LU ILEL fn > < W M W 06 (y H m U Z in NJWH } 0 H wo C) in H Q J' LU z y Z (.y' Q o F- 5W IU) m ZY UZ 44 fn Ur rA o LU 1W 0 LL. Q p r N It ro 19 ik Z N O J Ez Mu- w LL W rD 5 X o2comtd O j a- 1-- C U M r Z3 c, Zz O M L to m 0 a o Lnm r F L K 2G, SEAL COD, t Z IY ZSHEET 3Z 2 W ZZ 12 to OF I INTE17IOR BEAT PER TA OR 3A.1.: I H t NTYPICAL SLOPED SOLID RC SCALE: N.T.S. ALUMINUM ROOF SYANPERSOLIDPANEL ROOF SECTION) CST STRUCTURE OR F URTH WALL FRAME PAN OR PANELS ALUMI M ROOF SYSTEM PER SE TION 7 CARRIER BEAM POST HOST STRUCTURE OR FOURTH WALL FRAME d r— USE BEAM TO WALL DETAIL RIDGE BEAM d PER TABLES 3A.1.4) r H D TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. EDGE BEAM (SEE TABLES 3A.1.1 & 3A.1.2) LW' FOR H. UPRIGHT' HEIGHT (h) 1" x 2" MIN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING FOR FOOTINGS SEE DETAILSTYPICALSCREEN, ACRYLIC OR VINYL ROOM PAGE 7) W/ SOLID ROOF TYP. FRONT VIEW FRAMING HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM) LW'LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION P/2' 'p/2' @ FASCIA ALLOWED SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS) SEE TABLES) w0 O.H. F' U SOLID ROOF NO MAXIMUM w o) . ELEVATION SLAB OR GRADE) 11 P = PROJECTION FROM BLDG. VARIES VARIES LW = LOAD WIDTH NOTES: 'P' VARIES 1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2-0" O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 100 -1231 130 1 140 1 150 8 1 #10 1 #12 1 #12 TYPICAL SCREEN ROOM SCALE: 1/8" = 1'-0" J Q D 20 Z00Of 5 } J 1) i WW.6o U MFJZ U } O_ M U C) Q. W cl) Z 2 wW Z_ IY J Q o h O Lo r• rn J a v0LLWz_ k 2 ro atW (7 m o LL w mOw 0- o co CCQ w x coaOwma) J m O O 0 C c a) d o z nm ww F CD Lu cc z0 H o Lqwa o 0 wz N zw zz m w ui2wLu a z L w A w; a 170 0 SEAL z m SHEET0 z J 0z w 0 w w 3ui zzw 12O m 08-12-2010 OF PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING 4) #8 x 1/2" S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W/ 1" x 1" x 2" ANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE 2" x 2" x 0.032" MIN. HOLLOW RAIL 1" x 2" TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL NITH,.MAX. 3.5' LOAD WIDTH SHALL TO CONCRETE W/ FASTENER HAVE A MAXIMUM UPRIGHT PER TABLE) WITHIN 6- OF — SPACiNG AS FOLLOWS EACH SIDE OF EACH POST @ 24" O.C. MAX. WIND ZONE MAX. UPRIGHT SPACING 100 T-0" 110 6'-r 120 6'-3" 123 6'-1" 130 5'-8" 1401&2 6-1" 150 4'- INTERNAL OR EXTERNAL L' CLIP OR 'U'CHANNELCHAIR RAIL ATTACHED TO POST W/ MIN. (4)#10 S.M.S. ANCHOR 1 x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED TO CONCRETE WITH 1/4" x 2-112" BOTTOM W/ 1" x 1" x 2" x 1/16" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR 0.045" ANGLE CLIPS EACH SIDE AND MIN. (4) #10 x 1/2" S.M.S. THROUGH ANGLE AT 24" O.C. MAX. 1" x 2" x 0.032" MIN. OPEN BACK MIN. 3-1/2" SLAB 2500 PSI EXTRUSION CONC. 6x6-10x10W.W.M. OR FIBER MESH n 1-1/8" MIN. IN CONCRETE ALTERNATE WOOD DECK: 2" PTP USE WOOD FASTENERS VAPOR BARRIER UNDER W/ 1=1/4" MIN. EMBEDM CONCRETE GIRT AND POS- SCALE: 2" = l'-0" ALTERNATE CONNECTION DETAIL 1" x 2" WITH BEAM / HEA ER 3) #10 x 1-1/2" S.M.S. INTO SCREW BOSS 2) #1'0 x 1 1/2" S. M. S. INTO SCREW BOSS ANGLE CLIPS MA SUBSTITUTED FOR ANCHOR 1" x 2" PLATE TO SCREW SYSTEMS CONCRETE W/ 1/4" x 2-1/2' CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH MIN. (3) #10 x 1 1/2" POST AND 24" O.C. MAX. INTO SCREW BOSS MIN. 3-1/2' SLAB 2500 PSI 1" x 2" EXTRUSION CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH 1-1/8" MIN. IN CO C VAPOR BARRIER UNDER CONCRETE HOLLOW UPRIGHT TO BEAM 11 SCALE: 2" = T-0" / HEADER BEAM ANCHOR 1" x 2" CHANNEL TO CONCRETE WITH 4) #10 x 1/2" S.M.S. EACH SIDE 1/4" x 2-1/4"CONCRETE OF POST ANCHORS WITHIN 6" OF EACH H-BAR OR GUSSET PLATESIDEOFEACHPOSTAT24' O.C. MAX. OR THROUGH 2" x TOR 2" x 3" OR 2' S.M.B. ANGLE AT 24" O.C. MAX. POST 94,,,- MIN. (4) #10 x 1/2" S.M.S. @ MIN. 3-1/2" SLAB 2500 PSI EACH POST CONC. 6x6-10x10 W.W.M. OR .- -- FIBER MESH 1"x 2" EXTRUSION VAPOR BARRIER UNDER CONCRETE MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE` 2" = l'-0" MIN. 3-1/2" SLAB 2500 PSI CONC. 6x 6- 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 2"x2"ORTx3"POST 8 x 9/16' TEK SCREWS SIDES 1" x 2-1/8" x 1" U-CHANN RECEIVING CHANNEL CONCRETE ANCHOR PER TABLE) 1-1/8" MIN. IN CONCR ALTERNATE POST TO BASE CONNECTION - DETAIL 1 SCALE: 2" = V-0" 1" x 2-1/8" x l" U-CHANNEL 2" x 2" OR 2" x 3" POST - RECEIVING CHANNEL 8 x 9/16" TEK SCREWS B( SIDES ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER PER TABLE) WITHIN 6" OF EACH SIDE OF EACH POST @ 24" O.C. MAX. MIN. 3-112" SLAB 2500 PSI CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE EDGE BEAM 1" x 2" PEN BACKATTACHED TO FRONT POST W/ It 0 x 1-1/2" S.M.S. MAX. 6" FIfM EACH END OF POST AND 24" O.C. FRONT WALL GIRT 1" x 2" OPEN BkEOF TACHED TO FPOST W/ 10 x 1-1/2. MAX. 6" FROM EACPOST 24" O.C. TYPICAL & COMPOSITE ROOF PANELS: TH ( 4) 1/4" x 4" LAG BOLTS W/ 1- 1/4" FENDER WASHERS PER 4'- 0" PANEL ACROSS THE OR FRONT AND 24" O.C. ALONG SIDES V # 8 x 9/16" TEK SCREWS BOTH SIDES 1" x 2-1/8" x 1" U-CHANNEL OR RECEIVING CHANNEL CONCRETEANCHOR PER TABLE) 1- 1/8" MIN. EMBEDMENT INTO CONCRETE SCALE: 2" = l'-0" 1_ - 0-0" ALTER TE CONNECTION: 2) # 10 x 1- 2" S.M.S. HROUGH S INE GROOVES 2' x 2"OR 2"x THOLLOW GIRT AND KICK PLATE 2" x 2" HOLLOW RAIL T ATTACHED TO BOTTOM W/ MIN. (3) #10 x 1-1/2" S. S. IN SCREW BOSSES TYPICAL UPRIGHT DETAIL SCALE: 2" = l'-0" TIDE WALL HEADE ATTACHED TO 1" x 2" PEN PURLIN OR CHAIR RAIL TACK W/ MIN. (2) #10 x -1/2" ATTACHED TO BEAM OR POST I. M.S. W/ INTERNAL EXTERN CLIP OR 'U' CHH MIN. ANNELWIMIN. 4) # 10 S.M.S. Q IDE WALL GIRT ATTACHED T x 2' OPEN BACK W/MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW URLIN, GIRT, OR CHAIR RAIL OSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO ONCRETE W/ 1/4" x 2-1/4" ONCRETE/ MASONRY NCHORS @ 6" FROM EACH DST AND 24" O.C. MAX. AN ALLS MIN. 1" FROM EDGE ONCRETE / OR SELF MATING BEAM ONLY RIS ANELS ATTACHED PER ROOF PAKkL SECTION HEADER ATTACHED TO W/ MIN. (3) #10 x 1-1/2': IN SCREW BOSSES 2" x 2", 2"x 3" OR 3" x 2" HOLLOW ( SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. ( 3) #10 x 1/2" S.M.S. IN SCREW BOSSES 1" x 2" OPEN BACK BOTTOM RAIL i 1/ 4" x 2-1/4" MASON ANCHOR @ 6" FR EACH POST AND 24" . .(MAX.) SCREW BOSSES SNAP OR SELF MATING BEAM ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 2" = T-0" 0 zw waw OLLw C7 w z 1': gig Jw M CD NN vJu-E FOOrz U-) -a m m u U M 3 a v cloDLLJ oNm rm 0 v WC D x C ccro wI IIICc" LL 4 Cc ;: 3 JQ m CO Ooo J wnFJ Q Z (/) Q 2 20 Z0 bTfLuLu } _ 1 W W ° 6 O U M 3 Z U O U C) Q w U) Z 2 w, wZ 0-' J Q Lo CO L0 J Lu M LL Lu LL F3 E LL wLz - o U O LL n C j a m cO 4) o lo w - x t mo J3O m Uaoon m/ w/ lmO1 FOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR t BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND l _ SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES j O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE ' OFTHECONNECTIONMUSTBESTRAPPEDFROMGIRTTOPOSTWITH0.050" x 1-3/4" x 4' STRAP AND ( 4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT a OSHEET' U IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S. w m0 w08- 12-2010 OF 4 Lu z 0 zwz tu12 m co OSITE OR PANSOLID] RTEN PANELS OTIOEDGE BEAM TYPE) FA PERDETAILSIN SECTION 7 AND I OR 3A) x U u) LL L6"MAXIMUM J= wz IF KNEE BRACE LENGTH uu)) w z EDGE BEAM TABLES: EXCEEDS TABLE 1.7 USE LLu m 3A.1.1. 2 CANTILEVERED BEAM D W n z CONNECTIONDETAILSafwOSCREEN OR SOLID WALL POST SELECT PER TABLE 3A.3 MAY FACE IN OR OUT) USE 2 x TMINIMUM HOST STRUCTURE ROOFING 2" STRAP - LOCATE @ EACH POST, ( 2) 114" x 2" LAG SCREWS @ 24" 0. C. (MAX.) EACH STRAP 2) # 10 x 1/2" SCREWS USE ANGLE EACH SIDE FOR 2 x 2 TO POST CONNECTION WITH HOLLOW POST r'l1/ 4" BOLT @ 24" O.C. MAX. WITHIN 6" OF EACH POST el FASTEN 2 x 2 POST W/ ( 2) EACH #10 S.M.S. INTO SCREW SPLINES 2" x 2" x 0.062" ANGLE EACH I ® EXTRUDED SIDE ( 3) EACH #8 S.M.S. EACH OR SUPER LEG INTO POST AND INTO GUTTER MAX. DISTANCE TO GUTTER ( MIN.) HOST STRUCTURE WALL FASCIA AND SUB -FASCIA 36" WITHOUT SITE SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER / RISER OR TRANSOM) WALL @ FASCIA (WITH SOLID ROOF) SCALE: 2" = 1'-0" BEAMS MAY BE ANGLED FOR GABLED FRAMES BEAM AND POST SIZES SEE TABLES 3A.3) POST NOTCHED TO SUIT ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 3A. 3) 1" x 2" MAY BE ATTACHED FOR SCREEN USING (1) 10 x 1-1/2" @ 6" FROMTOP AND BOTTOM AND 24" O.C. W ROOF PANEL SEE SECTION 7) 1- 3/4" x 1-3/4" x 0.063" RECEIVING CH IL OO- ANCHOR BOLTED TO /THRU ORCOMI BOLTS FEBEAM SEE TABLE 3A.3UMBER OF BOLTS) Q - FOR NUN SIZE OF I 3A.3) 0 - HEADER PANS OR COMPOSITE PANELS PER SECTION 7 POST TO BEAM SIZE AND OF BOLTS SEE TABLE 3A.3) 2" x-" S.M.B. NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION U-BOLT HEADER OUGH POST AND ANCHOR2) #10 x 3/4" S.M.S. @ 6" M EACH END AND @ 24" MAX. E BRACE EQUIRED POST ALTERNATE 4TH WALL BEAM CONNECTION DETAIL SCALE: N. T.S. 2" x 9" x 0.072" x 0.224" BEAM SHOWN ya y 1-314" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) WHEN FASTENING 2" x 2" THROUGH GUSSET PLATE USE #10 x 2" (3) EACH MIN. ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi db = DEPTH OF BEAM ds = DIAMETER OF SCREW DETAIL FOR PAN 2& E PANEL 2" x 6" x 0.050" x 0.120" F BOLTS AND UPRIGHT SHOWN O" cSEETABLE BEAM ND POST SIZES I 1" x 2" MAY BE TTACHED FOR EE TABLE3A.3) SCREEN U 'IN (1) 10 x 1-1/2" 6" FROM TOP POST NOT ED SUIT AND B70TTAND 24" O. C. CER NOTCH POST TO CARRIER BEAM CONNE SCALE: 2" = l'-0" ya yl STRAP TABLE BEAM SIZE SCREWS SIZE STRAP LENGTH 2' z 7' 4 #12 2-3/4` 2' x a' 4 #14 31/4` 2` x 9" 4 #14 3114" 2 x 10 14 41l NOTES: I " ALL SCREWS 3/4' LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x T AND LARGER. 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION SCALE: 2"= V-0" PRIMARY FRAMING BEAM SEE TABLES 3A.1.1, 2) 1-1/ 2" x 1-1/2" x 0.080" ANGLE EACH SIDE OF CONNECTING BEAM WITH SCREWS AS SHOWNMINI. # 8 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ ( 2) #10 x 1-1/2" INTERNALLY H INTERIOR BEAM TABLES: I I'l IIIIII3A.1.3 " BEAM TO BEAM CONNECTION DETAIL SCALE: 2" = l'-0" BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" ANGLE OR RECEIVING EXTERNALLY MOUNTED CHANNEL EXTRUSIONS WITH ANGLES ATTACHED TO WOOD INTERNAL SCREW BOSSES FRAME WALL W/ MIN. (2) 3/8" x MAY BE CONNECTED WITH 2" LAG SCREWS PER SIDE OR 2) #10 x 1-1/2" INTERNALLY TO CONCRETE W/ (2) 1/4" x 2-1/ 4" ANCHORS OR MASONRY WALL ADD ( 1) ANCHOR PER MINIMUM #8 S.M.S. x w SIDE FOR EACH INCH OF BEAM LONG NUMBER REQUIREEDD DEPTH LARGER THAN 3" EQUAL TO BEAM DEPTH w ~ e IN INCHES w ALTERNATE CONNECTION: a e 1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U- CHANNEL ATTACHED TO WOOD FRAME WALL Wl MIN. (3) 3/8" x 2" LAG INTERIOR BEAM TABLES: SCREWS OR TO CONCRETE 3A.1. 3 OR MASONRY WALL W/ (3) 1/4" x 2- 1/4" ANCHORS OR ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TOLL CONNECTION DETAIL 1'-0" 2x2 1. Door to be attached to structure with minimum two (2) hinges. 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" 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 r location isadjacent to upright a 1" x 2" x 0.044" may be fastened to u M.S.. 12" on center and within 3" from end of upright. SCALE: N. T.S. DETAIL TION SION TION TION MCD fi NN j LL ^ In - M O O v I iw cNroU ° v m OLL I n O O NCD rtf 0 41D- L7 x m .. C 1 3 W c LL4- r ro J ro a °Ow v N 1] Q m m v 0 O wJ Q D Z CO 20 Z0 W' VJ LU W W ° 6 0 U M F -3ZUO U U Q WU) Z fn gW W U) J Q L0 rn J M °° LL W LL 2 m a E W 6cmL- wLLmJ C j a m C U ( o a) oN 'o L W oMW = m L) a£ C m o NonJ F'- z O P: o ui w o 0 o C W w ztoZ W Zm w uj 2 wJUaz a w O 3 0 o LL0 Wwith # 12 x 1" 0 SEAL z SHEET UJ O w co w r_ 0 5w0z a z w 12co 08 12- 2010 OF O 1 CONCRETE CAP BLOCK OR 1/4" x 6" RAWL TAPPER ANCHOR ALUMINUM FRAME BLOCK (OPTIONAL) THROUGH 1" x 2" AND ROW ALUMINUM FRAME SCREEN TO WALL OR SLAB WITH LOCK INTO FIRST COURSE OF WALL 1/4" x 2-1/4" MASONRY 1) 4,40 BAR CONTINUOUS BRICKS ROW LOCK ANCHOR WITHIN 6" OF POST v inv j1) #40 BAR AT CORNERS AND BRICK KNEEWALL TYPE S AND 24" O.C. MAXIMUM 1 O.C. FILL CELLS AND ALTERNATE CONNECTION OF MORTAR REQUIRED FORf ( KNOCKOUT BLOCK TOP SCREENED ENCLOSURE FOR LOAD BEARING BRICK WALL RIBBON OR MONOLITHIC u COURSE WITH 2,500 PSI PEA BRICK OR OTHER NON - 2 FOOTING (IF MONOLITHIC ROCK CONC. DECK STRUCTURAL KNEE WALL 4" (NOMINAL) PATIO SLAB IS USED SEE NOTES OF 1" WIDE x 0.063" THICK STRAP CONCRETE SLAB (SEE NOTES APPROPRIATE DETAILS) I 6 x 6 - 10 x 10 WELDED WIRE @ EACH POST FROM POST TO CONCERNING FIBER MESH) MESH (SEE NOTES FOOTING W1 (2) #10 x 3/4' 8" x 8" x 16' BLOCK WALL CONCERNING FIBER MESH) S.M.S. STRAP TO POST AND a — — — MAX. 32") 1) 1/4',x 1-3B T TO 1) #5 0 BARS W/ 3- COVER 2) #40 BARS MIN. 2-1/2" OFF FOOTINGSLABORFOOTING TYPICAL) GROUND KNEE WALL FOOTING FOR SCREENED ROOMS BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/4" = 1'-0" ALUMINUM ATTACHMENT SCALE: 1!2" = 1'-0" 2) #5 BAR CONT. h' WN x" 32" 12" 2 10'-0" 40" 12" 2 8'-0" 48" 18" 3 6-0" 56" 18" 3 4'-0" 60" 24" 3 2'-8" 72" 30" 4 1'4" CONCRETE FILLED BLOCK STEM WALL 8" x 8" x 16" C.M.U. 1) #40 BAR CONTINUOUS r U ^ 1) #50 VERT. BAR AT W x CORNERS AND CELLS W/ uw I 2 500 PSI P ROCK LIV CONCRETE 8" x 12" CONCRETE FOOTING WITH (N) #5 BAR CONT. n 'V" LOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes: 1. 3-1/2" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceTM e3- (Formerly Fibermesh MD) per maufacturers specification may be used in lieu ofwire mesh. Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil 90 % density. 2. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings shall be a minimum of 12" x 16' with (2) #50 continuous bars for structures / buildings over 400 sq. ft.. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 114" = l'-0" NEW SLAB 12" 44" EXISTING SLAB 30 RE -BAR DRILLED AND EPDXY SET A MIN. 4" INTO MIN. (1) #30 BAR EXISTING SLAB AND A MIN. 4" CONTINUOUS 8" INTO NEW SLAB 6" FROM EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SCALE: 3/4" = V-0" SCREWS SEE FASTENER TABLE) 1" x 2" CHANNEL 3/4" PLYWOOD DECK USE 2" x 4" OR LARGER DETAILS FOR FRONT WALL UPRIGHTS 1!4" S.S. x —"LAG SCREWS W/ 1/4" x 1-1/2" FENDER WASHER (SEE TABLE @ 6' FROM EACH SIDE OF POST AND 24" O.C. PERIMETER 1/4" LAP PERIMETER DOUBLE STRINGER ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P. Plywood 2-1/2- 5/4" P.T.P. orTeks Deck 3-3/4" 2" P.T.P. 4" SCREEN ROOM WALL TO WOOD DECK SCALE: 3" = l'-0" 2) #5 BAR CONT. 4 2" MIN. 1" PER FT. MAX. FOR (1) #5 BAR CONT. ' n 2'-0' MIN. # ALL SLABS) BEFORE SLOPE 45111 9" 12" TYPE I TYPE II TYPE III T SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING Notes: 0-2" / 12" 2" / 12" - V-10" > 1'-10" 1. The foundations shown are based on a minimum soil bearing pressure of 'I,500 psf. