Loading...
HomeMy WebLinkAboutSUBMITTED PAPERSOFFICE USE ONLY: Date: �+ i Fee Due: Q pro _ Receipt# Permft # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION #DIVISION SCA Nee 2300 Virginia Avenue By Ft. Pierce, FL 34982-5652 St Lucie 772-462-1553 COuOty APPLICATION FOR ALUMINUM STRUCTURES PERMIT ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: 11 Florida WnY (Fi spman ) 2. PROJECTNAME: Spanish Lakes #1 SITE PLAN NAME: 3. PROPERTY TAX ID#: 3426-500-0352-000/4 4. LEGAL DESCRIPTION (attach extra sheets if necessary): St. Lucie Gardens 26 36 40 5. PLATBK 2389-720 PAGE BLOCK LOT 6. PARCEL SIZE: ACRES/SQ FT. LOT DIMENSIONS 4 9 ' X 10 8 ' 7. SETBACKS (ACTUAL) FRONT: 3 0 ' BACK: 2 2 RIGHT SIDE: 15 ' s s LEFT SIDE: 15 ' s s 88 E OF STRUCTURE_(C-BECI�_ALLAPPROPRIATE BOXES FOR EACH AND EVERY TYPE OF STRUCTURE) *WRAP cirIT— N R F.XT9TTNn TRiiSG RnnF _ V..XT.RTTN(r'- rTC.TF.*•** TYPE OF CONSTRUCTION N = New. A = Addition R = Rebuild SG = Slab on Grade SR = Raised Slab WD = Wood Deck DIMENSIONS SQUARE FEET OF CONSTRUCTION ®- SCREEN ROOM N SG ❑ NEW Rk EXISTING 101 X 2 0 ' 200 ❑ CARPORT/PATIO ROOF ❑ NEW ❑ EXISTING X ❑ HABITABLE GLASS ROOM ❑ NEW ❑ EXISTING X ❑ CAT 1, 2 OR 3 SUNROOM ❑ NEW ❑ EXISTING X ❑ ALUMINUM COMP. SHED ❑ NEW ❑ EXISTING X ❑ POOL ENCLOSURE ❑ NEW ❑ EXISTING X ❑ M H ROOF OVER ❑ NEW ❑ EXISTING X ❑ ROOF SYSTEM OVER EXISTING ACCESSORY STRUCTURE ❑ NEW ❑ EXISTING X ❑ OTHER: ❑ NEW ❑ EXISTING X ❑ ALUM POOL FENCE Linear feet TOTAL SQUARE FOOTAGE OF CONSTRUCTION 200 9. VALUE OF CONSTRUCTION: $ 5,500.00 The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to question and/or modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with similar types of construction activities. If the value is $2500 or more, a RECORDED Notice of Commencement must be submitted PRIOR TO FIRST INSPECTION. SLCCDV Form No.: 001-02 Rev.0412612010 OWNER INFORMATION NAME: Richard & Patricia Eise°man ADDRESS: 11 Florida Way . CITY: Port St. Lucie STATE: FL ZIP 34952 PHONE (DAYTIME): 3 4 0— 7 8 8 4 EMAIL,: FILL IN NAME AND ADDRESS BELOW IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE: FEE SIMPLE TITLEHOLDER: ADDRESS: CITY: STATE: ZIP PHONE (DAYTIME): (� CONTRACTOR INFORMATION STATE OF FLORIDA REG./CERT #: S CC 13115 0 5 8 6 ST. LUCIE COUNTY CERT #: 25584 BUSINESSNAME: Master Craft Aluminum Products QUALIFIER'S NAME: Jeff Jackman ADDRESS: 1634 SE Niemeyer.Circle CITY: Port St. Lucie STATE: FL ZlP 34952 PHONE (DAYT ME): 335-1177 FAXNO. 335-0860 email: mastercraftalum @bellsouth.net ARCHITECT/ENGINEER: ADDRESS: CITY: STATE: ZIP PHONE (DAYTIME): (_) NOTE: IF APPLICABLE, SUBCONTRACTOR AGREEMENTS MUST BE ATTACHED TO APPLICATION FOR ROOFING, ELECTRIC, PLUMBING, AND HVAC ZONING REQUIREMENTS All such structures will be subject to the requirements of the ST. LUCIE COUNTY LAND DEVELOPMENT CODE. ❑ 2 scaled plot plans showing lot size, dimensions of existing host structure, and proposed aluminum addition. All setbacks including front, side, rear and distance between adjacent property structures in MH Parks shall be indicated on the plot plan. ❑ 2 sets of color photos for all storm damaged areas to be reconstructed. One picture must include house address number for inspection verification. ( not required for construction unrelated to storms) OFFICE USE ONLY SECTION TOWNSHIP RANGE MAP NO. Additional ZONING LAND USE �(( v""� LOT CVG % Permits I I Required REPORT 0� BIMS FEE $ MISC FEES Is TOTAL FEES CODE 1 1 BUMDING & ZONING REVIEW FRONT PLANS VALUE OF.CONSTRUCTION REVIEW COUNTER ZONING SUPERVISOR EXAMINER VEGETATION USING ICC TABLE DATE COMPLETE TKff1Ar c %.