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots,. and compacted prior to placement of concrete. 3. No footing other than 3-1/2" (4' nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0'. Then a minimum of a Type 11 footing is required. All slabs shall be 3-1/2" (4" nominal) thick. 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh a Mesh, InForceTM e3TM (Formerly Fibermesh MD) per manufacturers specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5. If local building codes require a minimum footing use Type II footing or footing section required by local code. Local code governs. See additional detail for structures located in Orange County, FL) 6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0" projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0" shall have site specific engineering. SLAB -FOOTING DETAILS SCALE: 3/4" = 1'-0' REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY BLOCK KNEE WALL MAY BE ADDED TO FOOTING (PER 2500 P.S.I. CONCRETESPECIFICATIONSPROVIDED WITH APPROPRIATE KNEE 6 x 6 - 10 x 10 WELDED WIRE WALL DETAIL) MESH (SEE NOTES 1S ALUMINUM UPRIGHT CONCERNING FIBER MESH) tlJ J CONNECTION DETAIL SEE DETAIL) 2) #50 BARS CONT. W/ 3" COVER LAP 25" MIN. 16" MIN. 5d 41N ' TOTAL / ,.. J o 3-1/2" 1 'MIN. 111111 I LLJ IE3 UEEN VAPOR BARRIERIQIF AREA TO BE O ENCLOSED O 16" MIN. TERMITE TREATMENT OVER j UNDISTURBED OR Co COMPACTED SOIL OF UNIFORM 95% RELATIVE DENSITY 1500 PSF BEARING Notes: 1. All connections to slabs or footings shown in this section may be used with the above footing. 2. Knee wall details may also be used with this footing. 3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. 4. Crack Control Fiber Mesh: Fibermesh 0Mesh, InForceTM e3— (Formerly Fibermesh MD) per maufacturers specification may be used in lieu of wire mesh. MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY. FLORIDA SCALE: 1/2" = 1'-0" e" EXISTING FOOTING NEW SLAB W/ FOOTING 2) #5 BARS "DOWELED INTO EXISTING FOOTING W/ EPDXY 8" EMBEDMENT. 25" MIN. LAP TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING SCALE: 112" = l'-0" TYP. UPRIGHT (DETERMINE HEIGHT PER SECTION 3 TABLES) 10 x 1-1/2" SCREWS (3) MIN. PER UPRIGHT TOP & BOTTOM 2) 1/4" MASONRY ANCHORS PER SECTION 9) INTO CONCRETE EXISTING WOOD BEAM OR ZHEADERk 1/4" x 2" LAG BOLT (2) PER a POST o' OLL 9 1" x 2" TOP AND BOTTOM PLATE SCREW T-O" O.C. Wm O Z WW zw OLL EXISTING FOOTING M C, oN N J Jam^ LL ^ N O O i1 C v N N U ° v v1Mv13 > r o00o bLN001.a a0(11E p13`^owro C LL r^oa r N N H Q M H JowF J Q D Q :2 2O ZIYU) LU J N i W W °6 0 U M J Z U } O_ D U ~ Q W: ILI) Z fn g W W _ J Q N 2 ` 2 o Lt_ W LL 2 ro a E WZcmmoWmLLJG o m a a) U tv0om LLI 4 m U ) C m C' c z OF o wi w a- o 0 M W zzt W z m W LL1 f W wa z IL W to 0 5 O LL OW z o O oU) UV) 7 z o WW w m . 20 SEAL SHEET z W w ALUMINUM SCREEN ROOM (NON LOAD BEARING)WALL 6 k LLV1 Z UNDER WOOD FRAME PORCH t u SCALE: 2" = V-0" 1 08-12-2010 OF 2C UNIFORM LOAD 1 "I A B SINGLE SPAN CANTILEVER UNIFORM LOAD l 1-4 A B C 2 SPAN UNIFORM LOAD 1 .a A B 1 OR SINGLE SPAN UNIFORM LOAD l l l A B C D 3 SPAN NOTES: 1) 1 = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. A(14'Q SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. ALLOWABLE BEAM SPLICE LOCATIONS SCALE: N.T.S. SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM @ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE ALL SPLICES SHALL BE MINIMUM d - .50" STON AGGEREDBEAMd-.50" d-.50" 1" MAX. SIDE OF SELF MAT PLATE TO BE SAME + + + + + + THICKNESS AS BEAM WEB 75.E d-.50" d PLATE CAN BE INSIDE OR 75" OUTSIDE BEAM OR LAP CUT + + + + + + + + DENOTES SCREW PATTERN 1" MAX NOT NUMBER OF SCREWS HEIGHT 2 x (d - .50") LENGTH Minimum Distance and Screw sizecis in.) Edge to Center 2ds in. Center to Center 2- 1l2ds in. Beam Size Thickness in. 8 0.16 318 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' 1/8 = 0.125 12 0.21 7116 9/16 2" x 9" x 0.072" x 0.224" 118 = 0.125 14 or 1/4" 025 112 5/8 2' x 9" x 0.082" x 0.306' 1/8 = 0.125 5/ 16' 0.31 518 3/4 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 TYPICAL BEAM SPLICE DETAIL SCALE: 1" = V-0" TRUFAST SIP HD FASTENER t"+ 1-1/2" LENGTH (1+1") @ 8' O.C. t+1-1/4" SELF - MATING BEAM SIZE VARIES) SUPER OR EXTRUDED D GUTTER 2" x 2' ANGLE EACH SIDE J SELF - MATING BEAM — POST SIZE PER TABLE 3A.3 THRU- BOLT # AND SIZE PER TABLE 3A.3 LOAD PER TABLE 3A.3 AND SIZE OF CONCRETE ANCHOR PER TABLE 9.1 THRU- BOLT # AND SIZE PER TABLE 3A.3 BEAM SIZE PER TABLE 1.10 ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER z J O Q Z f/ o 20 N Z O ry1Z J U) w U) } . J w o Z a CO W W ° 6 0: () Q o Cl) o J Z O U U H Q w z Z U W W m Z U o U) o L LL Q r O N N r W Nn ZJ M v LLWLLOzZ6 :i c kWOmoLL OfdOmn LLI ILj K o m Of a n N 5 o m m cc a L. 10 LJ 0% co L a o ma) J m 00) C > C; it cz d O a)La w j F w0) Z0 l81 201 j0.oSEAL SHEET L) J QwCO0 7 W2 1208-12-2010 OF n O tYC ZW WLuZ_ 0 ZwW Z w m O Table 3A.1.1-110 For 3 d wind minum Ailo 063 wable E g Be.3rn pans -Hollow Extrusions Screen, c orV yl ooms at 110Mo' ; using design load of 11.0 #/SF (47.1 #/SFfor Max. Cantilever) Z 2- x 2" x 0.055` " 4oad Width (ft.) - Max. Span VI (bending W or deflection'd') I Load Wrdth (ft) Max. Span / (bending'b' or deflection'd') 1 8 2 Span 3 Span Sp" Canti ever 1 8 2 Span 3 Span 4 Span Cantilever 5 5-4" d 6'-7- d 6--9- d 0'-11" d 1 5 5'-8' d 6'-11' d T-1' d 1'-0' d 6 5'-0' d 6'-2" d 64- d 0'-11- d 6 54' d 6'-7' d 6'-8' d 0'-11' d 4'-9' d 5'-11" d 11' b U-10' d 7 5'-1' d 6'-3' d 6'-4' d 0'-11' d 4'-7' d 5'-8' d 5'-7 b 0'-10' tl 8 4'-10- d 5'-11' d 6--1- b 0--11- d 9 4'-5' d 5'-5' d b 0'-10- d 9 4'-8' d 5'-9' d 5'-9' b 0'-70' d 10 4'-3" d 5'-2- b 4'-11- b 0--9' d 10 4'-6' d 5'-0' d 5'-5' b 0'-10' d 11 4'-1" d 4'-11" b 4'-9' b 0'-9" d 11 4'4' d 5'4- d F-2- b 0'-10" d 12 T-1V d 4'-8- b 4'-7- b 0'-9- d 12 1 4'-3- d 1 5-2- b 1 4'-11- b 0'-9- d 3" x 2" x 0.045" 3" x 2" x 0.070^ Load Width (ft.) Max. Span'L' bending'b' or deflection'd') Load Width (ft.) Max. Span'L' I (bending'b' ordeflection'd') 1 8 2 Span 3 Span 4 Span Cannever 1 8 2 Span 3 Span 4 Span Cantilever 5 6'-0- d T-5- d 7%7- d 1'-1- d 5 6'-9' d 8'-5' d 8'-7" d 7'-3' d 6 5'-8" d T-0' d T-2' d V-O' d 6 6'-5' d T-11' d 8'-0" d 1'-2' d 7 5'-5- d 6'-8' d 6'-10- d U-11- d 7 6'-l' d T-6' d T-8' d 1'-1' d 8 5'.2' d 6'4- d 6'-5" b- 0'-11" d a 5'-10' d T-2' d T4' d 1'-1" d 9 4'-11" d 6'-2' d 6%1' b 0%11" d 9 6-7' .d 6-11" d T-O" d 1'-0' d 10 4'-9" d 5--11- d 6-9- b 0'-10' d 10 5'-5' d 6-8' d 6-9' b U-11' d 11 4'-8" d 5'-8' b 5'-6' b 0'-10" d 11 5'-3' d 6'-5'- d 6'-5' b 0'-11" d 12 4'-6' d 5'-5' b 5'-3' b 0'-10' d 12 5'-1' d 6'-3' d 6'-2' b 0'-11' d 2" x 3" x0.045" 2" x 4" x 0.050" Load Width (ft.) Max. Span'L' I (bending b' or deflection'd') Load Width (ft.) Max. Span '12 / (bending Wor deflection'd') 1 8 2 Span 3 Span 4 Span Cantilever 1 8 2 Span 3Span 4 Span Cantilever 5 T-6' d g'-3' d 9%5' d 1'4' d 5 T-8' d I V-11' d 12'-2' b 1'-9' d 6 T-0" d 8'-8' d 8'-8" b 1'-3' d 6 9'-1' d 11'-3' d 11'-1.. b 1'-8' d 7 6'-8' d 8%3' d 8'-1" b 1'-3- d 7 8'-8' d 10'-8" b 10'-3' b 1'-7- d a 6'-5" d T-9' b T-6" b 1'-2' d 8 8'-3' d 9'-11' b 9'-7- b V-6- d 9 T-2" d r-4 b T-1- b 1'-1- d 9 T-11' d 9'-5' b T-1" b 1'-5' d 10 5'-11' d 6'-11' b 6'-9" b 1'-1' d 10 T-8' d 8'-11" b B'-7' b 1' 5" d 11 5'-9' d 5'-8" b 6'-5" b 1'-1' d 11 T-5' d 8'-6' b 8'-2' b 1'4- d 12 5'-7- d 6-4- b 6%2- b 1'-0- d 12 1-3- d 8'-1' b 7'-10" b 1 1'4- d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans fortotal beam spans. 2. Spans may be interpolated. Table 3A.1.3-110 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic Dr.Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF Alumimrm Alin.: snFn - Hollow and Single Self -Mating Beams Tributary Load Width 2'-0` 3'-0". 4'-0" 5'-0' 6'-0" T-0" 8'-0" 10'-0" 12'-0" 14'-0" 16'-0" 18'-0" Allowable Span'L' I bending'bI or deflection'd' 2" x 4" x 0.050" Hollow IT-2' d 11'-6- d 10'-5" d T-8' d T-1- d B'-8' d 8'-3' d T-8' d T-3' d 6'-9" b 6'4" b V-11" b 2" x 5^ x 0.062' Hollow 16'-11' d 14'-10- d 13'-6- d 17f' d 11'-9- d 11--2" d 1re d g'-11' d 9.4- d 8'-10- b 8'-3- b T-9- b 2" x 4` x 0.046" x 0.100" 14'-8' d 17-10' d 11%8" d 10'-10' d 10'-2- d 9'-8- d 9'-2' b 8%2' b T-6- b 6'-11" b 6'-6' b 6'-7' b 2" x 5" x 0.050" x 0.100" 18'-2' d 15'-11' d 14'-5" d 13'-5' d 17-7- d 11'-11- d 11'-3" b 10'-1' b 9'-2- b 8'-6' b T-11- b T-0' b 2- x 6" x 0.050" x 0.120^ 21'-4- d 18'-7' d 16'-11" d 15'-8' d 14'-0' b 13'-5- b 12'-7" b 11'-3' b 10'-3-: b 9'-6- b S-11- b 8'-5' b 2" x 7" x 0.055^ x 0.120. 24'-3- d 21'-2- d 19'-3' d 1 T-3' b 15'-9' b 14'-7' b 13'-0" b 12-2' -b 11%2' b 10.4' b 9'-8' b 9'-1" b 2" x 8" x 0.072" x 0.224" 3V-1' d 26'-3' d 23'-10' d 22'-2' d 29-10' d 19'-10' d 18'-11" d 17'-7" d 16'-7- d 15'4' b 14'-0- b 13'-6- b 2" x 9" x 0.072' x 0.224- 37-11' d 28'-10" d 26'-2' d 24'-4" d 27-10' d 21'-9' d 20'-9' d 19'-0' b 1T-4- b 16'-1' b 16-1" b 14'-2' b 2" x 9" x 0.082" x 0.306" 34'-2" d 29-10' d 27'-2' d 25'-2' d 23'-B' d 22'-6' d 21'-6'-'d 19'-11' d 18'-10- d 17'-10' d 1T-1' d 16'-5' d 2" x 10- x 0.092" x 0.369^ 41%1' d 35'-11' d 32'-8' d 3VA" d 28'-6' d 2T-1' d 25'-11" d 24'-1' d 22'-8' d 21'fi' d 20'-7' d 19'-9' d Tributary Load Width Double Self -Mating Beams T-6" T-O" 3'-6" 4'-0" 4'-6^ 5'0" 5'-6" - 6'-0" 6'-6" 7'-0" T-6' 8'-0" Allowable Span'UI bending 'b" or deflection'd' 2" x 8" x 0.072" x 0.224" 3T-10' d 33'-1- d 30--1" d 27--11" d 26'-3' d 24'-11' d 23%10' d 22'-2" d 20'-10' tl 19'-10' d 18'-11' d 18'-2' d 2" x 9" x 0.072" x 0.224" 41'-7' d 36'-4' d 32'-11' d 30'-T d 28'-10' d 2T4- d 26'-2' d 24'4' d 22'_10- d 21'-9" d 20--9' d 19'-11" d 2" x 9" x 0.082" x 0.306" 44'-3' d 38'-8' d. 35'-1" d 32'-7' d 30'-8- d 29--1" d 2T-10" d 25'-10- d 24-4- d 23'-1' d 22--1- d 21'-3" d 2" x 10" x 0.092" x 0.369" 51'-10" d 45'-3' d 41'-1' d 38'-2' d 35'-11- d 34'-7" d 32'-8" d 30.4- d 28'-6- d 2T-1" d 25'-11' d 24'-11' d 1VII is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3.. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length ofknee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1.4-110 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF Self Mating Sections Tributary Load Width 'W' = Purlin Spacing - 5'-0" 6'-0" 7'-0" a'-0" - 9'-0^ 10'-0" 11'-0" IT-0- Allowable Span'L' I bending'b' or deflection'd' - - 2" x 4" x 0.044 x 0.100" 12'-11" b 11'-10' b 10'-11' b 10'-3" b T-8" b 9'-2" b 8'-9' b 8'4' b 2" x 5" x 0.050" x DA 00" 16-11" b 14'-6' b 13'-5" b 12'-7" b l l'-10' D 11'-3' b 10'-9' b 10'-3' b 2" x 6" x 0.050" x 0.120" 17'-10" b 16'-3" b 15'-0" b 14'-1' b IT-3' b 12'-7- b 11'-11- b 1T-6- b 2" x 7" x 0.055" x 0.120" 19'-3" b 1T-7' b 16'-3' b 15'-3- b 14'4- b IS-8- b 12'-11- b 12'-5" b 2" x 8" x 0.072" x 0.224" 28'-8- b 26'-2- b 24'-3' b 224-8' b 21'-5' b 20'-3' b 19'4' b 18'-6" b 0.224" 30'-l" b 2T-6' b 25'-5' b 23'-9' b 22'-5' b 21'-3' b 20'-3' h 19'-5' b 2' x 9" x 0.082" x 0.310" 33'-9' d 31'-9' d 29'-9' b 2T-10' b 26'-2' b 24'-10' h 23 -8- b 22'-B" b 2" x 10" x 0.092" x 0.369" 40'-7' d 38'-3' d 36'-1' b 33'-9' b 31'-10' b 30%2- b 28'-10' b 2T-7" b Table 3A.1.2.110 Allowable Edge Beam Spans - Snap Sections for Screen, Acrylic or Vinyl Rooms For 3:second wind gust at 110 MPH velocity; using design load of 11.0 i//SF (47.1 #/SF for Max. Cantilever) Notes: Aluminum Alloy 6063 T-6 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2': x 2" x 0.044" SnapExtrusion 2" x 3" x 0.045" SnapExtrusion 2. Spans may be interpolated. Width (ft.) 1 8 2 Span 3 Span 4 Span Max. Width (ft) 1 8 2 Span 3 Span 4 Span Mom' re..". Width (fL)I 1 8 2 Span' 3 Span 14 Span Notes: 1. Above spansdo not include length of knee brace. Add horizontal distance from uprightto center of brace tobeam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.2.1 Allowable 'right Heigh hair Rail Spans or Header Spans for Screen, Ac inyl Rooms Aluminum Alloy 6063 T-6 For 3 second wind n rct at 110 MPHvoln. Sections Tributary L h'yy' = Purlin Spacing 3'-0" 3'-6" 4'-0' 4'-6" 'S'-0" T-6" 6'-0" 6'-6" T-0" T-6' Allowable Helg / bending W or deflectio 2" x 2' x 0.044" Hollow T-6- b 6'-11- b 6'-6- b 6'-2' b 5'-10' b 5'-T b 5'4' b 5'-1- b 4'-11- b 4'-9' b 2" x 2" x 0.055" Hollow 8'-10' b 8'-2' b T-0' b T-2' b 6'-10' b 6'-0' b 6'-3' b 5'-11' b 5'-9" b S'-7 b 3^ x 2" x 0.045" Hollow 8'4' b T-8' b 7'-2' b 6'-9' b 6'-5' b 6'-2- b 5'-10' b 5'-8' b 5'-5' b 5'-3' b Hollow IV-1' b 10'-3" b 9'-7' b 9'-1' b b 8'-2" b 7'-10' b 7'-7", b- T-3' b T-0' b 2" x 3" x 0.04 Hollow 10'-2- b 9'-5' b 8'-9" b 8'-3' b T-10' b T-6' b T.2" b 6'-11' b 6'-0' b 6'-5' b Hollow 10'A' b 9'-11' b 9'-3" b 8'-9' b b T-11' b T-7' b b 6'-11" b 6'-9" b x 5" x 0.062" Hollow 13'-9" b 12'-9' b 11'-11' b 11'-3' b 10'-8" b 10'-2' b 79. b 9'4" 9'-0" b 8'-g" b Hollow 14'-10' b 13'-8' b 12'-10" b 12'-1- b 11'-6' b 10'-11- b 10'$' b- b T-8' b 9'-4' b2" x 4" x 0.046" S.M.B. 15'-6' b 14'-4' b 13'-5' b 12'-8' b 12'-0- b 11--5- b 10'-11- 6 10'-0- b 10'-2"' b 9'-10- b 2" x 5" x 0.050" S.M.B. 18'-0' b 17'-7' b 16'-0' b 15'-1' b 14'4" b 13'-W b 13'-1' b 12'-7' b 12'-1' b 11'-8' b 2" x 6" x 0.050" S.M.B. 19'-3' b 1T-10" b 16'-8' b 15'-9' b 14'-11' b 14'-3' b IT-8' b 13'-l' b 12'-7' b 12'-2" b 2- x 2" x 0.044' Snap 9'-2' b 8'-6" b T-11' b T-6- b T-1- b 6'-9- b 6'-6' b 6'-3' b 5'A l- b 5'-9' b 2" x 3" x 0.045' Snap 10'-5' b 9'-7' b 8'-1 V b 8'-6' b 8'-1" b T-8' b T4' b 7'-1" b 6'-10' b F-7" b 2" x 4" x 0.045" Snap 11'-3" b 10'-5" b 9'-9" b 9'-2' b 8'-8" b 8'-3" b T-11' b T-7" b T4" b T-1' b 3" x 3" x 0.045" - Fluted 9'-1' b 8'-5" b T-10' b 7'-5' b 7'-0' D 6'-8' b 6'-5' b 6'-2' b 5'-11' b 5'-9' b 3" x 3" x 0.060" Square 11'-2' b 10'4' b 9'-8' b 9'-l" b 6-8- b 8'-3' b T-11" b T-7" - b T4- b T-1" D 3" x.3" x 0.093" Square 16'-0" b 14'-10" b IT-1 I' b IT-l" b 12'-5' b 11'-10' b 11'4- b 70'-11' b 10•-6' b 10'-2' b 3" x 3" x 0.125" Square 19'-1' b 4T-8' b 16'-7' b 15'-7" b 14'-10' b 14'-1' b 13'-6' b 12'-11' b 12'-6" b 17-1' b 4" x 4" x 0.125" Square 24'-9- b 22'-11' b 21'-5' b 20'-2' b 19'-2' b 18'-3' b 1T-6' b 16'-9' b 16'-2' b 15'-8' b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to theabovespansfortotalbeamspans. 2. Spans maybe interpolated. t LLO Z J O Q fn H M Z w WZUriQoo- to N Z2OQXyZ Ur 0Y CO Z m U) J W w Z a Z W 05 0U 5 L = o1I'= } = W Z U o g' Q O Z fn Z Q LLJ W Z m W' ZC n U o W LL W WU) o F_ -, f>- 0 1- Q Z N r IL Z J c1i m tl W LL K OZ m W 2 M o J 0U D o n m 0 v 0 WCCOCI) U O oo ^ mCO O CAW o L a J m U > w Ww Cm O 0 F O ZW m p SHEET Z UJ Z ZW 8- 110., Z W12 m 08- 12-2010 OF U ' OC7 m ' S F1 Z Table 3A.1.1.130 Allowable Edge Beam Spans -Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF (56.6 #/F.F for Max. Cantilever) Alomi.- All- sns3 r. ' 2" x 2" x 0.044" 2- x 2" x 0.055" Load Width (ft.) Max. Span VI bending'b' or deflection d') Load Width (fL) Max. $pan'L' I (bending'b' or deflection 'd') 1 12 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span Ca ever 5 4'-10- d 5'-11- d 6'-0' b 0'-IV d 1 5 5'-1' d 6'4" d 6'-5' d 0'-11' d 6 4'-6" d 5'-7' d 5'-6' b 0-10' d 6 4'-10' d 5'-71' d 6'-0' b 0'-11' d 7 4'4' d 5'-3" b 5'-1' b 0'-10' d 7 4'-7' d 5'-0" d 5'-7" b 0'-10' d 8 4'-1" d 4'-11" b 4'-9' b 0'-9- d 8 4'-4- d 5'-5- d 5'-3" b 0'-10' d 9 3'-11- d 4'-8- b 4'-6" b 0'-9- d 9 4'-2" d 5'-1' b 4'-11' b 0'-10' d 10 1 S-10" d 4'-5" It 4'-3- b 0'-T d 10 - 4'-l' d 4'-10' b 4'-8" b 0'-9- d 11 3' 8' d 4'-3' b 4'-1' b 0'-8' d 11 3'-11' d 4'-7' b 4'-5' b 0'-9' d 12 3'-T d 4'-0' b 3'-11' b 0'-8' d 12 3'-10' d 4'-5' b 4'-3" b 1 0'-9' d 3"x2"x 0.045' 3'x2"x0.070' Load Width (ft.) Max Spa 12 I bending'b' or deflection'd') Load Width (ft.) Max. Span VI (bending 'b' ordeflection 'd) 1 8. 2 Span 3 Span 1 4 Span Cantilever 1 8.2 Span 3 Span 4 Span Cantilever 5 5'-5" d 6'-9" d 1 6'-10' d 1'-0- d 5 6'-1" d T-7" d 7%8" d 1'-2' d 6 5'-l' d 6'40 d 6'4" b 0'-11" d 6 S-9" d 7'-l' d 7'-3" d l'-i' d 7 4'-10- d 6'-0- d 5'-10- b 0'-11- d 7 5'-6" d 6'-9" d 6'-11- d i'-0" d a 4'-8' d 5'-8" b- 5'-6" b 0'-1 V d 8 5'-3" d 6'-5" d 6'-6- b 0'-11' d 9 4'-6- d 5'4' b F-2- b 0'-10- d 9 5'-0' d 6'-3" d 6'-7" b 0'-11- d 10 4'4" d 5-1' b 4'-11" b 0'-10' d 10 4'-10" d 5'-11' b 5'-9" b 0'-11' d 11 11- d 4'-10" b 4'-8" It U-10' d 11 4'-8" d 5'-8" b i 5'-6" b 0'-11' d 12 4'-1' d 4'-8" b 4'-6' b T-9' d 12 4'-7- d 1 5'-5- b 5'-3- b 0'-10- d 2" x 3'• x 0.045" 2" x 4" x 0.050" Load Width (ft.) Max. Span'L' I bending'b' or deflection V) Load Width (ft.) Max. Span VI (bending'b' or deflection V) 1 12 Span 3Span 4 Span cantilever 1 & 2 Span 3 Span 4 Span Cantlever 5 6'-9' d 8'4' d 8'-2" b 1'-3" d 5 ' 8'-g' d IT-9' b 10'-5' b 1'-8' d 6 6'4' d T-8' b T-5" b 1'-2" d 6 8'-3" d 9'-10" b 9'-6- b 1'-7" d 7 6'-0' d T-2" b 6'-11" b 1'-2" d 7 T-10" d T-7" b 8'-10' b 1'-6" d 8 5'-9' - d 6'-8" b 6'-5' b 1'-1" d 8 7'-6^ d 8'-0' b 8'-3" b 1'-5" d 9 5'-7" d 6'-3" b 6'-l' It 1'-l" d 9 T-2' b 8'-0" b T-9' b 1'4' d 10 5'4' b 5'-11" b 5'-9' b 1'-0" d 10 6'-10" b 7-7" b T4' b 1'4- d 11 5'-1" b 6-8' b F-6' b 0'-i 1' d 11 6'-6' b T-3' b 7'-0" b 1'-3" d 12 4'-10" b 5-5- b 5'-3" b I U-11- d 1 12 1 6'-3- b 6'-11- b 6'-9- b notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.3-130 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF ni,mt"„m e r Hollow and Tributary Load Width Single Self -Mating Beams T-0" 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 10'-0" 12'-0" 14'-0" 16'-0" 18'-0" Allowable Span'L' I bending -D. or deflection'd' 2" x 4" x 0.050" Hollow IT10^ d 10'4' d 9'-5' d 8'-9" d 8'-3' d T-10' d T-6' d 6'-10' b 6'-3' b 5'-9' b 5'-5' b 5'-1' b2" x 5" x 0.062" Hollow 15'-3' d 13'4' d 12'-2' d 1l'-3' d 10'-T d 10'-1' d 9'-8' d 8'-11' b 8'-2' b T-7' b T-7' b T-8' b2' x4" x 0.046^ x 0.100- 13'-3' d 11'-T d 10'-6" d T-9' d 9'-1' b 8'-5' b T-10' - b T-0' b 6%5" b 5'-11' b 5'-T b 5'-3' b2" x5" x 0.050" x 0.100^ 16'-5" d 14'4" d 13'-0" d 12'-1' d 11--1" b 10'4- b 9'-8- b 8'-T b T-10" b T-31 b 6'-10- b 6'-5' b2" x 6" x 0.050" x 0.120^ 19'-2' d 16%9' d 15'-3' b 13'-8' b 12'-5' b 11'-6" b 10'-9" b 9'-8' b 8'-10" b 8%2" b T-T b T-2' b2" x 7" x 0.055' x 0.120" b 16'-6' b 14'-9" b 13'-6' b 12'-6" b 1l'-8' b 10'-5" b 9'-0" b 8'-10' b 8'-3' b T-9' b2^ x 8" x 0.072" x 0.224' 2T-l' d 23'-8- d 21'-6- d 19'-11" d 18'-10" d 17'-10' d 1 T-1' d 15'-6' b 14'-2" b 1T-2' b 17-3" b 11'-T b 2" x 9" x 0.072" x 0.224^ 29'-9' d 26-11 ^ d 23'-7' d 21'-11" d 20'-7' d 19'-0' b I W-3' b 16'4' b 14'-1V b 13'-9' b 17-11' b 12'-2' b 27-9' d 21'-5" d 20'4- d 19'-5- d 18'-0' d 16'-11' d 16'-1' - b 1S'-1' b 14'-2- b2" x 10" x 0.092^ z 0.369" 3T-1^ d 32'-5- d 29'-5- d 2T4' d 2-9' d 24'-5' d 23'4' d 21'-8' d 20'-5" d 19'-5' d 1' b Tributary Load Width - Double Self -Mating Beams 2'-0' T-0" 4'-0" 5'-0" 6'-0' T-0" 8'-0" 10'-0" 12'-0" 14'-0" 16'-0'- 18--0- Allowable Span'L'/bendin Wor deflection'd' 2' x 8" x 0.072" x 0.224^ 34'-2" d 29'-10' d 2T-7" d 25'-2' d 23'-8' d 22'-6" d 21'-6' d 19'-11" d 18'-10' d 17'-10' d 17'-i" d 16'4' b2" x 9" x D.072" x 0.224" 37-6" d 32'-9" d 29'-9' d 2T-T d 25'-11" tl 24'-B' d 23'-T d 21'-11" d 20'-T d 19'-6' b 18'-:i b 1T-2' b2" x 9" x 0.082" x 0.306" 39'-10' d 34'-10" d 31'-8" tl 2T-5- d 2T-8" d 26'-3- d 25'-1- d 23'4- d 21'-11' d 20'-10- d 19'-11- d 19'-2' d2" x 10" x 0.092" x 0.369^ 46'-9" d 40'-10" d 3T•1' d 34'-5" d 32'-5' d 30'-9' d 29'-5' d 27'4" d 25'-W d 24'-5' d 234' d 22'-5' d Table 3A.1.4-130 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocitv: uslnn desinn Inad of 1s n fimp Self Mating Sections Tributary Load Width 'IM = Pudln Spacing 5'-0" 6'-0" 7'-0" 8'-0' 9'-0" 10'-0" 11'-0" 12'-0" Allowable Span 'L' I bending 'b' or deflection 'd 2" x 4" x 0.044 x 0.100" 1l'-1' b 10'-2" b 9'-5' b -8'-9- b 8'-3" b T-10" b T-6- b T-2- b 2" x 5" x 0.050" x 0.100" 1T-7" b 12'-5- b 11'-6- b 10%9' b 10'-2" b 9'-8" b 9'-2- b 8'-10- b 2" x 6" x 0.050" x0.120" 15'-3' b 13'-11" b 12'-11" b 17-1" b 11'4" b 10'-9" b IU-3' b TAX b 2" x 7" x 0.055" x 0.120" 16'-6" b 15'-7' b IT-11' b 13'-1" b 174" b 11'•8' b 11'-2' b 10'-8' b2" x 8" x 0.072" x 0.224" 24'-T b 22'-5" b 20'-9- b 19'-5" b 18'4- b 1T4" b 16'-7- b 15--10" b2" x 9" x 0.072" x 0.224" 25'-9' b 23'-6' b 21'-9- b 20'4" b 19'-2' b 18'-3' b 17'4' b 16'-8" b 2" x 9" x 0.082" x 0:310". 30'-7" b 2T-6' b 25'-5' b 23'-10' b 22'-5' b 21'-3" b 20'4" b 19'-5' b 2" x 10" x 0.092"'x 0.369" 36'-7" b 33'-5^ b 30'-11' b 28'-11' b 27'-3' b 25'-10" b 24'-8' b 23'-7' b Table 3A.1.2-130 Allowable Edge Beam Spans - Snap Sections for Screen, Acrylic or Vinyl Rooms For a second wind gust at 130 MPH velocity; using design load of 15.0 #/SF (56.6 #/SF for Max. Cantilever) Notes: Aluminum Alloy 6063 T-6 27;x 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2" x'0.044" SnapExtrusion 2" x 3" x 0.045- Snap Extrusion 2. Spans may be interpolated. Load Max. Span'L' I bending'b' or deflection'dI Load Max. Span'L' I (bending'b' or deflection'dj 1 & 2 Span 3 Span 4 Span Cantilever Width (ft.) 1 & 2 Span 3 Span 4 Span CaMiaxeVRr Load [ Max. Span'L' / bending 'b' or de Width (fL) 1 & 2 Span 3 Span 4 Span Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.2.1 Allowable Upright Heights,, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063T-6 For 3 second wind oust at 13n MDN .."i....in.• „" .. i--. Sections Tributary Load Width'W = Purlin Spacing 3'-0" 3'-6" d'-0" 4'-0^ 5'-0" T-6" 1 6'-0" 1 6'-6- 1-1" T-6" Allowable Height 'H' / bending'b' or deflection d' 2" x 2" x 0.044" Hollow 6'-5- b 5'-11' b 5'-6' bi 5'-3- b 4'-11- b 4'-9' b 4'-6- b 4'-4' b 4'-2' b 4'-0' b 2" x 2" x 0.055" Hollow T-6- b 8'-11' b 6'-6- b 6'-1' b 5'-10" b 5'-6" b 5'4- b 5'-1- b 4'-11- b 4'-9- b 3-x 2^ x 0.045- Hollow 7'-1" b 6'-6' b 6'-l" b 5'-9' b 5'-6' b 5'-2' b 4'-11" b 4'-9' b 4'-7' b 4'-6' b 3^ x.2' x 0.070" Hollow 9'-5' b 8'-9' b 8'-2' b T-8" b 7'4' b 6`11' b 6'-8^ b 6'-5' b 6'-2" b 5'-11" b Yx3' x 0.045^ Hollow 8'-8" b. T-1.1' b T-6' b T-1' b 6'-8' b 6'4" b. 6'-i' b 5'-10' b 5'-8' b 5'-5' b 2^ x 4" x 0.050" Hollow T-1' b 8'-5' b T-10" b T-S' b T-0' b 6'-8" b 6'-5- b 6'-2' b 5'-11' b 5'-9- b 2' x 5" x 0.062" Hollow IV-9' b 10'-10' b 10'-2' b T-7- b 9'-l' b 8'-8' b 8'-3" b T-11- b T-8" b T-5' b 2^ X 3' X 0.070' Hollow 17-7' b 11'-8' b 10'-17' b 10'•3' b 9'-9' b 9'-3- b 8--11- b 8'-7' b 8'-3" b T-11' b 2" x 4' x 0.046" S.M.B. 13'-2" b 12'-2" b 11%5' -b 10-9" b 10'-3" b 9'-9- b 9'-4- b 8'-11- b 8'-8" b 8'4- b 2" x 5",x 0.050" S:M.B. 15'-9" b 14'-7" b 13'-7' b 12'-2' b 11'-7" b 11'-1' b 10'-8' b 10'-3" b 9'-11" b 2" x 6" x 0.050" S.M.B. 16'-5" b 15'-2' b 14'-2' b R'- 10'b b 17-8' b 12'-1' b 1P-7' b 71'-2' b 10'-9' b 10'4" b2" x 2" x 0.044" Snap T-9' b T-2^6 6'-9"b b W 0 5'-9' b 5'-6' b 5'-3' b 5'-l' b 4'-11" b 2" x 3^ x 0.045^ Snap 8'-10" b 8'-2' b 7'-8' b T-3" b 6'-10' b 6'-6" b 6'-3" b 5'-11- b 5'-9- b 5'-7' b2" x4^ x 0.045" Snap 9'-6" b 8'-10" b 8'-3' b T9' b 7'-5' b 7'-0' b 6'-9b 6'-6" b 6'-3" b 6-0' b 3" x 3" x0.045" Fluted T-8' b T-2" b 6'-8- b 6'4" b5'-11" b 5'-8' b 5'-5' b 5'-3" b 5'-1" b 4'-10" b 3" x3' x 0.060" Square 9'-6' b 8'-9" b 8'-2' b 7'-9" b 7'4' b 6'-11" b 6'-8' b 6'-5" b 6'-2" b 5'-11"- b 3" x 3" x 0.093" Square 13'-7' b 12'-7' b 11'-10' b 11'-1' b 10'-T b 10'-1" b 9'-8" b 9'-3" b 8'-11' b 8'-7". b 3" x 3" x0.125" Square 16'-3' b 15'-0- b 14'-1" b 13'-3' b 12'-7' b 11'-11" b 11'-6' b 11'-0' b 10'A' b 10'-3' b 4" x 4" x 0.125" Square 20'-11' b 19'-5" b 18'-2" b 17'-2- b Ib--3- b 15'-6- b 14'-10" b 14'-3- b 13'-9' b 13'-3' b ores: 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 spansfortotalbeamspans. _ 2. Spans may be interpolated. - M N d M N 2 - j LL n E F O0V) -c; u CfD 4- 3 a v 7 vroi U xxC/D = 3 > LLo" tj t= O E_ L ort CD noI_ L c9 1 li L-L. J CL - x taEi C 131`3wrt I I IC^ LL 4 El co rdr- L^o- le r a r4 F- a M m Nv J coIZ IZ WJQfn Z Z f) Q d O X Vr IY m I W c Z W W U D LL H } _ D U Q O Z Q W co WZZ U O U) U W J fn QZO H aul w a- 0 o W w Z NZW Z Zm WLLI w a Z a W N ; w AUG" 2 w SEAL SHEET i Z a Lu z ZLLJ8-130 zW12 m08- 12-2010 OF O Fv Table 3A.1.1-140 Allowable Edge Beam Spans -Hollow Extrusions Table 3A.1.3-140 for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-1 &2 MPH velocity; using design load of 17.0 #/SF (65.74/SF for Mar.. Cantilever) Au.... coca 12 ' 2" x 2" x 0.044" 2" x 2" x 0.055" Load Width (ft.) Max. Span'L' I (bending b' or deflectlon'd') Load Width (ft.) Max. Span'L' I (bending'b' or deflaction 'd' 1 & 2 Span 3 Span 4 Span CaM ever 1 & 2 Span3 Span 1 4 Span CantMax. 5 4'- 7' d 6-8' d 5'-8' b 0'-10' d 5 4'-11' d 6'-0' d 6-2' d 0'-11' d 6 4' 4' d5'4" b 5'-2' b 0'-10' d 6 4'-7" d 5'-8' d 5'-8- b U-10- d 7 4'- 1- d 4'-11' b 4'-9- b V-9-. d 7 4'-4' d 5'-5" d S-3' b 0'-10' d 8 T- 11" d 4'-8' b 4'-6" In V-9'. d 8 4'-2' d 5'-1' b 4'-1V b 0%9' d 9 T- 10' d 4'4' b 4'-3" b 0'-9' d 9 4'-0' d 4'-9' b 4'-7" b 0'-9" d 10 T- 8- d 4'-2' b 4'-0- b V-8- d 10 T-11- d 4'-6- b 4'-5- b 0'-9" d 11 T- 6- b 3'-1Y7' to T 10' b 01-8' d 11 T-9' d 4'-4- b 4'-2" b 0'-9' d 12 3'- 5- b X-9- b 3'$' b 0'-8' d 12 3'-8' d 4'-2' to X-11" b 0'-8' d 3" x 2" x 0.045" 3' x 2" x 0.070" Load Width ( f.) Max. Span' L' I (bencing'b' or de0ection'd') Load Width (ft.) Max. Span' L' I (bending'b' or deflection'd 1 & 2 Span 3Span 1 4 Span C. Mat ' er 1 & 2 Span 3 Span 4 Span Cantiever 5 5'- 3" d 6'-5- d 6-6- b 0'-11' d 5 5-10' d 7--3- d T-5" d- 1%1' d 6 4'- 11d 6'-1' d 5-11' b 0'-11' d 6 5-6' d 6'-10" d 6'-11" d 1'-1" d 7 4'-8' d 5'-9' b 5'E' b 0'-11" d 7 F-3' d 6'-6' d 6-6' b 0%11" d 8 4'-6" d 64' b 5'-2' b 0'-I(r d 8- 5%0'. d 6'-2" d T-1" b 0'-1V d 9 4'-3' d 5'-0' b 4'-10" b 0'-10' d 9 4'-10" d 5'-11' b 5'-9' b U-1 V d 10 4' -2" d 4'-9" b 4'-T b 0'-9' d 10 4'-8' d 5'-T b 5'-5' b 0'-1 V d 114'-0' d 4'-7' b. 4'-5' b 0'-9' d 11 4'-6" d 5'4- b 5-2- b U-10- d 12 T-11- d 4'4" b 4'-3- b 0'-9- d 12 4'-5' d 5'-2" b 4'-11*-b 0'-10' d 2" x 3" x 0.045" 2" x 4" x 0.050" Load Width (f -) Max. Span L' I (bending W or deflection'd') Load Width (ft.) Max. Span 'L' I (bending'b' or deflection 'd') 1 & 2 Span 3 Span 4 Span ar 1 & 2 Span 3 Span 4 Span Canti ever 5 6'-6- d T-11- b T-8- bd 5 8'-5' d 10'-1' b 9'-9' b 1%7' d 6 6'-l' d T-3' b 6'-11' bd 61 T-11" d 9'-3' b 8'-11' b 1'-6' d 7 6-9- d 6'-8' b 6'-6- bd 7 T-6' d 8'-7" b 8'-3" b 1'-5" d 8 6-6" d 6'-3" b 6'-l" b 8 Mil 7'-2" b 8'-0" b T-9' b 1'4" d 9 5'-3' b 5'-11' b 5'-8" bd 9 6'-9' b 7'-7" b 7'4" b 1'4" d b 5'-7" b 5'-5' b d 10 6'-5' b T-2' b 6'-11" b i'-3' d 11 4-9" b 5'-4' b 5'-2' b d 11 fi'-1' b 6'-10' b 6-7' b 1'-3' d 12 4'-7" b 5'-1" b 4'-11' b d 12 5'-lit b 6.1- b 6'4" b 1'-2" d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans maybe interpolated. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #/SF Aluminum All- a0R3 T.a Hollow and Tributary Load Width Single SeH-Mating Beams 2'-0" 3'-0" 4'-0" 5'-0" 6'-0' T-0" 8'-0" 10'-0" 12'-0" 14--0" 16'-0" 18'-0" Allowable Span'L' bending'b' or deflection W 2" x 4" x 0.050" Hollow 11'4- d 9'-11" d 9'-0' d 8'-5" d T-1 I- d T-6- d T-2' b 6'-5' b 5'-10" b 5'-5- b V-1" b 4'-9" b 2" x 5" x 0.062" Hollow 14'-8- d 12'-10' d 11'-8' d 10'-10' d 10'-2" d T-8' d 9%3' d 8'-5' b T$' b T-1' b 6'-8- b 6'-3' b 2" x 4" x 0.046" x 0.100" 12'-8- d l l'-7' d 10'-1" d- 9'4- b 8'-6- b 7--11• b 7.4- b 6'-7- b 6'-0' b 5'-T b 5'-3" b 4'-11' b 2" x 5" x 0.050" x 0.700" 15'-9' d 13'-9" d 12'-6- d 11'-5' b 10'-5" b 9'-8- b T-1- b 8'-1' b T-5- b 6--10- b 6'-5- b 6'-0- b 2" x 6" x 0.050" x 0.120" 48'-5' d 16'-1f d 14'4" b 12'-10" b 11'-8' b 10'-10' b 10'-l' b 9'-l" b 8'-3' b T-8' b' T-2' bd4b 2" x 7" x 0.055" x 0.120" 20'-11' d 1 T-11' b15'-6' b 13'-10" b 12'-8' b 1 T T b10'-11' b 9'-10- b 8.41' b 8'-3- b T-9- b2" x 8" x0.072" x 0.224" - 25'-11' d 22'-9' d 20'-8" d 19'-2' d 18'-0" d 1T-l' d 16'4' b 14'-7" b 13'4' b 174- b 11--6- b 2" x 9" x 0.072" x 0.224" 28'-0" d 24'-11' d 22'-8- d 21'-0- d 19'-9' b 18'4" b 1T-1• b 15'4" b 13'-1 V b 17-11" b 12'-1" b2" x 9" x0.082" x 0.306" 29'-7' d 25.40- d 23'-6- d 21'-9- d 20'-6' d 19'-6' d 1 i, - d 17'4' d 16'-3' d 15'-l' b 14'-2" b2" x 10- x0.092" x 0.369" 35'-7" d 31'-F d 28'-3" d 26'-2' d. 24'-8' tl 23'-5' d 22'-5' d 20'-10" d 19'-T d 18'4' b 1 T-2' bTribute Load Width Double Self -Mating Beams T-0" T-0" 4'-0" S-0" 6'-0" T-0" 8'-0" 10'-0" 12'-0" 14'-0" 16%0 1Fo- Allowable Span 10 I bending W or deflection 'd' 2" x 8" x 0.072" x 0.224" 32'-9' d 28'-7" d 25 41' d 24'-2' tl 22'-9' d 21'-7' d 20'-8' d 19'-2- d 18'-0' d 1 T-1" d 16'4' b 15'-5" b 2" x 9" x 0.072" x 0.224" 35' d 31'-5' d 28'-6" d 26'-6' d 24'-11' d 23'-8' d 22%8- d 21'-0- d 19'-9" b 18'4" b 17'.1" b 1 V-2" b2" x 9" x 0.082" x 0.306" 38'-3' d 33'-5' d 30'4' d 28'-2" d 26'-6' d 25'-2' d 24'-1' 2" x 10" x 0.092" x 0.369" 44'-10" d 39'-2" d 3F-7" d 33'-0' d 31'-1' d 29'-0' d 28'-3' d 26'-2' d 24'-8' d 23'-5' d 22'-5' d 21'16' d 1.V It is recommendedthat the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on 140-1 &2 M.P.H. wind load plus dead load for framing. 3. Span ismeasuredfromcenterofconnectiontofasciaorwallconnection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table3A.1. 4.140 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-1&2 MPH velocity; using deslan load of 17.0 #/SF Self Mating Sections Tributary Load Width' 1M = Purlin Spacing 51-0" V- 0" 7'-0• 8'-0" 9'-0' 10'-0" 11'-0" 12'-0" Allowable Span'L'/ bending'b' or deflectlon'd' 2" x 4" x 0.044 x 0.100" 10'-5" b 9'-6' b 8'-10" b 8'-3" b 7'-9' b 7'4' b T-0' b 6'-9' b 2" x 5" x 0.050" x 0.100" 12'-10' b 11'-8' b 10'-10" b 10'-1" b 9'-0' b 9'-l' b B'-B' b 8'-3' h 2" x 6" x 0.050" x 0.120" 14'4" b 13'-1' b 17-1- b 11'-4- b 10'-8- b 10'-1- b 9'-8' b 9%3' b 2" x 7" x 0.055" x 0.120" 15'-6" b 14'-2" b 13'-l' b 12'-3' b 1 77" b 10'.11' b 10'-5' b 10'-0" b 2" x 8" x 0.072" x 0.224" 23'-1- b 21--1• b 19 6' b 18'-3' b 17'-2' b 16'4- b 15'-7' b 14'-11' b 2" x 9" x 0.072" x 0.224" 24'-2" b 22'-l' b 20'-6" b 19'-2' b 18'-l" b 17'-1" b 16'4" b 15'-8` b 2" x 9" x 0.082" x 0.310" 28'-3" b 25'-10' b 23'-11' b 22'4' b 21'-1' b 11- b 19'-1- b 2" x 10" x 0.092" x 0.369" 344' b 31'4' b 29'-0' b 2T-2' b 25'-7' b 24'-3- b 23'-2' b Tattle 3A.1. 