-"i -- 1 Property Appraiser - St.Lucie r^wnty, FL __ Page 1 of 1 PROPERTY RECORD CARD Richard H Eiseman Record: 1 of 1 <<Prev Next» Spec.Assmnt Taxes Exemptions Permits Home Print Property Identification Site Address: 11 Florida Way ParcellD: 'E3426,'500�0 2_(R)flO \�\�CIE��G2 Sec/Town/Range: 26:36S:40E Account #: 174993 yr' Map ID: 34/26N Land Use: SF Resl Zoning: CG City/Cnty: St Lucie County ' Ownership and Mailing Legal Description Owner: Richard H Eiseman Patricia L Eiseman ST LUCIE GARDENS 26 36 40 THAT PART OF BLKS 1 AND 2 LYG Address: 11 Florida Way ELY OF US #1 AS SHOWN IN OR 2389-720 BEING Port St Lucie FL 34952-8537 More... Sales Information Assessment 2010 Final Total Land and Building Date Price Code Deed Book/Page 2010 Final: 67700 Land Value: 10000 Acres: 0.12 1/18/2010 0116 LE 3166 / 1337 Assessed: 67700 Building Value: 57700 1/1/1900 0 / Ag.Credit: 0 Finished Area: 1319 SgFt Exempt: Taxable: Taxes: 1407.09 BUILDING INFORMATION I, IG (]m) � IJ I 10 It (ae) (w) Exterior Features I I View: - RoofCover: SD - Dim Shingle RoofStruct: HP - Hip ExtType: HC+ -HC+ YearBlt: 2009 Frame: - Grade: C+ - C+ EffYrBlt: 2009 PrimeWall: BS - CB Stucco StoryHght: 0010 - 1 Story No.Units: 1 SecWall: - Interior Features BedRooms: 2 Electric: MX - MAXIMUM PrmintWall: DW - Drywall FullBath: 2 HeatType: FHA - FrcdHotAir AvgHUFI: 1/26ath: 0 HeatFuel: ELEC - Electric Prm.Flors: CU - Carpet %A/C: 100 %Heated: 100 %Sprinkled: 0 Special Features and Yard Items Land Information Type Y/S Qty. Units Qual. Cond. YrBlt. No. Land Use Type Measure Depth DWC - Driv-Concret Y 1 500 AV AV 2009 1 0100-SF Res N -Site 1 THIS INFORMATION IS BELIEVED TO BE CORRECT AT THIS TIME BUT IT IS SUBJECT TO CHANGE AND IS NOT WARRANTED hq://www.pasle.org/prc.asp?prelid=342650003520004 8/5/2011 PLAN R7YW- SPECIFICATION C:' ,,,CKLIST PLEASE PROVIDE ONE OF THE FOLLOWING: 1° 2 Sets of Detailed Plans: Dated, Signed & Sealed by an Engineer or Architect holding a Florida State professional license. ❑ 2 Sets of Detailed Plans: Designed in accordance with the AAF Guide to Aluminum Construction in High Wind Areas. ❑ 2 Sets of Detailed Plans: Designed in accordance with any Approved Manual per fs-489.113. (1) ANY PLANS SUBMITTED WITHOUT COMPLYING WITH THE FOLLOWING SHALL BE RETURNED WITHOUT APPROVAL. ALL PLANS MUST BE IN INK AND ANY NOTATIONS IN PENCIL WILL NOT BE CONSIDERED A PART OF A SUBMISSION. • All plans- must be legible and must be designed in Architect's Scale on pages which are 81/2" x I I" or larger. • All relevant tables & details, if using a manual, must be properly highlighted and must match design checklists & drawings. • The plan view must include all dimensions; the location of the host structure and all materials must be sized and identified thereon. • All. elevations must be shown, including 0 wall detail, dimensions and all material must be sized and identified. • All primary and secondary carrier