2-140 Allowable Edge Beam Spans - Snap Sections for Screen, Acrylic or Vinyl Rooms For second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #/SF (65.7 #/SF for Max. Cantilever otes: Aluminum Alloy 6063 T-6 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2" X2" x0.044" SnapExtrusion 2" x 3" x 0.045" Sna Extrusion 2. Spans may be interpolated. Load Max. Span ' L' / bending'b' or deflection'd') Load Max. Span'L' I (bencing'b' or deflectlon'd') Width (ft) 1 & 2 Span 3 Span 4 Span Cantilever Width (ft.) 1 & 2 Spa 3 Span 4 Span Cant lLer Width (fl.) I 1 & 2 Span 13 Span 14 Span Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beamconnection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.2. 1 Allowable Upright Heights„Chair Rail $pans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 For 3 second wind oustat 1404R? Mau Sections Tribute Load Width' W'=PurlinSpacing T-0" X- 6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0" 6'-6" Allowable Height 'H' I bend Ing'b' or deflectton'd' 2" x 2" x 0.044' Hollow 5'-11' b 6' b 5'-1" b 4'-10' bi 4'-7- b 4'-4- bj 4'-2' b 4'-0' b- T-10' b T-9" b 2" x 2" x 0.055" Hollow 6'-11" b 6'-5' b 6'-0' b 5'-8" b 1 54' b 5'-l' b 4'-11' b 4'-8' b 4'-6' b 4'-5" b 3" x 2" x 0.045" Hollow 6*-6' b 6'-1. b 5'-8' b 54' b 5'-7' b 4'-10' b 4'-7' b N-5" b, 4'-3- b 4'-2" b 3" x 2" x 0.070- Hollow 8%9' b 8'-1" b T-7- b T-2- b 6'-9" b 6'-5' b 6'-2' b. 6-11" b 5-9' b 5'-6' b 2" x 3" x 0.045" Hollow T-11" b T-5' It 6'-11', b 6'-6' b 6'-2' b 5'-11" b 5-8' b 5'-5' b 5'-3' b 5-1" b 2" x 4" x 0.050" Hollow 8'-5' b T-9' b T-3- b V-10- b 6-6' b- 6-2- b 5'-11- b 5'-8' b 5'-6' b 5'4- b 2" X 3" X 0.070" Hollow 1 V-8' b 10'-g' b 10'-1" b 9'-6- b T-0- b- B'-T b 8'-3' b- T-11' b T.7' b T4' b 2" x 5" x 0.062" Hollow 10'-10' b 10'-0' b 9'-5' b&-10" b 8'-5' b. 6-0' b T-8" b T4- b T-1' b 6'-10" b 2" x 4" x 0.046" S.M.B. 17-2- b 11'4- b 10'-T b T-1 f" b 9'-5' b 9'-0' b 8'-8- b 8'4- b T-11" b 7'-g' b 2" x 5" x 0.050' S.M.B. 14'-7"_ b IT-6' b 12'-7" b ll'-11" b 1P-3" b 10'-9' b 10'-3' b 9'-11" b 9'-6" b 9'-2" b 2" x 6" x 0.050" S.M.B. 15'-2" b 14'-0' b 13'-2- b 12'-5" b I V-9" b1l'-2' b 10'-9' b 10.4" b 9'-11- b 9'-7' b 2" x 2" x 0.044" Snap T-2- b 6'-8' b 6'-3" -b 5'-11- b 5'-7- b 5'4' b 5'-7' b 4'-11' b 4'-9' b 4'-7' b 2" x 3" x 0.045" Snap 8'-2' b 7'-7' b T-7" b 6'-8' b 6'4- b 6'-0' b F-9' b 6-T b F4- b 5'-2' b 2" x 4" x 0.045' Snap 8'-10" b 8'-2' b 7'-8' b T-2' b 6'-10" b 6'-6' b 6'-3" b F-11" b 5'-9- b 5'-7- b 3" x 3" z 0.045" Fluted T-2' b 6'-T b 6'-2' b 5'-10" b 5'-6' b 5'-3' b 5'-l' b 4'-10" b 4'-8" b 4'-6' b 3" x 3" x 0.060" Square 8'-9' b 8'-1" b T-7" b T-2' b 6-10' b 6-6", b 6'-2" b 5-11" b 5'-9" b 5'-7" b 3" x 3^ x 0.093" Square 12'-7" b 11'-8" b 10'-1 V b 10'4" b 9'-9' b 9'4' b 8'-11" b 8'-7' b 8'-3' b T-11" b 3" x 3" x 0.125" Square 15'-0` b 13'-11" b 13'-0" b 72'-3' b 1l'-8' b 11'-1" b 10'$" b 10'-3' b 9'-10- b 9'-0- b 4" x 4" x 0.125" Square 19'-5' b 17'-11- b 16'-10- b 1 110- b 15--1- b 14.4" b 13'-9" b 13'-2' b 12'-9' to 12'4- b 1. Above spans do not include length of knee brace. Addhorizontal distance from upright to center of braceto beamconnection to the above spans for total beam spans. 2. Spans may be interpolated. D Z W Wa aOa WO F- LO ZW ZZ W a' OM rio N NJ2 Lu ^ EH O O Vi omrnu ClD 4--IvvroU al m3a/ ly I ut J o CD ro O N covl011-4 L_ U IL x Rj C 3 w III C^w4- uooJ 'Zr L^ O_-ZErevH 3 Q m m v 00 J co w JDZ Z fn Q 2 O X lY m J 2 W 0 Z 2 5; LU UU_ CL J UL U N Z Q W co WZZ U O U W Ifn afSHEET— ` W 8-140 08- 12-2010 OF 12 a O K t7 ZZW WW 0ZW r Zm r0 u REMOVE VINYL SIDING AND. SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING ALTERNATE: 4" x 4' P.T.P. POST W/ SIMPSON 4" x 4" POST BUCKET INSTALLED PER MANUFACTURERS SPECIFICATIONS TOP & BOTTOM THE FLOOR, WALL. AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME THE FLOOR', WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME JSTALL NEW 48" OR 60" UGER ANCHOR PER RULE 5C @ EACH NEW PIER. JSTALL 1/2" CARRIAGE BOLT HRU PERIMETER JOIST AND TRAP TO NEW AUGER NCHOR ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = V-0" REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS:/.RAFTER TO BOTTOM OF.DOUBLE TOP PLATE JOIST @1EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING 8"'12 BOLT @ 32" O.C. TYPE III FOOTING OR 16" x 24" RIBBON FOOTING W/ (2) #50 BARS, 2,500 PSI CONCRETE THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME KNEE WALL W/ 2 x 4 P.T.P. BOTTOM PLATE, STUDS & DOUBLE TOP PLATE NAIL PER TABLE 2306.1 FLORIDA BUILDING CODE EACH STUD SHALL HAVE A SIMPSON SP-1 OR EQUAL SHEATH W/ 1/2" P.T. PLYWOOD NAILED W/ #8 COMMON 6 O.C. EDGES AND 12' O.C. FIELD OR STRUCTURAL GRADE THERMAL PLY FASTENED PER THE MANUFACTURERS SPECIFICATIONS STRAP SIMPSON COIL STRAP OVER SHEATHING ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = V-0" INTERIOR BEAM (SEE TABLES 3A.1.3) KNEE BRACE (SEE TABLES BEAM SPAN 3A.3) LENGTH 16" TO 24" MAX. USE W/2 :NrALL FOURTH WALL DETAILS POST SIZE -(SEE TABLE 3A.31 MAX. POST HEIGHT (SEE SEE INTERIOR BEAM TABLES TABLES 3A.2.1, 2) AFTER COMPUTING LOAD WIDTH' LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A MOBILE / MANUFACTURED HOME SCALE: 1/8" = V-0" Table 3A.3 . Schedule of Post to Beam Size Beam minimum post / Deem may tK used as minimum knee brace Knee Bnca Knee Brace Mln. Len [h Max Len th z• x 2• VA' 2.-01 2'. 2' V-4' 2'-0' 2• x 2• P<' 2'-0' 2• x 3' t'L' 2'-6' 2• x4• t'L' 3'-0' STUD WALL OR POST RIBBON FOOTING SCALE: 1/2" = V-0" Minimum Ribbon Footing Wind Zone Sq. Ft x Post Ancho @48" O.C. Stud• Anchors 100 - 123 10 - 14 V-0- ABU 44 SP1 @ 32" O.C. 130 - 140-1 30 - 17 V-0' ABU 44 SP7 @ 32" O.C. 140-2 - 150 30 - 20 V-3- ABU 44 1 SPH4 @ 48- O.C. Maximum 16' projection from hoststructure. For stud walls use 1/2' x 8" L-Bolts @ 48" O.C. and 2" square washers to attach sole plate tofooting. Stud anchorsshall be atthe sole plate only and coil strap shall lapover the top plate on to the studs anchors and straps shall be per manufacturers specifications. 3A.8 Anchor Schedule for Composite Panel Room Components Connection Description 80 -100 MPH - 110,-130 MPH 140 - 150 MPH Receiving channelto roof 10 x (-r',+112') SMS 10 x (T'+1/2') SMS 10 x (r+1/2•) SMS Panel at front wall or at the 1 @6" from each side 1 @ 6' from each 1 @ 6' from each receiving channel. of the panel and of the panel and of the panel and 0.024" or 0.030" metal 1 @ 12- O.C. 1 8" O.C. 1 @ 6- O.C. 1/4' x1-1/2' lag 1(4_x_L-1/2'.lag__ 318_z1_t/21ag._ - Receiving channelto 1 @ 6" from each end of 2 @ 6' from each end of 2 @ 6" from each end of wood deck at front wall. receiving channel and receiving channel and receiving channel and 2pine or p.tp. framing 1 @ 24" O.C. 2 @24" O.C. 2 @ 24" O.C. 1/4' x 1-1/2' Tapwn 1/4" x 1-1/2' Tapcon 318" x 1-1/2' Tapcon Receving channel to 1 @ 6" from each end of 1 @ 6' from each end of 2 @ 6" from each end of concrete deck at front wall. receiving channel and receiving channel and receiving channel and 2,500 psi concrete _ 1 @ 3Y O.C. 1 @ 24" O.C. 2 @ 24- O.C. Receiving channel to uprights, 8 x 3/4" SMS 10x 3/4" SMS 14 x 3/4' SMS headers and other wall 1 @6' fromeach end 1 @4" from each end 1 @3' fromeach end connections of component and of component and ofcomponent and 0.024" metal 1 @ 36" O.C. 1 @ 24" O.C. r1-112"Tapwn 24- O.C. 0.030" metal 1 48" O.C. 1 32- O.C.@ 32' O.C. Receiving channel toexisting 1/4' x 1-1/2' lag 1/4' x 1-1/2" lag x 1-112" lag wood beam, host structure, deck 1 @ 6" from each end 1 @4" from each end from each end or Infill connections to wood of component and of component andmponent and 1 @ 30- O.C. 1 @ 18" O.C.@ 21" O.C. Receiving channel toexisting 1/4" x 1-314" Tapcon 114" x 1-1/2" Tapcc n1-1/2" Tapwnconcretebeam, masonry wall, 1 @6" from each end 1 @4' from each end from each endslab, foundation, host structure, of component and of component andmponent andorinfillconnectedtoconcrete. 1 @ 48" O.C. 1 @ 24" O.C. 24- O.C. 1 @6' from eachend 1 @ 4" from each3' from eachRoofPaneltotopofwallofcomponentendofcomponentfcomponent 1 @ 12- O.C. 1 @ 8" O.C. 1 @ 6" O.C. a. To wood 10 x't•+1-1/2' io."r+1-1/2' b. To 0.05" aluminum 1ox"r+112" 10x't"+1/2' 10xY+1/2' Notes: 1. The anchor schedule above is for mean roof height of D-20', enclosed structure, exposure'B', I = 1.0, maximum front wall projection from host structureof16'. with maximum overhang of2', and IU wall height. There isno restriction on room length. For structures exceeding thiscriteria consult the engineer. 2. Anchors through receivingchannel into roofpanels, wood, or concrete / masonry shall bestaggered sideto side at the required spacing. 3. Wood deck materials are assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of anchors by 0.75. Reduce spacing of anchors for "C" exposure by 0.83. 4. Concrete is assumed to be 2,500 psi @ 7 days minimum. For concrete strength other than 2,500 psi consult the engineer. Reduce anchor spacing for "C" exposure by 0.83. 5. Tapcon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for 1-1/2" embedment at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shall require 1-1/4' fenderwasher. Table 4.2 Schedule of Allowable Loads / Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load I Maximum load area (Sq. FL) @ 120 M.P.H. wind load Diameter Anchor x Embedment Number of Anchors / 1 2 3 114"x 1" 264#111-SF 528i#22SF 79 -SF 1056#/44-SF 114"x1-1/2" 396#/17-SF 792t!l33SF 8#/50-SF 15 SF 114" x 2-112" 660#/28SF 1320#/55SF 1980#/83-SF 2640#/110SF 5116" x 1" 312M"3SF 6241#2 936#/39-SF 1248W52SF 5116" x 1-1/2" 468#(20SF 9 39-SF 1404#/59SF 1872#(/8SF 5116" x 2.1/2" 780#/33SF 560#/65.SF 2340#/98SF 3120#/130-SF 318"x 1" 356#/15- 712N30-SF 1068#/45-SF 14241#59SF 318"x1-1/2" 5 2-SF 1068N45-SF 1602#/67-SF 21364989SF x 2-112' 90#/37-SF 1780b74-SF 2670#/111-SF 3560#/148SF Note: 1. Anchor must e a minimum of 2" into the primary Trost WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion factor. 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 0.86 140-2 37.3 0.86 150 428 0.80 Allowable Load Coversion Factors for Edge Distances Less Than 9d Edge Distance.. Allowable Load Multipliers Tension Shear 12d 1.10 1.27 11d 1.07 1.18 10d 1.03 1.09 9d 1.00 1.0L 8d 0.98 0.90, 7d 0.95 U.81 6d 0.91 0.72 5d 0.88 0.63 - 0Z_ LUWD. OfO ca LL F- Z w Z 7ZW lY M N M rn N J n H W N O O M'rn UI Cl-a".f-- a- •v--N. U M U 3 a1 W I ti J o o m tZ O co P 0 i v W d X nt .. C T LO W • rd J 1111 C LL 4- o .'n Q m m v 00 JcoW J O Q ~ Z C/) o Q 2E 2 o 2 O W w ZO m(n 0 J W 0 zILILUap = iL W D'U n i (n m U o J [¢_ 0 W Lu 0 U 0 z L) Q Q Q (D C0 n Z 2 LJ O QDLUP m Z X U nW C mO J LL a N ro D r O mZN io LL W LL LL. Z m m oU J O W 3) K oQ- C: vCZ3Mntl) Z3 o ro CD I r a LLI cox JID m 3tID O m U a o Lnd t F Note: rn 1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between anchors shall not be less than 9d where d is the anchor diameter. t 2. Concrete screws are limited to 2" embedment by manufacturers. - 3. Values listed are allowed loads with a safety factor of 4 applied. C t4. Products equal to raw! may be substituted. ofS. Anchors receiving loads perpendicular to the diameter are in tension. SEAL Z Anchors receiving loads parallel to the diameter are shear loads. W Example: Determine the number of concrete anchors required bydividing the a SHEET WWupliftloadbytheanchorallowedload. / Z For a 2' x6' beam with: spacing = T-0' O.C.; allowed span = 25'-9" (Table 1.1) JUPLIFTLOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING G Z NUMBER OF ANCHORS = [1/2(25.75') x Tx7# / litSq. Ft.) /ALLOWED LOAD ON ANCHOR to U, NUMBER OFANCHORS = 630.875# / 300# = 2.102 0 Therefore, use 2 anchors, one (1)on each side of upright. W W Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. Z W co1208-12-2010 OF O ROOF PANELS GENERAL NOTES AND SPECIFICATIONS: 1. Certain of the following structures are designed to be married to Site Built block, wood frame or , DCA approved modular structures of adquate structural capacity. The contractor / hbme 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 U180. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings'of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1' fine thread sheet rock screws at 16" O.C. each 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 reliefports. 13. All exposed screw heads through roof panels into the roofsubstructure shall be caulked w/ silicon sealent. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14. All aluminum extrusions shall meet the strength requirements of ASTM 8221 after powder coating 15. Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete masonry products or pressure treated wood shall be coated w/ protective paint or bituminous materials that are placed between the materials listed above. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall not be used. ROOF PANELS DESIGN STATEMENT: The roof systems are main force resisting systems and components and cladding in conformance with the 2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using 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 0.003or.open structures, 0.18 for enclosed structures. All pressures shown are in PSF. 1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design windloads are those for anopen 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 of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 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 structurescalculates an multiplying sb'Glass and Modular room n for PYPyospasoroll formed roof panels by 0.93 and composite panels by 0.89. Design Loads for Roof Panels (PSF) Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" MeanRoof Height' Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection0. 15' 1.21 0.91 0.94 1.47 0.83 0.88 15' - 20' 1.29 0.88 0.92 154 681 0.87 20' • 25' 1.34 0.86 0.91 1.6o 0.79 0.86 25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 wINDUSTRY STANDARD ROOF PANELS 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = V-0" 0 0 12. 00" - 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2" = V-0" 01T w m1 12. 00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2" = V-0" - ALUMINUM SKIN TABLES Open Structures Mono Sloped 1= 0. 87 for 90to 100 MPH 1= 0. 77 for 100 to 150 MPH KCpi = 0. 00 Zone 2 loads reduced by 25% Screen Rooms Attached Covers 1 = 0. 87 for 90 to 100 MPH 1= 0. 77 for100 to 150 MPH KCpi = 0. 00 Zone2 Glass & Modular Enclosed Rooms Roof Overs 1= 1. 00 KCpi = 0. 18 Zone 2 Overhang / Cantilever All Rooms 1= 1. 00 KCpi = 0. 18 Zone 3 Basle Wind Pressure Effective 50 20 Area 10 Basle Wind Pressure Effective 50 20 Area 10 Basic Wind Pressure Effective Area Basic Wind Pressure Effective Area 50 20 10 50 2010100MPH 13 13 16 25 17 20 23 26 17 23 27 30 17 27 38 45 110 MPH 14 14 17 20 18 21 25 28 18 27 32 36 18 33 46 55 120 MPH 17 17 20 23 22 25 30 33 22 32 39 43 22 39 54 65 123 MPH 18 17 21 24 23 26 32 35 23 34 41 45 23 41 57 69 130 MPH 20 20 23 27 26 29 35 39 26 . 38 45 51 26 46 64 77 1404 MPH 23 23 27 31 30 34 40 46 30 44 53 59 30 53 74 89 140-2 MPH 23' 23 27 31 30 34 40 46- 30 44 53 59 30 54 74 89 150 MPH 26' 26 32 36 34 39 46 52 34 51 60 68 34 61 85 102 Minimum live load of 30 PSF controls in high Mind velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 78 on this page. Anchors for composite panel roof systems were computed on a load width of 10' and a maximum of 20' projection with a 2' overhang. Any greater load width shall be site specific. E.P. S. CORE d ud Z I-- SIDE CONNECTIONS VARY a p ( DO NOT AFFECT SPANS) 48.00" COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2" = 1'-0" PRIMARY CONNECTION: 3) #_' SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER 10 x 1-112" S.M.S. (2) PER RAFTER OR TRUSS TAIL 10 x 3/4" S.M.S. @ 12' O.C. EXISTING FASCIA FOR MASONRY USE 1/4" x 1-114" MASONRY ANCHOR OR EQUAL@ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M. S. OR WOOD SCREWS @ 12" O. C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAILS ROOF PANEL TO FASCIA DETAIL SCALE: 2" = 1'-0" ROOF PANEL TO WALL DETAIL SCALE: 2" = V-0" SEALANT HEADER ( SEE NOTE BELOW) ROOF PANEL x 1/ 2' S.M.S. (3) PER PAN BOTTOM) AND ( 1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS 1-1/ 2" x 1/8" x 11-1/2" PLATE OF 6063 T- 5, 3003 H-14 OR 5052 H-32 SEALANT HEADER ( SEE NOTE BELOW) ROOF PANEL x 1/ 2" S.M.S. (3) PER PAN BOTTOM) AND ( 1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #' x 1/2" LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW_HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #_' x 112" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #_' x 9/16" TEK SCREWS ARE ALLOWED ASA SUBSTITUTE FOR #_' x 1/2" S.M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 100 -1231 130 1 140 150 8 #10 # 12 #12 EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: 10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 6" x T x 6" 0.024" MIN. BREAK FORMED FLASHING PAN ROOF PANEL Lu - - Za, w w a ao -frFPOST AND BEAM ( PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION PAN ROOF PANELS SCALE: 2" = V- 0" Q INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. i of O u- MCDO N aM N v L ^ l' E 0 0 3, V t= t/) Mlcr,t, 4J m 3 Con a < l u J 0 o d O L NW4.+ i- W ID i aw WC d x LE C. I III C LL i au coJ as J 14r L0 -0amcav . co J O w t- Z ZO J Q o coQ o W 1- w Lu d Z U) pWo50U) Z N w Z O O0 a Z m S2ir J U) UW W Z e6 Z d 0 w W O V)> UJ 061-- U ai o g Z LJ SJQLuO U D o 0 U W LLZU) HQZ W O' z O o wLIJD W U) W Z m w Z cr Z LU o K Lu J O O Q w Q O o N F t 10 10 N J cn LL W LL m x E W U oxnLumLLoOon ° i Q. r- CvCi` UIDra)M Uo amCr m a o co ; m w SEAL B. SLIDE 1' TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. d SHEET DRIP EDGE MUSTMAINTAINSAMEPLANEASSLOPEOFROOF. O J C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED W O/ TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. 2 08-12-2010OF0ZLu wZ 0 Z w rZZ m N EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL 10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. 8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS i.. C....::•... ROOF PANEL EXISTING FASCIA FASCIA DETAIL SCALE: 2" = l'-0" OTHEERR 39'ff2C MASONRY OR ' CONSTRUCTION FOR MASONRY USE: 2) 1/4" x 1-1/4" MASONRY OR OR EQUAL @ 12- O.C. FOR WOOD USE: x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.0 4 x 1/2" WAFER HEADED 01` 6 SPACED @ 12" O.C. rr: air?rri:... \ FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 2" = 1'-0" WOOD STRUCTURESSJHOULD CONNECT TO TRUSS BUTTS OR THE SUB-FASCI ING WHERE POSSIBLE ONLY. 15% OrSQREWS CAN BE OUTSIDE THE TRUSS BUTTS. S ASCIA AND THOSE AREASSHALL HAVE DOUBLE ANCHORS-. SCREWS INTO THE HOSTS E SHALL HAVE MINIMUM 1-1/4- WASHERS OR SHALL BE WASHER HEAD 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 8 1 #10 1 #12 1 #12 EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. OR WOOD SCREW ( 2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE 8 x 1/2" S.M.S. SPACED @ PAN RIB MIN. (3) PER PAN FLASH UNDER SHINGLE pw a. a 1- 1/2" x 1/8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H- 32 HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL SCALE: 2" = l'-0" REMOVE RAFTER TAIL TO I HERE REMOVE ROOF TO HERE III 8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE 10 x 1-1/2" S.M.S. OR WOOD SCREW ( 2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" = l'-0" EXISTING TRUSS OR RAFTER 2) # 10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I 10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. P EXISTING FASCIA SCREW #10 x ('t' + 1/2") W/ 1- 1/4• FENDER WASHER FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH POST AND BEAM (PER WIND SPEED "D" EXPOSURE; 6' O.C. ABOVE TABLES) 130 MPH AND UP TO A 150 MPH WIND SPEED L+l D" EXPOSURE. ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" = l'-0" INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x l" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) Z BREAK FORMED METAL SAME N i THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN. ANCHORTO FASCIAAND RISER OF PAN AS SHOWN 8 x 3/4" SCREWS @ 16' O.C. 3 z 1!2" SCREWS @EACH Rib ROOF PANEL ao 1- 1/2" x 1/8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H- 32 8 x 1/2" S.M.S. @ 8" O.C. HEADER ( SEE NOTE BELOW) EXISTING HOST STRUCTURE: FOR MASONRY USE WOOD FRAME, MASONRY OR 1/4" x 1-1/4" MASONRY OTHER CONSTRUCTION ANCHOR OR EQUAL @ 24" O.C.FOR WOOD USE 10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12' O.C. ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 2" = l'-0" ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT S. M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. 8 x 1/2" ALL PURPOSE a 2" O.C. FLASHING 6' 3" COMPOS SEE STABLE) STRIP SEALANT BETWEEN7= DRIP FASCIA AND HEADER 1/ 2" SHEET ROCK FASTEN TOPANEL W/ 1" FINE THREAD SHEET ROCK SCREWS @ 16'ATION BETWEEN O.C. EACH WAYND PANEL IS FASTENINGSCREWSHOULD/4" THE FLASHING BEAMIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED THEEDGEOFFLASHINGALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS SCALE: 2" NOTES: 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL. 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE INSTALLED. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS MORE THAN 1"THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS DROP. 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 112" SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME v THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN: ANCHOR TO FASCIAAND RISER OF PAN AS SHOWN O 1" FASCIA (MIN.) Z 10 x 1-1/2' S.M.S. @ 16" O.C. 0. 040" ANGLE W/ #8 x 1/2" a d S. M.S. @ 4" O.C. 0 OLLCOMPOSITE ROOF PANEL 0 a: ¢.::::.::........ co O Z w HEADER ( SEE NOTE B LOw) z 8 x (d+1/2') S.M.S.,@ 8' O.C:) w FOR MASONRY USE LL EXISTING HOST STRUCTURE: 1/4' x 1-1/4' MASOi1RY ANCHOR OR EQUAV WOODFRAME, MASONRY OR @ 24" O.C.FOR WOOD USE i USOTHERCONSTRUCTIONL 10x1-1/2" S.M.S. OFt SCREWS @ 12" O.C. ' ; a ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL o SCALE: 2" = 1'-0" 4 COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH U) 8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. o 08- 12-2010 J Q Q 2 to 2 O =' Q w J Z O U > U Wo5WQ: () Z I- - O U } U J Q Z U Z a 2 w LL ZW Q O U) J Q CD n k 2 n2 co JaMmUL w LL 2mis E W2Wx 0 @LLV O $. W o r ro C LL a m ' a UJ X !a a J m Q 0 m a 0 LSEAL SHEET 10B OF 12 ti a 0 O t, 0 zz w w0 zLuz zwmO u CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF SPAN PER TABLES) 11 w A 8 x 1/2" WASHER HEADED 6ORROSIVE RESISTANT > 11 SCREWS @ 8" O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT 11PLYWOOD / OSB BRIDGE z FILLER IIw 0 IIa LiL AB11111B EXISTING TRUSSES OR I RAFTERS IIHOST STRUCTURE II FASCIA OF HOST STRUCTURE 2" x _ RIDGE OR ROOF BEAM SEE TABLES) SCREEN OR GLASS ROOM WALL (SEE TABLES) PROVIDE SUPPORTS AS REQUIRED W /VARIES —A ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES x "t" UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB 8 x r +1 COMPOSITE ROOF- / 2" LAG SCREWS W/ SCREEN OR SOLID WALL ROOM VALLEY CONNECTION 1-1/4"0 FENDER WASHERS @ PLAN VIEW 8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = V-0" 2" X 2" x 0.044" HOLLOW EXT 5/16"0 x 4" LONG (MIN.) LAG SCREW FOR 1-1/2" EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL ALUMINUM USE TRUFAST HD x ("r + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. WEDGE ROOF CONNECTION DETAIL SCALE: 2" = V-0" COMPOSITE PANEL 1" x 2" OR 1" x 3" FASTENED TO PANEL W/ (2) 1/4" x 3" LAG SCREWS W/ WASHERS FOR 140 & 150 MPH USE 2) 318" x 3" LAG SCREWS W/ WASHERS 30# FELT UNDERLAYMENT W/ 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT 0.024" FLASHING UNDER AGAINST EXISTING ROOF EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8 MIN. 1-1/2" PENETRATION 2 x 4 RIDGE RAKE RUNNER TRIM TO FIT ROOF MIN. V @ INSIDE FACE EXISTING RAFTER OR FASTEN W/ (2) #8 x 3" DECK SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS RIDGE BEAM BEAM (SEE TABLES) REMOVE EXISTING SHINGLES 2" x 6" FOLLOWS UNDER NEW ROOF ROOF SLOPE 12 Q 6 A - A - SECTION VIEW SCALE: 1/2" = V-0" B -.B - ELEVATION VIEW SCALE: 1/2" = V-0" ` ATTACH TO ROOF W/ RECEIVING CHANNEL AND 8) #10 x 1" DECK SCREWS — AND (8) #10 x 3/4" S.M.S. RIDGE BEAM 2" x 6" EXISTING 1/2" OR 7/16" POST SIZE PER TABLES SHEATHING SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4"= 1'-0" B - B - PLAN VIEW SCALE: 1/2" = V-0" POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U-CLIP W/ (4) 1/4" x 1-112" LAG SCREWS AND (2) 1/4" x 4" THROUGH BOLTS TYPICAL) TRUSSES OR RAFTERS 2) 1/4" x 4" LAG SCREWS AND WASHERS EACH SIDE RISER PANEL ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0" OR LESS PAN TO WOOD FRAME DETAIL FOR FASTENING TO WOOD SCALE: 2" = V-0" USE TRUFAST SO x ("r+ 1-1/2") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE"D" ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 18'-0" OR LESS 3) #8 WASHER HEADED SCREWS W/1"EMBEDMENT M CAULK ALL EXPOSED SCREW D M HEADS AND WASHERS a cnN J ^ - F D 0 0 V) m rn v C.-z i= C v N rp U ° XQ 3 UNTREATED OR PRESSURE J -O o wortsTREATEDW/ VAPOR BARRIER p L N a7 41Oiai xCWO_ NEi IIII Imil J r L O a 3 Qm co JcowH COMPOSITE PANEL UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2" = V-0" PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER 10 x 2" S.M.S. @ 12" O.C. EXISTING FASCIA SEALANT 3" PAN ROOF PANEL MIN. SLOPE 114" : 1') 3) #8 x 3/4" S.M.S. PER PAN W/ 3/4" ALUMINUM PAN WASHER CAULK EXPOSED SCREW HEADS 9z SEALANT i 1/4" x 8" LAG SCREW (1) PER w TRUSS / RAFTER TAIL AND a. 1/4" x 5" LAG SCREW MID WAY O BETWEEN RAFTERTAILS s'- J SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 m SCALE: 2" = 1'-0" O EXISTING FASCIA EXISTING TRUSS OR RAFTER F PLACE SUPER OR EXTRUDED GUTTER BEHIND WR ..,,r_DGE :+' Z`;+ ' Z , SEALANT u, 10 x 2" S.M.S @ 1i d.0 zI -a 1/2" 0 SCH. 40 PVC FERRULE , w . SEALANT i p 1) # 8 x 3/4" PER PAN R13j SLOPE CAULK EXPOSED SCREWONLYHEADS POSTSIZE PER TABLES INSTALL W/ EXTRUDED OR I 1/4" x 8" LAG SCREW (1) PER EXTRUDED OR 3" PAN ROOF PANEL MIN. SLOPE 1/4" : 1') 0- wa O BREAK FORMED 0.050" ALUMINUMALUMINUM U-CLIP W/ 4 1/4' x TRUSS / RAFTER TAIL AND SUPER GUTTER 3" HEADER EXTRUSION U 1-1/2" LAG SCREWS AND (2) 1/4" x 5" LAG SCREW MID WAY FASTEN TO PANEL W/(3) w 1/4" x 4" THROUGH BOLTS BETWEEN RAFTER TAILS 8 x 1/2" S.M.S. EACH PANEL 0 TYPICAL) SUPER OR EXTRUDED GUTTER uwi EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 SCALE: 2" = V-0" 08-12-2010 J Q Q 2 co m O JQ X W J 0 0 Z O N > UW °6 W 0 _U z E- J OU U LLJ Q z N Z d W LLW ctf Q z0 F 0 Lu w a o 0 N wz rn zzw z m Lu L6 2 wuj a z a w 0o wO W z o O O , U to O z (If o a wm o tr C .3Ow o ~ o N SEAL SHEET 10C OF 12 fLDO O OZ Lu Luwz z' ui z m O` BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER SEALANT ALTERNATE 314"0 HOLE BEHIND DRIP EDGE ! I 4'i0 x 4" S.M.S. W/ 1-1/2"0 GUTTER FENDER WASHER @ 12" O.C. CAULK SCREW HEADS & PAN ROOF EXISTING TRUSS OR RAFTER WASHERS SEALANT CAULK EXPOSED SCREW 10 x 2" S.M.S. @ 24" O.C. HEADS 3" COMPOSITE ROOF PANEL 1 /4" x 8' LAG SCREW (1) PER (MIN. SLOPE 1/4" : 1') TRUSS / RAFTER TAIL V9/?" 