beams, spans, spacing, gauges must be shown [Example: 2" x 8" x .072"]. • All methods of fastening or other details which are relevant to the design must be identified on the Plans. • All upright column heights, sizes, spacing and gauges must be shown as follows: [Example: 3" x 3" x .050"]. • All chair -rails, roof purlins, girts, channels, knee -bracing, k-bracing, cable bracing or any other required component must be sized and identified. • All ridge beams and super gutter or fascia attachments must be identified. • All roof pans or composite panels, with gauges and spans, must be sized and identified. • All footing, slab and ISO pier designs must be on the plans, per the. Architect / Engineer's plans & specifications. • All light metal alloys which are utilized shall be designed in conformity with the Florida Building Code of 2007, Chapter 20, including 2006 revisions. • Barrier railings, if utilized, shall have all materials, fasteners and height specified and shall have self -closing, self - catching gates with picket spacing. (II) SITE CONSTRUCTED SHEDS, HAVING ANYALUMINUM COMPONENT, SHALL MEET ALL OF THE ABOVE REQUIREMENTS AND THE FOLLOWING ADDITIONAL ITEMS: (A) 2 copies of the current product approval [i.e. N.O.A. or State of Florida approval] with the proposed "opening" or cladding component highlighted and with fasteners and design pressures, per FBC 1714, clearly identified. (B) 2 electric schematics, in accordance with the N.E.C., if applicable. (C) Design pressures, per ASCE-7, identified on the openings of all Plans. OM HABITABLE ROOMS/ADDITIONS DESIGNS SHALL MEET ALL OF THE ABOVE REQUIREMENTS, EXCEPT AAMA SPECIFICATIONS, AND CHAPTER 13 OF THE FLORIDA BUILDING CODE. (IV) SUNROOMS (as defined in R202 and FBC 2002.6) MAY BE CONSTRUCTED, SO LONG AS THEY MEET ALL OF THE ABOVE REQUIREMENTS AND MUST BE IN STRICT COMPLIANCE WITH AAMA/NPEA/NSA2100.02 AND. MEET THE FOLLOWING ADDITIONAL ITEMS: (1) The designer or engineer will state on all Plans, which Category of Design P.1.2] will be used, inclusive of the definition. (2) If designing a Category 4 or Category 5 structure, as defined in the current Edition of 3.1.2.4 and 3.1.2.5, proper energy calculations and long form equipment sizing calculations shall be required, pursuant to Chapter 13 of the current State of Florida Building Code. (V) MOBILE HOMES (FAC 15C-2.0081- FAC 15C-2.0072): ALL STRUCTURES ADJACENT TO OR NEW ROOF SYSTEMS (Pan or Composite) OVER EXISTING ADJACENT STRUCTURES TO A MOBILE HOME SHALL REQUIRE: (a) A 0 wall or a current, signed original manufacturer's attachment approval letter which includes the model number, serial number and current owner's name and street address. (b) That the complete guide to H.U.D. specifications be strictly adhered to. (c) A Certified Florida Engineer may design the manner of attachment ofthe proposed structure to the host house but shall assume full responsibility for both structures' integrity by site specific documentation. N CERTIFICATION: ` This application is hereby made in order to obtain 1-permir to do the work and installations as indicated, and to obtain a certificate of capacity, if applicable, for the permitted work. NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: IN THE EVENT