1/2" 0 SCH. 40 PVC FERRULE EXISTING FASCIA EXTRUDED OR SUPER GUTTER EXISTING_ ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2" = 1'-0" OPTION 1: 2" x x 0.050" STRAP @ EACH COMPOSITE SEAM AND 1/2CAULKEXPOSEDSCREWWAYBETWEENEACHSIDE W/ HEADS 3) #10 x 2" INTO FASCIA AND PLACE SUPER OR EXTRUDED 3) #10 x 3/4" INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL IN 1/2"0 SCH. 40 PVC FERRULE SEALANT 10 x 2" S.M.S. @ 24" O.C. 3" COMPOSITE ROOF PANEL MIN. SLOPE 1/4" : 1') EXISTING TRUSS OR RAFTER EXTRUDED OR SUPER GUTTER 3" HEADER EXTRUSION FASTEN TO PANEL W/ EXISTING FASCIA 8 x 1/2' S.M.S. EACH SIDE @ 12" O.C. AND FASTEN TO SEALANT GUTTER W/ LAG BOLTAS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2" = 1'-0" 2) #10 x 1/2" S.M.S. @ 16" O/C FROM GUTTER TO BEAM SUPER OR EXTRUDED GUTTER SOFFIT 2" 0 HOLE EACH END FOR WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2" = 1'-0" t 12 3/8" x 3-1/2" LOWER VENTSFASCIACOVERSPAN & SEAM ® OR 3/4"0 WATER RELIEF OF PAN & ROOF>< 5 HOLES REQUIRED FOR 2-1/2' 3" RISER PANS GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8" x 4" LOUVER @12' FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-1/2" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2" = V-0" FLASHING 0.024" OR 26 GA GALV. 2" x 2" x 0.06" x BEAM DEPTH + 4" ATTACH ANGLE "A" TO FASCIA W/ 2-3/8" LAG SCREWS @ EACH ANGLE MIN. 2" x 3" x 0.050' S.M.B. (4) 10 S.M.S. @ EACH ANGLE EACH SIDE A I B A= WIDTH REQ. FOR.GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL. SCALE: 2" = 1'-0" I RECEIVING CHANNEL OVER 2" x 6" S.M.B. W/ (4) #10 BEAM ANGLE PROVIDE 0.060" S.M.S. @ EACH ANGLE SPACER @ RECEIVING EACH SIDE CHANNEL ANCHOR POINTS (2) x 2-112" S.M.S. @ RAFTER NOTCH ANGLE OPTIONAL TAILS OR @ 2" O.C. MAX. W/ MUST REMAIN FOR ANGLE 2" x 6" SUB FASCIA STRENGTH CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) SCALE: 2" = V-0" PAN ROOF ANCHORING DETAILS RIDGE CAP SEALANT PAN HEADER x 9/16" TEK SCREWS @ FORMED OR EXT.) EXT.) PAN RIBS EACH SIDE HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR CAULK ALL EXPOSED SCREW GABLED APPLICATION HEADS & WASHERS O 8 x 1/2" S.M.S. (3) PER PAN z AND (1) AT PAN RISER ALTERNATE CONNECTION: Luw 8 x 1-1/4' SCREWS (3) PER PAN OR COMPOSITE ROOF CL PAN INTO BEAM THROUGH PANEL O BOXED END OF PAN AND 8 x 112" S.M.S. (3) PER PAN 9 HEADER ALONG PAN BOTTOM ROOF PANEL TO BEAM DETAIL m WHEN FASTENING TO ALUMINUM USE TRUFAST SCALE: 2" = 1'-0" HDx t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED FOR PAN ROOFS' i EXPOSURE "D"; 6" O.C. FOR 3 EACH #8 x 112" LONG ABOVE 130 MPH AND UP TOPER 12" PANEL W/ 3/4".................. r jALUMINUMPAtyWASHF_R150MPHWINDSPEED EXPOSURE "D" CAULK ALL EXPOSED SCREW HEADS & WASHERS ROOF PANEL FOR COMPOSITE ROOFS PER TABLES SECTION 71 10 x (t + 1/2") S.M.S. W/ SUPPORTING BEAM1-1/4"0 FENDER WASHERS ( PER TABLES@12" 0 C (LENGTH = ) PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT SHOWN) AND 24" O.C. @ NON -BEARING ELEMENT (SIDE WALLS) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 2" = T-O" ON N7 J LL Il n H N O p C V1 ma uC1Z4-) c N o U roxv n U"> :3 >LLo J O o ro C= O L N L0 N t-- L U oN I ai L -i 0_ - x 0 Lyj c III C LL 4i uco J M F- Q m m v O LUF J Q z U) 2 O =' Q QW J 0 z _O F- w 0s LU tY U z F- -J O L) } U J Imo" Q zUza w LLW U J Q LL .W LL 2 mac EW6rnxO L W O a a) a o m c ~ a Y N o m m a LLl o c D m p cL 3 a w SEAC a. 0 SHEET ' U JQ co 10Dui 1208-12-2010 OF ui a CL O c LLJ 7z K z 0zW z m O` 0.024" x 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 1/8" x 3" x 3" POST OR SIMILAR 10 x 4" S.M.S. W/ 1/4 x 1-112" S.S. NEOPRENE WASHER @ 8" O.C. SEALANT 8 x 9/16' TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 3) 1/4"0 THRU-BOLTS (TYP.) 8 x 9/16" TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM @ POST DETAIL SCALE: 2" = 1'-0" 0.024" X 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 2" x SELF MATING BEAM 5 REBAR IMBEDDED IN TOP OF CONCRETE COLUMN (BY OTHERS) FASTENING OF COMPOSITE PANEL' SEALANT 8 x 9116" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 1/8" WELDED PLATE SADDLE W/ (2) 1/4" THRU-BOLTS WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 314") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" PANEL ROOF TO RIDGE BEAM @ CONCRETE POST DETAIL SCALE: 2" = 1'-0" TYPICAL INSULATED PANEL SCALE: 2" = 1'-0" NOTES: 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER HEADED SCREWS. 5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH PANEL. 6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS. NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL 8 1.20 FOR H-14 OR H-25 METAL. COVERED AREA TAB AREA nldlnmdullnr mnnnv 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE " STRIP UNDER SHINGLE Iii,nrr MIN ROOF SLOPE 2-1/2 : 12 u SUBSEQUENT ROWS STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'. APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. FOR AREAS UP TO 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA. FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA. ADHESIVE: BASF DEGASEAL- 2000 COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE: N.T.S. COVERED AREA TAB AREA W/ 1" ROOFING NAILS INSTALLED PER MANUFACTURERS SPECIFICATION FOR NUMBER AND LOCATION MIN. ROOF SLOPE 2-1/2 : 12 0 SUBSEQUENT ROWS O 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR #8 WAFER HEADED SCREWS 7/16" O.S.B. PANELS SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2:12 AND GREATER 1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 2. CLEAN ALL JOINTS AND PANEL SERFAGE WITH XYLENE (XYLOL) OR OTHERSOLVENT BASED CLEANER. 3. SEAL ALL`SEAMS WITH BASF DEGASEAL - 2000AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL. 4. APPLY 318"0 BEAD OF BASF DEGASEAL TM 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL 7116" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING - SHINGLES. S. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.38. 6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.3. 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK SCREWS @ 8" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE ANDAT 6" O.C. EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES. COMPOSITE ROOF PANEL WITH O.S.B. AND STANDARD SHINGLE FINISH DETAIL SCALE: N.T.S. SUBSEQUENT ROWS STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS ALTERNATE PROFAB COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE: N.T.S. REFER TO INSTALLATION INSTRUCTIONS FOR FLORIDA PRODUCT APPROVAL FL# 8101 z J O Q ~ w z U) o Q C J NEo — z0 < W z JLU p w LU >- z w Z O a U D W °d Ilim w C) z g N U OU 0 DU w Q z i N Z IL o W 0O m of J ' J` Q n 0 N It 10 co In 7 9C1.10 Z J Lu — LL LL 2W & is E6 m o O LL a c 0 ro C = an C U r` m rn g N co L W 4S 0 O z4 m if iU U O cca0) 0. O A CAP 0 w 08-12-2010 OF 10E 12 a OKt, Oz ui w U' zw r- Iwm O Table 7.3.4 Metals USA Building Products L.P. Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) 1-1/4" DRYWALL 0.024" PRO-FAB 7/16" O.S.B. & 0.024" Aluminum Composite Panels w/ EZ-LOCK SCREW r Manufacturers Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. #1 DensityGLUEDSIDE4" x 48" x 0.024" Roof Panel 'R' Value = 18.74 m W y.. O Q D v 0.024" OR 0.030" THICK H-14 OR H-25 1.0 #DENSITY ALUMINUM E.P.S. FOAM ALLOY (TYPICAL) Notes: 1) Total roof panel width = room width+ wall width + overhang. 2) Spans may be interpolated between values but not extrapolated outside values. METALS USA BUILDING PRODUCTS L.P. PRO-FAB 7/16" O.S.B. Sr 0.024" ALUMINUM COMPOSITE PANEL SCALE: 2" = V-0" W - o K tr Q= OMu] 0.024" OR 0.1330" THICK 1 1.0 # DENSITY OR H-25 E.P.S. FOAM ALUMINUM ALLOY (TYPICAL) Notes: 1) Total roof panel width = room width +'wall width overhang. 2) Spans may be interpolated between values but not extrapolated outside values. 3) The Illumaview roof panel system isdesigned to span from support to supportmated to a full 48" PRO-FAB panel between Illumaview panels or between (2) 24" solid panels. Reference Table 7.3.5 or7.3.6for allowed spans of the Illumaview panel system. METALS USA BUILDING PRODUCTS L.P. PRO-FAB COMPOSITE PANEL W/ EZ-LOK SCALE: 2" = V-0" THERMALLY BROKEN ALUMINUM EXTRUSION FOAM CORE METAL SKIN ILLUMAVIEW ROOF PANEL 3" x 24" - TWIN WALL FULL LENGTH SYSTEM FLORIDA PRODUCT APPROVAL #FL10013 SCALE: 2" = V-0" Wind Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang Cantilever Zone MPH 182 span/load' 3 s anfload' 4 span/load' 182 s an/load' 3 span/load, d span/load' 1&2 span/load' 3 span/load' 4 s an/load' All Roofs 100 15'-5' 13 1T-3- 13 16-8" 13 1V-6' 23 12'-10' 23 12'-5- 23 10'-7" 27 1 11'-10- 27 11'-5' 127 4'-0" 45 110 13'-6- 17 16'-9' 14 16'-2" 14 1l'-0- 25 12'4- 25 ll'-11- 25 9-2- 36 1 10'-10- 32 10'-6- 32 T-8- 155 120 12'-3- 20 15'-2- 17 IT-2- 20 9'-7- 33 11--3- 30 10'-10" 30 8'-5' 43 9'-1' 43 3'-5" 65 123 11%11- 21 13'4' 21 12%1V 21 8'-10' 39 10'-5" 35 9'-6" 39 8'-2" 45 8'-10` 45 3'4' 69 130 1V-5` 23 12'-9' 23 12'4' 23 8'-1- 46 9'-1' 46 8'-9" 46 T-8 51 8'4' S1 3'-2' 77 1414 10'-T 27 ll'-10- 27 11`5' 27 8'-1. 46 9'-1" 46 8'-9" 46 7'-2' U611T.- 59 77-9- 59 2'-11' 89 740-2 10'-7' 27 1P-10" 27 11'-5- 27 T-8' S2 8'$' 52 8'-3' S2 T-2' 59 7-9' 59 2'-11' 89 150 9'-2' 36 10'-11' 32 10'-T 32 T-11' 48 8'-11' 48 8'-7" 48 6'-8' 68 7%2" 68 2'-9' 102 Wind Open Structures Mono - Sloped Roof Screen Rooms Attached Covers Glass 8 Modular Ropms Enclosed Overhang Cantilever Zone MPH 1& 2 s anlload' 3 s an/load' 4 s anlload' 1& 2 s anlload' 3 span/ load' 4 span/ load' 1& 2 s anfload' 3 s anlload' 4 s anlload' All Roofs 100 21'-11' t3 24'-6- 13 1 23'-8-$ - 13 17'' 20 19'-7' 120 18'-11- 20 16-4- 23 18'-3- 23 17'-8' 123 4'-0" 145 110 21' 4" 14 23'.10' 3'-0" 14 17'-1" 21 19'-1" 21 18'-6" 21 15'-1' 27 16'-10" 27 16'-3' 27 4'-0' 55 120 19'- 3' 17 21'-T 10' 17 15'-8' 25 1T-6' 25 16'-11' 25 12'-T 39 15'$' 32 13'-T 123 18'- 9- 17 20'-11- 0'-3' 17 15'4' 26 1T-1" 26 16'-6" 26 12'-3- 41 15'-1- 34 13'-3' 41 4'-0" 69 130 1T- 9" 20 19'-10" 237 2' 20 13'-3" 35 16'-3- 29 15'-9' 29 1V-8" 45 IT-1' 45 12'-7' 45 4'-0" 77 140-7 16'-6" 23 18'-6 10' 23 12'-5' 40 15'-0' 34 13'-5" 40 10'-9' 53 12'-0' S3 11'-7' S3 4'-0" 89 140216'-6' 23 18'-6- 10' 23 12'-5' 40 15'-0' 34 13-5' 40 10'-9- 53 12'-0- S3 11'-7' 53 4'-0- 89 150 15- 6' 26 1T4" 6'-9" 26 11'-7" 46 12'-11' 46 12'-6' 46 9'-6' 68 11'4' 60 10'-11' 60 3'-11' 102 Wind Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang Cantilever Zone MPH 1& 2 span/load' 3 s anlload' 4 span/ 1 ad* 1&2 8 span/load' 3s anlload' 4 span/ load' 1 &2 span/load' 3 span/ load' 4 I span/load' All Roofs 100 23'- 8" 113 26-6- 13 1 25'-7' 113 18'-11- 20 21'-2- 20 20'-5' 20 23'-0' 23 23'-0' 123 1 23'-0' 23 4'-0" 45 110 23'- 0' 114 25'-9" 14 24-10 14 18'-5- 21 20'$- 21 19'-11" 21 27'-0- 27 2T-0" 27 27'-0' 27 4'-0' 55 120 20'- 10' 17 23'-3" 17 22'-6' 17 16'-11' 25 18'-11" 25 18'-3" 25 32'-0" 32 32'-0" 32 32'-0' 32 4'-0' 65 123 20'- 3' 17 22'-B' 17 21'-11" 17 16'-6" 26 18'-6' 26 17'-10" 26 33'-10- 34 33-10? 34 33-10 34 4'-0' 69 130 19'- 2" 20 21'-5" 20 20'-8" 20 15'-8" 29 17'-7- 29 16'-11- 29 38'-0" 38 38'-0" 38 38'-0" 38 4'-0' 77 140-1 1T-10' 23 19'-11' 23 19'-3" 23 13'4' 40 16'-3' 34 15'$" 34 44'-0' 44 44'-0" 44- 44'-0' 44 4'-0' 89 140-2 17'-10' 23 19'-11' 23 19'-3" 23 1 13'4 40 16'-3" 34 15'$" 34 44'-0" 44 44'-0' 44 44'-0' 44 4'-0' 89 150 16'- 9" 26 18'-9" 26 16'-1' 26 12'$' 46 15'-2' 39 13'-6' 46 51'-0' 51 51'-0' S1 51'-0' 51 4'-0- 102 Note: 1. Total roof panel width = roomwidth +wall width + overhang. 'Design or applied load based on the affective area ofthe panel. 2. 2004 Aluminum Structures Design Manual Allowable Stress Method was used for all tables. 3. Roof max. span is from host structure to front wall beam or from support to support for multiple spans. Table 7. 3.5 Metals USA Building Produc L.P. Roof Panels Allowable Spans and Design / Applied Loads* (#/SF) 024" PRO- FAB Composite P nets w/ EZ-LOCK for Various Loads Manufacturers Propr e a uc s: State., a uct Approval # FL2291 M nufacturers P qt-2ry ioter.Qluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. #1 Density x 48' x 0. 24" Roof Panel wl EZ-LO da Product Approval # FL 2291 Wind O en Structures 0 loped Roof I Screen Rooms & Attached Covers Glass 8 Modular Rooms Enclosed" Overhang one MPH 182 s an/ load' 3 s anlload' 4 s anAl ad* 1&2 s anlload 3 s an/ load' 4 span/ load' 1&2 s an/ load' 3 s anfload' 4 s anlload' Cantilever 1 0 18'-10" 13 21'-1' 13 20'-5' 13 15'-l" 20 16'-10- 20 16'-Y 20 12'-11' 27 15'-8' 110 18'- 4- 14 20'-6' 14 19'-10- 14 25 16'-5' 21 15'-11' 21 11'-11, 4" 32 IT-1 32 4'-0' 55 16 7- 17 18'-7" 17 17'-11" 17 30 15'-1' 25 13'-3" 30 1D'-9' 39 11'$' 39 4'-0' 65 123 i6'- 2' 17 18'-1' 17 17'-5' 17 12'-0' 32 13'-5" 32 IT-1 1" 32 1D'-7" 41 11%5' 41 4'-0- 69 130 15'- 3' 20 1T-1' 20 16'$' 20 1V-5" 35 12'-9" 35 12'-4" 35 9'-5" 1689%2E" 45 10'-10" 45 T-10' 77 140.1& 2 12'-11' 27 15'-11' 23 15'4' 23' 10'-8" 40 1V-11' 40 1V-6" 40 8'-9' 53 9'-6" 59 T-7" 89 150 12'- 0" 32 13'-5" 32 12'-11" 32 9'4' 52 1 V-1' 46 10'-9" 46 8'-2' 68 8'-10' 68 I3'4" 102 Wind Open Structures Mono -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed" Overhang Zone MPH 1& 2 s anlload' 3 span/ load' 4 span/ load' 1&2 span/load' 1 3 span/load' 1 4 s anfload' ad' 3- s anfload' 4 s anfload' Cantilever 100 20'- 8' 13 23'-2' 13 22'4' 13 16'-6- 20 18'$' 20 17'-10" 2023 IT-3" 23 16'-8- 23 4'-0" 45 110 20'- 1' 21'-9' 14 16'-2" 21 18'-0' 21 17'-5" 2132 15'-11' 27 15'4" 27 4'-0" 55 120 18'- 2" 7 19'-8' 17 13'-6" 30 16'$' 25 15'-11' 25 N13'-1' 39 13'- 3" 39 12'-9- 39 4'-0" 65 123 1T- 9' 7 19'-2" 17 13'-2" 32 16'.2" 26 15'-T 2641 12'-11" 41 12'-6' 41 4'-0' 69 130 16'- 9' V2T 020 12'-6' 35 15'4" 29 13'-6" 3545 12'4'. 4511'-11' 45 4'-0' 77 140-1 & 2 15'-T 316'10' 23 11'-8' 40 13'-1- 40 12'-8" 4059 11'4" 53 t0'-11' 53 3'-11- 89150 13'-2' 6 15'-10' 26 10'-11' 46 17-2' 46 11'-9' 46 68 10'-8" 60 10'4' 60 3'-8' 102 Wind I Roof Open StructuresMonoSlopedooScreenRooms8 Attached C v r Sc o esIdularRoom Gass & Mo sEnclosed" Overhang Zone MPH 1& 2 s anfload• 3 s anlload' 4 s aMoad' 1& 2 s anlload' 3 s an/ load' 4 spa 182 s anfload' 3 s an/ load• 4 spa Cantilever 100 23' 4' 13 26'-1" 13 25'-3" 13 18'-8. 20 20-10. 20 20'-2' 20 17'-5' 23 19'-5' 23 18'-9' 23 110 22'$' 14 25'-5' 14 24'$' 14 18'-2" 21 20'4' 21 19'-8" 21 16'-1' 27 17'-11' 27 17'4' 27 120 20'$' 17 22'-11' 17 22'-2' 17 16'$' 25 18'$' 25 18'-0' 25 13'4" 39 16'$' 32 15'-1 t'r32123 19-11' 22'-41721'-7"17i6'4" 26 18'-3" 26 1T-T 26.13'-1' 41 16'-0' 34 130 - 18'-11. 20 21'-1" 20 20'-5" 20 15'-6" 29: 17'4' 29 i6'-9' 29 12'-5' 45 15'13'5' 140-1&2 17'-7' 23 19'-8 23 18'-11' 23 13'-2" 40 15'-11' 34 15'-5" 34 11'-5' 53 12'-10" 53 12'-5' 150 16'$' 26 18'-6' 26 1T-10' 26 12'4' 46 13'-9' 46 13'-3' 46 10'-9" 60 Wind Open Structures Mono -Sloped d Roof ScreenRooms & Attached Covers Glass & Modular Rooms Enclosed" OverhangZone MPH 1& 2 s an/load' 3 s anlload• 4- s anlload' 1& 2 s anlload' 3 s an/ load' 4 s anlload' 1& 2 s anload' 3 s anlload• 4 s anlload' Cantilever 100 25'- 9' 113 1 28'-9" 113 27'-10' 113 22'-3" 117 24'-11" 17 24'-1" 17 19'-2" 23 21'-5' 23 20'$" 23 110 25'-0' 14 27'-11' 14 27'-0' 14 21'-B' 18 24'-3" 18 23'-5' 18 17'$" 27 19'-9' 27 19'-1" 27 120 2T-7' 17 25'4' 17 24'-5' 17 19'7" 22 21.11" 22 21'-2' 22 16'-3' 32 18'-2' 32 1T-7- 32 123 22'-0' 17 24'$" 17 23'-10' 17 19'-1' 23 21'4" 23 20'-7' 23 15'-10' 34 17'$" 34130 14'-0" 20'-10' 2023'-3' 20 22-6' 20 18'-0' 2620'-T26 19'$' 26 13'-8' 45 16'-8' 38 16'-1" 140-1&2 19.-4 23 21'$" 23 20'-11' 23 16-93018'-9' 30 18'-2' 30 1Z-7' 53 15'6' 44 13$" 53 18'-2" 26 20'4" 26 19'-8 26 15'-9' 34 17'-7' 34 17'-0' 34 11'-10' 60 13'-3' 60 12'-10' 60 Note: 1. Total roof panel width = room width +wall width + overhang. 'Design or applied load based on the affective area Of the panel. Table7.3. 6 Metals USA Building Products L.P. Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) 0.030" PRO- FAB Composite Panels w/ EZ-LOCK for Various Loads Manufacturers' Proprietary Products: Statewide Product Approval # FL2291 Manufacturers' Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. #1 Density n- r dA- r n n1n^ Dnn1 Din-1 u,l F7-I !1!`rr ' Wind Open Structures Mono -Sloped Roof Screen Rooms & Attached Covers Glass 8 Modular Rooms Enclosed' Overhang Zone MPH 1& 2 s an/load' 3 span/load' 4 s an/ load' 1&2 s an/load' 3 s anlload' 4 s anlload' 1& 2 s aNload' 3 s anlload' 4 s aNload' Cantilever 100 24'- 9' 13 23'-t 1' 13 17'-8" 20 19'-9' 20 19'-1' 20 16'-6' 23 18'5 23 17'-10' 23 4' 0- 45 110 24'-1" 14 23'-3" 14 17'-3" 18'-8' 1T-0' 27 16'-5' 27 4'-120 21'-9" 17 21'-0' 17 15'.10' 1T-1' 9 15'-T 32 15'-1' 32 4'-0' 65 123 422'-2' 21'-2' 17 20'-6' 17 15'-5" V434 6 16'-8' V153."7 41 15'- 2" 34 13'4' 41 4'-0' 69 130 20-O'. 20 19'4" 20 13'4" 915'-10" 513'-2' 45 12'-9" 45 4--n-140-1&2 18'-8" 23 18'-0' 23 12'-6' 4 13'-6' 53 12%2' 53 11'-9'1506 1T-6' 26 16'-11" 26 11'$' 6 12'-7' 68 11'-5' 60 11'-0' 60 3'-11' 102 Wind Open Structures Mon loped Roof Screen Rooms & Attached Covers Glass 8 Modular Rooms Enclosed' Overhang Zone MPH 1& 2 span/ load' 3 spa anfload' 4 san/ load' 1&2 span/ load' 3 sanlload' 4 span/load' 182 s anfload' 3 spa 4 s an8oad' Cantilever 100 23'- 10" 13 26'-8' 13 25'-9" 13 19'-1' 20 21-4 20 20'-7" 20 17'-9" 23 19'-10' 23 19'-2' 23 4'-0" 45 110 23'-2" 14 25'-11" 14 25'-1' 14 18'-7" 21 20'-9" 21 20'-1" 21 1e-5" 27 18'4' 27 17'-9" 27 4' -0" 55 120 20'-11" 17 23'-5' 17 22'-8' 17 17'-0' 25 19'-i" 25 18'-5' 25 15'-1' 32 16'-10. 32 16'-3" 32 4'-0' 65 123 20'-5' 17 22'-10' 17 22'-1' 17 16'$' 26 18'-7' 26 17'-11' 26 13'4' 41 16'-5' 34 15'.10- 34 4'-0' 69 130 19'4' 20 21'-7' 20 20'-10' 20 15'-10' 29 17'$' 29 IT-l' 29 12'-8' 45 15'-5' 38 13'-9' 45 4'-0' 77 140-1&2 1T-11' 23 20'-t" 23 19'-5' 23 13'-6" 40 16'4- 34 15'-9' 34 11'-8' S3 13'-1' S3 12'-8' 53 4'-0' 89 150 16'-10' 26 18'-10" 26 18'-3' 26 12'-7" 46 15'-3" 39 13'-T 46 10-11 60 124 60 11-11" 60 4'-0' 102 Wind Open Structures Mono -Sloped Roof ScreenRooms & Attached Covers I Glass & Modular Rooms Enclosed' Overhang Zone MPH 1& 2 s anlload' 3 s anlload' 4 span/1 ad* 1&2 span/ load' 3 s anfload' 4 span/load' 1& 2span/ load' 3 span/load' 4 s anlload' Cantilever 100 28'- 11" 13 32'-5' 13 31'-3" 13 23'-1" 20 25'-10- 20 24'-11' 20 21'-7- 23 1 24'-1- 23 23'-4- 23 4'-0" 45 11 0 2 '- " 8 2 141'- ' 3 6 1430'-5 14 22'-T 21 25'- " 3 21 24'- " 5 21 1 %11 ` 9 27 22'- ' 3 27 1'- - 2 6 274'-0' 55 120 25'-5' 17 28'-6'. 17 27'-6' 17 20'-8" 25 23'-1' 25 22'4' 25 18'-3" 32 20'-5' 32 19'-9" 32 4'-0" 65 123 24'-9" 17 27'-9" 17 26'-9" 17 20'-2' 26 22'-7" 26 21'-to. 26 17'-9" 34 19--11- 34 19'-3- 34 4'-0- 69 130 23'-5' 20 26'-2" 20 25'-4" 20 19'-2" 29 2V-6" 29 20'-9' 29 16'-9' 38 18'-9' 38 18'-l' 38 4'-0" 77 140.1&2 21'-10- 23 24'4' 23 23'-7- 23 1T-9" 34 19'-10" 34 19'-2" 34 15'-T 44 1T-5' 44 16'-10" 44 4'-0" 89 150 20'-6' 26 22-11 26 22'-l' 26 16'-T 39 18'-6- 39 17'-11' 39 13'-4 60 1&-Y 51 15'.8- 51 4'-0' 102 Wind . Open Structures Mono -Sloped Roof Screen Rooms & Attached Covers Glass -& Modular Rooms Enclosed' Overhang Zone MPH 1& 2 s anlload' 3 s anfload' 4 s anlload' 1& 2 s an/load' 3 s an/ load' 4- spa 1& 2 s anlload" 3 s annoad' 4 I span/ load' Cantilever 100 32'- 11' 113 36-10- 13 35'-7' 13 26'-3" 20 29'-5" 20 28'-5" 20 24'$- 23 27'-5' 23 26'-6" 23 4'-0" 45 110 31'-11' 14 35'-9' 14 34'25'-8' 21 28'$' 21 27'-8' 21 22'-7' 27 25'-3' 24'-5' 27 4'-0' S5 120 28'-11" 17 32'4' 17 31'-3' 17 23'-6' 25 26'-3' 25 25'-5' 25 20'-9" 32 23'-3" 22'-5" 32 123 28'-2" 17 31'-6" 17 30'-5' 17 22'-11' 26 25'$' 26 24'-10' 26 20'-3" 34 22'-7' 44 21'-10' 34 4'-0' 69 130 26'-7" 20 29'-9' 20 28'-9" 20 21'-10" 29 24'-5' 29 23'-7" 29 19'-1" 38 21'4' 20'-T 38 4'-0' 77 140-182 24'- 9' 23 2T$' 23 26'-9" 23 20'-2" 34 22'-6' 34 21'-9" 34 1T-9' 44 19'-10' 19'-2" 44 4'-0' 89 150 23'-3" 26 26'-0' 26 25'-2" 26 18'-10" 39 21'-0- 39 20'-0- 39 16'-5' 51 18'-5' S1 17'-9" 51 Note: 1. Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel. Table 7.3. 7 Maximum Panel Spans - Dead and Live Load and/or Snow Load (Lbs. / Sq. Ft.) Composite Panel with Splines, Enclosed Buildings Metals USA Building Products L.P. Wind Speed -100 M.P.H. Wind Speed -110 M.P.H. Panel Thickness Deflection None span/ load' 1 ft. span/ load' 2 ft. span/ load' Sit. span/load' 4ft. span/load' None spanlload' 1 ft. span/ load' 2 ft. span/ load' 3fL span/load' 4ft. spanlload' 41/ 2" U180 1T-11. 27 14'-l"- 27 15'-1" 23 16%1" 23 17'-1" 23 13'-3" 32 14'-l' 32 14'4' 32 15'4' 27 16'4' 27 U240 12'-9" 27 12'-10' 27 13'-1" 27 14'A" 27 15'-9' 23 12'-9" 32 12'-10" 32 13'-1" 32 14'-l' 32 15'-t- 27 U360 11%1" 27 1V-2' 27 11'-5" 27 12'-5" 27 IT-5- 27 10'-6- 32 10'-7- 32 10%10- 32 12'-5' 32 13'-5" 32 61/2" U180 19'-5" 23 19'$' 23 19'-9' 23 20'-9' 23 21'-9" 23 18'-5' 27 18'-6" 27 18'-9' 27 19'-9' 27 20'-9" 27 U240 1T-8' 23 17'-9' 23 18'-0" 23 19'-0" 23 20'-0' 23 16'-9" 27 16'-10' 27 17'-l" 27 18'-l" 27 19,-1" 27 U360 15'-5' 23 15'-6" 23 15'-9• 23 16'-9" 23 1T-9" 23 14'$" 32 14'-9" 32 14'-11'. 32 15'-11" 27 16'-11" 27 81/4" U180 23'-8" 23 23'-9" 23 23'-11" 23 24'-0' 23 24'-0" 23 22'-5" 27 22'-6' 27 22'-9" 27 23'-9" 27 24'-0" 27 U240 2V-6" 23 21'-7' 23 21'-10' 23 22'-10" 23 23'-10" 23 20'-5' 27 20'-6" 27 20'-9' 27 21'-9" 27 22'-9" 27 U360 IW-9' 23 18'-10' 23 19'-1' 23 20'-1" 23 21'-1" 23 1T-10" 27 1T-11' 27 18'-2' 27 19'-2" 27 20'-2" 27 101/4" U180 24'-0" 23 24'-0' 23 24'-0' 23 24'-0' 23 24'-0" 23 24'-0' 27 24'-0' 27 24'-0' 27 24'-0' 27 24'-0- 27 U240 24'-0' 23 24'-0- 23 2W-V 23 24'-0" 23 24'-0" 23 22'-10- 27 22'-11' 27 23'-2' 27 24'-0" 27 24'-0- 27 U360 21'-0" 23 21--1" 23 21'4' 23 22'4" 23 23'4' 23 19'-11' 27 19'-11' 27 20'-3' 27 21--3- 27 22-3' 27 Wind Speed .120 M.P.H. Wind Speed .140A M.P.H. and 140B M.P.H. Panel Thickness Deflection None spanlload• 1 ft. spaNload' 2 ft. spanlload' aft. spanload• 4ft. spaNload- None spaNload' 1 ft. span/ load' 2 ft. spanlload' 3ft. spanload' Oft. span/ load' 41/ 2- U180 13'-3- 39 12'-V 39 12'-9" 39 13'-9- 39 15'-7" 32 11--10' 45 11'-11' 45 12'-2- 45 13'-2' 45 14'-2" 45 U240 12'-0- 39 1i'4' 39 11'-T 39 12'-T 39 13'-T 39 10'-9" 45 10'-10' 45 11'-1' 45 12'-1" 45 13'01" 45 U360 10'$" 43 9'-7" 43 9'-10" 43 1V-2" 39 12'-2- 39 8'-11" 51 9'-l" 51 9'4" 51 10%8- 45 1.1"C 156 112" U180 16'4' 32 17'-6" " 32 17'-9" 32 18'-9" 32 19'-9" 32 16'-5" 38 16'-6" 38 16'-9- 38 17'-9" 38, 1"-9- 38 U240 16-10' 32 15'-11' 32 16'-2" 32 1T-2" 32 18'-2" 32 14'-2" 45 15'-0" 38 15'-3" 38 16'-3" 38 1,T-3- 38U360 13'-10" 39 IT-O' 39 IT-3- 39 15'-2- 32 16'-2- 32 12'4- 45 1Z-5" 45 12'-8- 45 13'- 2 45, 15'-5- 38. 8 114" U180 19'-10' 32 21'-3' 32 21'-6' 32 2Y$" 32 23'-6' 32 20'-0' 38 20'-1' 38 20'4- 38 21'4' 38 22'-4' 38 U240 18'-0' 32 19'-0' 32 19'-7" 32 20'-T 32 21'-T 32 18'-2" 38 18'-3" 38 18'-6- 38 19'$' 38 YG"=6' 38, U360 15'-9" 32 16'-11' 32 17-2' 32 18'-2' 32 19'-2".32 15'-11" 38 15'-11' 38 16'-3" 38 1';3", 38. tai 8'-3"- 33, 101/4" U180 22'-2" 32 23'-10' 32 24'-0' 32 24'-0' 32 24'-0' 32 22'-5" 38 22'$" 38 22'-9' 38 23'-9" 38- 24'-0" 38:: U240 20'-2- 32 21'$' 32 21'-11" 32 2T-11" 32 23'-11' 32 20'4' 38 20'-5- 38 20'-B- 38 21'; 8" 36 i22'$- 38-: U360 17'-7" 32 18'-11' 32 19'-2" 32 20'-2" 32 21'-2' 32 1T-9- 38 1 1T-10' 20'-1" 3tl' Notes: - 1 - 1 1. Spans am derived from test data for O.S.B. composite panels withspline of #2 spruce, pine or fir. Use 1_1180 for Roof and Wall Span Tabled and U380 for Flbo-) Span Tables. 2. Topskinfor floor panels should be overiayed with a minimum of 7/16" finished flooring perpendicular to the panels. 3. Dead andliveload values provided for shingle roofs only. For Ole roofs consult engineer. 4. Splines shall befull length of panel and shall not bespliced. 5. Maximum length of panel shall not exceed 24'-0". 0 W Q 08-12- 2010 J Z W Z (n Z o UOw0I 0 d N Z J J W W W LU Z0 Z Qafnd LL to U_ O o rJ 0_ W o U) 0 IX Q Z Z QLUWo m Z_ W U) o fn O J' w a Q o N t 10 r2 D n O 0, 2NJ 22 LLWLL E W Cam@ o Z @LLUILU.1 O cj0r- m 1) 5o m m O rn n LLI a cCJ m C U O c d O r n m r HSEAL-` SHEET10G OF 12 GENERAL NOTES AND SPECIFICATIONS: The following extrusions are considered to be "Industry Standard" shapes. A = 0.243 in? y WT = 0.278 p.l.f. Ix = 0.136 in.' 0.044' o ttt Sx=0.137in? 6063 - T6 1" x 2" x 0.044" OPEN BACK SECTION A = 1:438 in? WT = 1.648 p.l.f Ix = 1.984 in.' 0.12tom- o sif Sx = 1.323 in? 6063 - T6 3" x 3" x 0.125" PATIO SECTION 2 1.00' A=0.287in2 WT = 0.329 p.l.f. 7r 4.00",t, Ix = 0.368 in. 0.044 o Sx = 0247 in? 0.12 o k 6063 - T6 1" x 3" x 0.044" OPEN BACK SECTION A = 0.424 in? 2.00"" y,T = 0.486 p.l.f. 0.044-T+c§, Ix = 0.232 in.' C Sx = 0.234 in? 6063 - T6 2" x 2" x 0.044" PATIO SECTION A=0.496in2 12.00r WT = 0.568 p.l.f. Ix = 0.276 in.' 0.055 Sx = 0.279 in? 6063 - T6 2" x 2" x 0.055" PATIO SECTION f 3.00" f A = 0.451 in.2 WT = 0.620 p.l.f. 0.045" Ix = 0.336 in. L 7 Sx = 0.336 in? 6063 - T6 3" x 2" x 0.045" PATIO SECTION A = 0.451 in.' WT = 0.620 p.l.f. O Ix = 0.640 in.' 0.045" roi Sx = 0.427 in? k 6063 - T6 2" x 3" x 0.045" PATIO SECTION 2.00 A = 0.685 in.' WT = 0.785 p.l.f. o Ix = 1.393 in. 0.050 9--4C v Sx = 0.697 in.' 6063 - T6 2" x 4" x 0.050" PATIO SECTION 42.0W; A = 0.954 in' WT = 1.093 p.l.f. Ix = 2.987 in.' 0.062" o Sx = 1.195 in? ui 6063 - T6 2" x 5" x 0.062" PATIO SECTION A = 1.081 in? WT = 1.239 p.l.f. 0.045" + o Ix = 1.523 in.' U Sx = 1.015 in. 6063 - T6 3" x 3" x 0.093" PATIO SECTION A=1.938in2 WT = 2.221 p.l.f. Ix = 4.854 in.' Sx = 2.427 in? 6063 - T6 4" x 4" x 0.125" PATIO SECTION 2.00".I A = 0.482 in? I WT = 0.552 p.l.f. 0.050" o Ix = 0.609in.' k Sx = 0.406 in? 6063 - T6 2" x 3" x 0.050" TILT SECTION 2.00r, A = 0.582 in? II WT = 0.667 p.l.f. Ix = 1.228 in.' 0.050' Sx = 0.614 in? 6063 - T6 2" x 4" x 0.050" TILT SECTION A=0.613in.' WT = 0.702 p.l.f. Ix = 0.773 in. Sx=0.515in? 6063 - T6 2" x 3" x 0.045" SPECIAL SECTION A = 0.562 in? 3.00 WT = 1.122 p.l.f. o Ix = 0.762 in' 0.045" + o Sx = 0.920 in' 6063 - T6 3" x 3" x 0.045" FLUTED SECTION 2.00r A = 0.772 in? WT = 0.885p.1.f. oo0.046" Ix = 1.940 in.' 0 Sx = 0.959 in? 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24- O.C. TOP AND BOTTOM 2" x 4" x 0.046" x 0.100" SELF MATING BEAM T.00 I A = 0.964 in.2 WT = 1.105 p.l.f. 0.05, +, o Ix = 3.691 in. u' Sx = 1.468 in? 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 5" x 0.050" x 0.120" SELF MATING BEAM A = 1.095 in? WT = 1.255 p.l.f. 0.050" + o Ix = 5.919 in' o 6 Sx = 1.965 in? 6063 - T6 2" x 6" x 0.050" x 0.120" SELF MATING BEAM L.00 A = 1.259 in? WT = 1.443 p.l.f. 0.06" + o Ix = 8.746 in. r Sx = 2.490 in? 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24' O.C. TOP AND BOTTOM 2" x 7" x 0.055" x 0.120" SELF MATING BEAM 2.00 A = 2.250 in? WT = 2.578 p.l.f. 0.06" o Ix = 15.427 in' o Sx = 4.408 in' 0 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 7" x 0.055" x 0.120" SELF MATING BEAM W/ INSERT T.00r A = 1.853 in? NN WT = 2.123 p.l.f. 072" + o Ix = 16.638 in.' O Sx = 4.157 in.' E 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 8" x 0.072" x 0.224" SELF MATING BEAM 2.00 N A = 1.990 in? o WT = 2.280 p.l.f. Ix = 21.981 in.° 0.07 " + o Sx = 4.885 in' 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 9" x 0.072" x 0.224" SELF MATING BEAM 2.00 to roi A = 2.355 in? o WT = 2.698 p.l.f. 0.082" o Ix = 26.481 in' of Sx = 5.885 in.' 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 9" x 0.082" x 0.306" SELF MATING BEAM A = 3.032 in? 1 WT = 3.474 p.l.f. ci Ix = 42.583in. 0 Sx = 8.504 in? 0 6063 - T6 0.092" + o STITCH W/ (1) 8 S.M.S. @ 24' O.C. TOP AND BOTTOM x 0.092" x 0.369" SELF MATING BEAM A = 0.666 in.' 1) #8 x 1-1/2' -12.00"" WT = 0.763 p.l.f. S.M.S. @ 6" o UPRIGHT: FROM ENDS, TOP ).044" + o Ix = 0.694 in.' Sx = 0.466 in? OR BOTTOM AND io44" BEAM: @ 16" O.C. o ly = 0.406 in.' Sy = 0.410 in' J2.00" o 6063 - T6 1" x 2" x 0.044" OPEN BACK SECTION WITH 2" x 2" x 0.044" PATIO SECTION 1) #8 x 2-1/2" S.M.S. @ 6" FROM ENDS, TOP A = 0.a47 in? OR BOTTOM AND -2.00", WT = 0.971 p.l.f. @ 16" O.C. OR UPRIGHT: PILOT HOLE W/ 0.044' + CAP AND (1)#8x Ix = 1.295 in.' Sx = 0.654 in? 1/2" S.M.S. BEAM: INTERNAL 6" ly = 0.540 in' Sy = 0.545 in.' FROM ENDS, TOP 6063 - T6 OR BOTTOM AND @ 16" O.C. 2" x 2" x 0.044" PATIO SECTION WITH 2" x 2" x 0.044" PATIO SECTION 00" o A = 0.592 in' 0 WT = 0.678 p.l.f. 044 C.--' kF UPRIGHT: 044" + o Ix = 0.457 in.' Sx = 0.355 in? ly = 0.369 in.' Sy = 0.369 in.' 6063 - T6 1" x 2" x 0.044" SNAP CAP SECTION WITH 2" x 2" x 0.044" PATIO SECTION 2) #8 x 2-1/2' S.M.S. @ 6" 3.00" FROM ENDS, TOP OR BOTTOM AND A = 1.367 In? @ 16" O.C. OR PILOT HOLE W/ CAP 0.09AND (1) #8 x 112" S.M.S. INTERNAL 6' - WT = 1.566 p.l.f. FROM ENDS, TOP OR BOTTOM o + p I% = 2.655 in.' AND @ 16- O.C. v Sx = 1.328 in? LOAD APPLIED NORMAL TO THE 6063 - T64' DIRECTION 1" x 3" x 0.044" OPEN BACK SECTION WITH 3" x 3" x 0.093" PATIO SECTION CORNER POST 2) #8 x 2-1/2".S.M.S. @6' FROM ENDS, TOP OR BOTTOM AND ".00" o A = 1.367 In' @ 16" O.C. OR PILOT HOLE W/ CAP I I AND (1) #8x 1/2" S.M.S. INTERNAL 6" WT = 1.566 p.l.f. FROM ENDS, TOP OR BOTTOM o Ix = 1.892 in. AND @ 16- O.C. Sx = 1.261 in' LOAD APPLIED NORMAL TO THE 6063 - T6WDIRECTION4.00 1" x 3" x 0.044" OPEN BACK SECTION WITH 3" x 3" x 0.093" PATIO SECTION WALL POST 2) #8 x 2-1/T S.M.S. @6" i7 FROM ENDS, TOP OR BOTTOM AND q 00• 01 @ 16" O.C. OR PILOT HOLE W/ CAP I I A = 1.654 in.2 AND (1) #8x 1/2" S.M.S. INTERNAL 6' o ANWT = 1.895 p.l.f. FROMENDS, TOP AND @ R B 6- D.C. + c Ix = 2.260 in. 4 I Sx = 1.507 in' LOAD APPLIED NORMAL TO THE 5.00" 6063 - T6 3- DIRECTION 2) 1" x 3" x 0.044" OPEN BACK SECTION WITH 3" x 3" x 0.093" PATIO SECTION WALL POST 4. 0" A = 3.706 in? WT = 4.246 p.l.f. N Ix = 33.276 in.' o Sx = 8.314 in? 0. 07 " + + 0 6063 - T6 STITCH W/ (1) #8 S. M.S. @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 22" x 8" x 0.072" x 0.224" SELF MATING BEAMS 4. 00" a A = 3.980 in? WT = 4.560 p.I.f. Ix = 43.963 in.' NSx = 9.770 in? 00 6063 - T6 0.072" + + o STITCH W/ (1) #8 S. M.S. @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2) 2" x 9" x 0.072" x 0.224" SELF MATING BEAMS 1 4.00" I A=4.710in.' WT = 5.397 p.l.f. moIx = 52.963 in.' 1noSx = 11.770 in' 0. 08 ' + + 0 6063 - T6 STITCH W/(1)#8 S. M.S. @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2) 2" x 9" x 0.082" x 0.306" SELF MATING BEAMS 4: 000" A = 6.063 in.' WT = 6.947 p.l.f. Mo Ix = 85.165 in.' Sx = 17.007 in? 0. 09 + + 0 6063 - T6 U4 STITCH W/ (1) #8 S. M.S. @ 24- O.C.TOP AND BOTTOM OF EACH BEAM 2) 2" x 10" x 0.092" x 0.369" SELF MATING BEAMS 4. 00 A = 4.429 in.' WT = 5.075 p.l.f. N c, Ix = 48.889 in.' Sx = 9.754 in' 0. 072" + + 0 6063 - T6 of STITCH W/ (1) #8 S.M.: @ 24" O.C.TOP AND BOTTOM OF M EACH BEAM o+ o 2) 2" x 8" x 0.072" x 0.224" SELF MATING BEAMS W/ 2" x 4" x 0.038" 4. 00' O CD MCDN1N A = 4.702 in? - m dN N oWT=5.388p.1f. J LLB^ o Ix = 62.947 in.' M CD 0) U 0. 07 o Sx = 11.425 in? U,j4-) " N M m6063 - T6 U IT QeD 3 0) LL I 01 STITCH W/ (1) #8 C O L NO W Y S.M.S. @ 24' O.C. o+ o TOP AND BOTTOM b OFEACHBEAME=- w 9" x 0.072" x 0.224"SELF 1111 III LL E MATING BEAMS W/ 2" x 4" x 0.038" J 4. 000" f r v N I- a^ A=6.249in2 Ixi WT = 7.160 p.l.f. 1`rno0 Ix = 101.446 in' 00 1- F Sx = 16.901 in.' o0 6063 - T6 J 0 0. 09 " o Q t= STITCH W/ (1) #8 w u S. M.S. @ 24" O.C. Z (4) o o- TOP AND BOTTOM Q 2 ( N k OFEACHBEAMmOW_ z Z ~ w o0_ z m N J W 2 ui 2) 2" x 10" x 0.092" x 0.369" SELF MATING BEAMS W/ 2" x 4" x 0.038" 2. 00' A = 0.569 in.' WT = 0.652 p.l.f. 0. 045" + o Ix = 0.332 in' Sx = 0.332 in.' 6063 - T6 2" x 2" x 0.045" SNAP EXTRUSION 2. 00- A = 0.591 in.' WT = 0.677 p.l.f. 0. 045" + o if.00.812 in H Sx = 0.545 in.' 6063 - T6 2" x 3" x 0.045" SNAP EXTRUSION f . 00 A = 0.682 in? WT = 0.781 p.l.f. 0. 045' o Ix = 1.631 in.' Sx= 0.816in.3 6063 - T6 2" x 4" x 0.045" SNAP EXTRUSION 2. 00 in? WT = 1.516 p.l.f. 0. 062" oo Ix = 7.027 in.' 6 Sx = 2.342 in' 6063 - T6 2" x 6" x 0.062" SNAP EXTRUSION/ 2. 00' 7 A = 1.447 in.' ' wT= 1s5a p.i:f. Ix = 10.151 in. ' 0. 062" n Sx = 2.900 in 6063 - T6 2" x 7" x 0.01 SNAP EXTRUSION Section Alloy W H t1 It2 IA IN Sx S Rx R in. in. in. in. in.2 in., in., in. in., in. in. Gutter 6063 T-5 4 _ H1 6 1.08 0.,1.18 3.81 4.05 0.98 3.401.8 1.85 H24 1.89B 1.44R Edge6063T-$ 5 Ht s u- -5 0.96 2.45 4.43 0.73MIJ.Wp 1.59 2.14 H24 1.48 8 1.74 R EXTRUDED GUTTER W -- 0- Z p D-' W 0 U Z F } Q U ( n Q Z = g W U) WWz U J Q 19 19Cz LL W LL LU 2 m M a LLO N C o n m rn g LJ a O M L Q) a UU d 0 L nto j:J 10, 0w,601_11SEAL SHEET U J N + T = W 11 NWW I 08- 12-2010 OF GENERAL NOTES AND SPECIFICATIONS: 1. The Fastener tables were developed from data for anchors that are considered to be "Industry Standard" anchors., The allowable loads are based on data from catalogs from POWERS FASTENING, INC. (BAWL PRODUCTS), other anchor suppliers, and design criteria and reports from the American Forest and Paper Products and the American Plywood Association 2. Unless otherwise noted, the following minimum properties of materials were used in calculating allowed loadings: A. Aluminum; 1. Sheet, 3105 H-14 or H-25 alloy 2. Extrusions, 6063 T-6 alloy B. Concrete, Fc = 2,500 psi @ 28 days C. Steel, Grade D Fb / c = 33.0 psi D. Wood; 1. Framing Lumber #2 S.P.F. minimum 2 . Sheathing, 1/2" 4 ply CDX or 7/16" OSB 3. 120 MPH wind load was used for all allowable area calculations. 4. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. S. 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 or316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 9. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. SECTION 9 DESIGN STATEMENT: The anchor systems in the Fastener section are designed for a 130 MPH wind load. Multipliers for other wind zones have been provided. Allowable loads include a 133 % wind load increase as provided for in The 2007 Florida Building Code with 2009 Supplements. The use of this multiplier is onlyallowed once and I have selected anchoring systems which include strapping, nails and other fasteners. Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi Table 9.1 Allowable Loads for Concrete Anchors Screw Size d = diameter Embedment Depth in.) I Min. Edge Dist 8 Anchor pacingS 5d (in.) Allowable Loads Tension Shear r ZAMAC NAILIN (Drive Anchors) 1/4- 1-t12" 1-114" 273# 236# 2" 1-1/4" 316# 1 236# TAPPER (Concrete Screws) 3116" 1-114" 1 15/16" 2a8# 167# 1314" 1 15/16" 371# 253# 114" 1414" 1-114" i 427# 20Q# 1-3/4^ 1-1/4" 544# 216# 3/8" 1-1/2" 1-9/16" 511# 40211 1-3/4" 3-3/8" 703# 455# POWER BOLT (Expansion Bolt 1/4" 2" 1-1/4" 624# 261# 5116"751# 3/8" 3-1 /2"- 1-9116" 1,575# 1,425# 112" 5" 1 2-112" 2,332# 1 2,220# POWER STUD (Wedge -Bolt 0) 114" 2-314" 1-114" 112# 326# 4-114" T718" 1,358# 921# 1/2" 6" 2.112" 72,271# 1,218# 5/8" 7" 2-114" . 3,288# 2,202# Wedge Bolt 114" 2.112" 1 2-114" 878# 385# 3/8" 3-1/2" 1 3-1/4" 1,705# 916# 112" 4" 3-314" 1,774# 1,0E Notes: 1. Concrete screws are limited to 2' embedment by manufacturers. 2. Values listed are allowed loads with a safety factor of 4 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 receivingloads parallel to the diameter are shear loads. 8. Manufacturers recommended reductions for edge distance ofSd have been applied. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2" x 6' beamwith: spacing = T-0' O.C. allowed span = 20'-5' (Table 1.1) UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = 1/2(20.42') xT x 10# / Sq. FL ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 71470# = 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. ew/Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness (T) (Ibs.) 0-164" 122 139. 153 200 228 255 - 0.190" 141 161 177 231 263 295 0.210" 156 178 196 256 291 327LIM" 0.250" 186 212 232 305 347 389 529 0.240" 179 203 223 292 333 374 508 0.3125" 232 266 291 381 433 48 6661 0.375" 279 317 349 457 520 584 793 0.50" 373 423 465 609 693 779 1057 Allowable Shear Loads on Screws for Nominal Wall Thickness (T) (Ibs.) Screw/Bolt Single Shear Size Nd 0.044" 0.050" 0.0155" 0.072" 0.082" 0.092" 0.125" 8 0A64" 117 133 147 192 218 245 10 0.190" 136 154 170 222 253 284 12 0.210" 150 171 188 246 280 293 14 0.250" 179 203 223 292 333 374 508 114" 0.240" 172 195 214 281 320 358 487 • 5116" 0.3125" 223 254 279 366 416 467 634 375" 268 325 335 439 499 560 711 112" 0-SD" 357 406 447 585 666 747 1015 Allowable Shear Loads on Screws forNominal Wall Thickness IT) (Ibs.) Bolt Double Shear Size Not 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 1/4" 0.240" 343 390 429 561 639 717 974 5/16" 0.3'22 442 505 559 732 832 934 1269 318" 0.375" 536 610 670 1 878 998 1 1120 1522 1/2 0.50" 1 714 812 894 1 1170 1332 1494 2030 Notes: 1. Screw goes through two sides of members. 2. All barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total wall thickness ofconnection. Use tables to select rivet substitution for screws of anchor specifications in drawings. 3. Minimum thickness of frame members is 0.036" aluminum and 26 ga. steel. Multipliers for Other Alloys 6063 T-6 1269 5052 H-25 1522 6005 T-5 2030 Allowable Load Coversion Multipliers for Edge Distances More Than Sd Edge Distance Multipliers Tension Shear Sd 1.00 1.00 6d 1.04 1.20 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80 ' 10d 1.11 2.10 d 1.21 12d 1.25 Table 9.5A Allowable Loads & RoofAreas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures @ 27.42 #/SF Fastener diam. min. edge distance in. Or. to ctr. No. of Fasteners I Roof Area (SF) 1 I Area 2 / Area 31 Area 4/ Area 114" 112" 5/8" 1,454 - 53 2,908 - 106 g362 - 5,819 - 212 5116" 3/8" 7/8" 1,894 - 69 3,788 - 138 159J 5,682 - 207 7,576 - 276 3/8" 314" 1" 2,272 - 82 4,544 - 166 6,816 - 249 9,088 - 331 112" 1" 1-1/4" 3,030 -110 6,060-221 9,090-332 1 12,190-442 Table 9.5B Allowable Loads & RoofAreas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures @ 35.53 #/SF Fastener diam. min. edge distance min. ctr- to ctr. No. of Fasteners / Roof Area SF 1 / Area 21 Area 31 Area 41 Area 1/4" 1/2" 518" 1,454-41 2,908-82 4,362-125 5,819-164 5/16" 318" 7/8" 1,B94 - 53 3,788 - 107 5,682 - 160 7,576 - 213 318" 3/4" 1" 2,272 - 64 4.544 - 128 6.816 - 192 9,0. - 256 1/2" 1" 1-114" 3,030 -85 6.060 - 171 9,090 - 256 12,120 - 341 Notes for Tables 9.5 A, B: 1. Tables 9.5 A & B are based on 3 second wind gusts at 120 MPH; Exposure 'B'; I = 1.0. 2. Minimum spacingis 2-1/2d O.C. for '- screws & bolts and 3d O.C. forrivets. 3. Minimum edge distance is 2d forscrews, bolts, and rivets.. Allowable Load Conversions for Edge Distances More Than 5d Edge Distance Allowable Multi Load tiers Tension Shear 12d 1.25 11d 1.21 10d 1.18 2.00 9d 1.14 1.80 Sd 1.11 1.60 7d 1.08 1.40 6d Sd I 1.00 1.00 Table 9.2 Wood Concrete Fasteners f r Open or Enclosed Buildings Loads d Areas for Screw Tension Only Maximum Allowable - Lo A e oof Area for 120 MPH Wind Zone (27.42 # 1 SF) For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this Pagel CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 1 2 3 4 1" 264#-10 SF 528#-19 SF 792#-29 SF 1056#-39 SF 114"e 1-112" 396# - 14 SF 792#'- 29 SF 1188# - 43 SF 1584# - 58 SF 2-112" 660# - 24 SF 1320# - 48 SF 1980# - 72 SF 2640# - 96 SF 1" 312#-II SF 624#-23 SF 936#-34 SF 1248#-46 SF 5116"o 1.112' 468# - 17 SF 936# - 34 SF 1404# - 51 SF 1872# - 68 SF 2-112" 780#- 28 SF 1560# = 57 SF 2340#'- 85 SF 3120# - 114 SF 1" 356#-13 SF 712#-26 SF 1 4 52 SF 3/8"o 1-1/2" 534#-19 SF 10&W-39 SF 5-SF1658S 21-78 SF 2-1/Y 890# - 32 SF 1780#- 65 SF 2670# - 97 SF 13560# - 130 SF CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedme I INumber of Fasteners 1 1 2 1 3 TYPE OF FASTENER ulck Sell Concrete Screw (Rawl Zamac Nailin or Equivalentl 1/4"e 1 - 273# - 10 SF S46# - 20 SF 819# - 30 SF 092# - 40 S 2" 3161t - 12 SF 632# - 23 SF 948# - 35 SF 1 TYPE OF FASTENER Concrete Screw (Rawl Tapper or. Equivalent) 3/16"e 1 1-114" 288#-11 SF 576# -21 SF 864#-32SF 1152#-42 SF 1-314" 371# - 14 SF 742# - 27 SF 1113# - 41 SF 1484# - 54 SF 114"o 1-1/4" 365# - 13 SF 730# - 27 SF 1095# - 40 SF 14600 - 53 SF 13/4" 427#-16 SF 854#-31 SF 1281#-47 SF 1708#-62 SF 3/8"o 1-112" 511#-19 SF 1022#-37 SF 1533#-56 SF 2044#-75 SF 1314" 703# - 26 SF 1406# - 51 SF 2109#,- 77 SF 2812# - 103 SF TYPE OF FASTENER Expansion Bolts (Rawl Power Bolt or Equivalent) 3/8"o 1 2.1/2" 109 - N SF 2100# - 77SF 3150# - 115 SF 4200# - 153 SF1112" 1575# - 57 SF 13150# - 115 SFJ 4725# -172 SF 6300# - 230 SF 1/2"o 1 1399# - 51 SF 1 2798# - 102 SF1 4197# - 153 SFJ 5596# - 204 SF 5" 2332# - 85 SF 4664# - 170 SF 6996# - 255 SF 9328# - 340 SF Note: 1. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less than 5d where d is the anchor diameter. 2. Allowable roof areas are based on loads for Glass / Enclosed Rooms (MWFRS); I = 1.00. Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH Tables Shown), multiply allowable loads and roof areas by the conversion factor. 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 - 140-2 37.3 0.86 se 42.8 0.80 Metal to Plywood 1/2" 4 ply 518" 4 ply 1 314" 4 ply She Ibs. Pull Out Ibs. Shear Pull Out Shear tbs.) Pull Out Ibs. Screw 0 8 93 48 113 59 134 71 10 100 5S 120 69 141 78 12 118 71 131 78 1 143 94 14 132 70 145 88 1 157 105 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel Rivet Diameter Tension (Ibs.) Shear Tension (Ibs. Shear 129 176 210 325 5/32" 187 263 340 490 3/16" 262 375 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next larger Size for "C" Exposures . Maximum Screw /Anchor Slze Max Size of Beam Upright Attachment Type Size Description ToWail 0 To Upright I Beam 0 2" x 4" x 0.044" Angle 1' x 1' x 0.045' 3/16' 10 2" x 4" x 0.044" Angle 1' x 1" x 1116 (0.063') 3/16, 12 2" x 5" x 0.072" U-channel 1-1/2* x 1-1/2" x 1-1/2" x 0.125' 1/2" 14 2" x 6" x 0.072" U-channel 1' x2-1/8" x 1' x 0.050" 5/16" 5/16 2" x 6" x 0.072" Anglo 1" x 1"x 1/8' (0.125") 3/16" 12 2" x 10" x0.072- Angie 1-112" x 1-1/2" 1/16"(0.06T) 1/4" 12 Y x7- x 0.072" Angle 1-1/2" x 1-1/2' 3/16'(0.188') 114' 14 2" x 10" x 0.072" Angle 1-1/2' x 1-1/2" 1/8"(0.062-) 1/4" 14 2" x 7" x 0.072" Angle 1-3/4" x 1-3/4' x 1/8"(0.125") IM" 14 2" x 10" x 0.072" Uchannel 1-3/4' x 1-3/4' x 1-3/4' x 1/8' 3/8" 14 2" x 10" x 0.072" Angle 2" x2' x0.093' 3l8' 3!8" 3/8' 2" x 10" x 0.072" Angle 2" x 2" x 118"(0.125") 5// 8' 2" x 10" x 0.072" Angle 2" x 2" x 3/16"(0.313') 1/2' 1/2, Note: 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 wan attachment type = to wail 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 ofangles where possible. 4. The thickerofthe two members u channelangle should be place on the inside ofthe connection it 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 If I SF) For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this oaoel CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener. Diameter Length of Embedment Number of Fasteners 1 2 3 4 1" 264# - 7 SF 528# - 15SF 792# - 22 SF 1056# - 30 SF 1/4"o 1-1/2" 396#-11 SF 792#-22 SF 1188#-33 SF 1584#-45 SF 2.112" 660# - 19 SF 1320# - 37 SF 19110# - 56 SF 2640# - 74 SF 1" 312# - 9 SF 624# - 18 SF 936# - 26 SF 1248# - 35 SF 5/16"o 1.1 /2" 468# - 13 SF 936# - 26 SF 1404# - 40 SF 1872# - 53 SF 2-1 /2" 780# - 22 SF 1560# - 44 SF 2340# - 66 SF 3120# - 88 SF 3/8"e 1" 356# - 10SF 1 712# - 20SF 1068# - 30 SF 1424# - 40 SF 1-112" 534# - 15 SF 1068# - 30 SF 1602# - 45 SF 2136# - 60 SF 2-1/2" 890# - 25 SF 1 1780# - 50 SF 2670# - 75 SF 3560# - 100 SF CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 PE OF FASTENER Quick Set" Concrete Screw (Rawl Zamac Nailin or Equlvalant 1/4"o 1-112" 233#-BSF 466#-17SF 699#-25 SF 932#-34 SF 2" 270# - 10 SF I 540# - 20 SF I 810# - 30 SF 1 1080# - 39 SF PE OF FASTENER Concrete Screw Rawl Tapper or Equivalent 3116"o - 1-112" 246#-7 SF 492#-14SF 73.-21 SF 9B4#-28 SF 317#-9SF 634#-18 SF 1 951#-27 SF 1268#-36 SF 114"e 1-112" 365#- 10 SF 730#-2f SF 1095#-31 SF 1460#-41 SF 26 SF 1395# - 39 SF 1860# - 52 SF 3/8"0 1-112" 437# - 12 SF 1 874# - 25 SF 1311 # - 37 SF 17484- 49 SF 13/4" 601# - 17 SF 1 1202# - 34 SF 1803# - 51 SF 2404# - 68 SF PE OF FASTENER = Expanslon Bolts (Rawl Power Bolt or Equivalent) 3/8"e 2.112" 1205# - 34, SF.._ 2410# - 68 SF 3612 - 102 SF 4820# -136 SF 3-112" 1303# - 37 SF 2606# - 73 SF 3909# - 110 SF 5212# - 147 SF 112"a 3" 1 1806# - 51 SF 13612# - 102 SF 541F1 7224# - 203 SF 5' 1993# - 56 SF I 3986# - 112 SF 5979# - 168 SF 7972# - 224 SF Note: 1. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less than 5d where d is the anchor diameter. 2. Allowable loads have been increased by 1.33 for wind loading. 3. Allowable roof areas are based on loads for Glass / Partially Enclosed Rooms (MWFRS) I = 1.00 WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 25 1.22 110 30 1.11 120 35 1.03 123 37 1:00 130 42 0.94 140- 1 &2 48 0.88 150 56 0.81 Table 9.9 Minimum Anchor Size for Extrusions Wall Connection Extrusions Wall Metal Upright Concrete Wood 2" x10" 1/4" 14 1/4" 114" 2" x 9" 114" 14 1/4' 1/4" 2" x 8" 114" 12 1/4" 12 2" x 7" 3/16" 10 3/16' 10 2" z 6" or less 3116" 8 3116" 8 Note: Wall, beam and upright minimum anchor sizes shall be used for super gutter connections. 0 ZTable 9.10 Alternative Anchor Selection Factors for Anchor / Screw Sizes Metal to Metal Anchor Size 8 10, 12 14" 5/16" 318" 8 1.00 0 0.58 0.46 0.27 0.21 10 0.80 1.00 0.72 0.57 0.330.26 012 0.58 0.72 1.00 0.78 0.46 0.36 14 0.46 0.57 0.781.00 0.590.46 5116" 0.27 0.33 0.46 0.59 1.00 0.79 318" 1 0.21 1 0.26 0.36 0.58 0.79 1.00 2 0' W0_ O O W O Alternative Anchor Selection Factors for Anchor / Screw Sizes ) , Z Concrete and Wood Anchors concrete screws: 2" maximum embedment) Anchor Size 3/16" 1/4" 3/8" 3/ 16" 1.00 0.83 0.50 114" 0.83 1.00 0.59 313" 0.50 0.59 1.00 M C) Oa M N J ^ LL O O C= In --,0' u CJ7 4-J U ° x ^ M LLO- Joord Q O -NooV t_ L 0 ON I of LJJ O - x 0 d W C III) • E!, bLL4- I Uco J it J FY E N am m v 00 co JW H. DyneBolts ( 1-518^and 2-114" embedment respectively) , i W ZSize Z1 O. J Q Q 2 M0 Z0 N J W Z 0 U) W 05 W 0 W J U) 0 of < M 0 Q U z W W Z Of CO J Q Lo 19 19 2cv m IL LWLI LL Z O mE W 5, x 2 m O a 0 V N a ruim0) a W.C) oc W J m C, Ut tryC. c J // F J m1 Multiply the numberof #8 screws x size of anchor/screwdesired and round up W the next even number a of screws. Example: - O If ( 10) #8 screws are required, the number of #10 screws desired is: W O 0.8x 10=(8)#10 g SEAL Z W SHEETa WZ_ J Q ZZ uJU) 12 W 12 to 08-12- 2010 OF U O