IT IS NOT YOUR RIGHT TITLE OR INTEREST THAT IS SUBJECT TO ATTACHMENT, THE APPLICANT DOES HEREBY MAKE A GOOD FAITH PROMISE TO DELIVER A COPY OF THE ATTACHED CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT, AND DOES SO AS A CONDITION PRECEDENT TO THIS PERMIT 1. If utilizing the AAF Guide to Aluminum Construction in High Wind Zones, I the Contractor/Owner Builder hereby certify that the components being used, fasteners type and fastening pattern meet all the requirements for the designated wind zones established by the county and take full responsibility for complying with the submitted design of the structure being permitted. 2. I further certify that all the foregoing information is accurate, that no work or installation has commenced prior to the issuance of a permit and that all work shall be performed in compliance with all applicable laws regulating construction and zoning in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, and HVAC, etc., not otherwise included with this building permit application. 3. I , the Contractor / Owner Builder, have verified that the existing foundation meets the requirements of the Engineer of Record and is in adequate condition to withstand the uplift and weight of the aluminum structure and said structure will not exceed the footprint of the structure that was in existence prior to removal by the storms. "�N�4 ��� - OW C TRACTOR SIGNATURE STATE OF FLORIDA COUNTYOF St. Lucie The foregoing instrument was acknowledged before me me this 2 7 day of July by Jeff Jackman who is personally known X tome, or who has produced as identification. •••••••••SHERYL D.MOORE •••••••••� Co 0749247 y Signature o otary e . = Exp►res 1 f1512012 L % � lorida Notary Assn•. Inc P F IMPORTANT NOTICES: w...::::::':.••••••��••�••••••••••••••••••••••: Cnn" SIGNATURE STATE OF FLORIDA COUNTYOF St. Lucie The foregoing instrument was acknowledged before me me this 27 day of July , 20 11 by Jeff Jackman who is personally known X to me, or who has produced as identification. Sigwture Expires 1M512012 Florida Notary Assn., Inc • TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE MUST BE NOTARIZED. IF APPLYING FOR THIS BUILDING PERMIT AS AN OWNER/BUILDER, THE OWNER MUST PERSONALLY APPEAR, IN THE OFFICE LISTED ON THE FRONT OF THE APPLICATION, TO SIGN THIS APPLICATION & THE OWNER/BLDR AFFIDAVIT. • ALL SIGNATURES ON APPLICATION SUBMITTED SHALL BE ORIGINAL, SIGNED IN INK. COPIES, FAXES, OR STAMPED REPRODUCTIONS ARE PROHIBITED. • WHEN A PERMIT IS AVAILIBLE FOR ISSUANCE BUT IS NOT PICKED UP WITHIN THIRTY (30) DAYS AFTER NOTIFICATION OF AVAILIBILITY, IT WILL BE VOIDED. IF THE APPLICATION IS RESUBMITTED, AN ADDITIONAL FEE WILL BE CHARGED. AFTER RECORDING -RETURN TO: a JOSEPH E. SMITH, CLERK OF THE CIRCUIT COURT Master Craft Aluminum" Products SAINT LUCIE COUNTY FILE # 3615120 08/03/2011 at 11:39 AM 1634 SE Niemeyer Circle OR BOOK3312 PAGE 2468 - 2468 Doc Type: NC Port St. Lucie FL 3495.2 1 RECORDING: $10.00 PERMIT NUMBER: i NOTICE OF The undersigned hereby'given notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida statutes,the_following information is provided in the Notice of commencement." 1. DESCRIPTION OF PROPERTY (Legal description and street address) TAR FOLIO NUMBER: 3 4 2 6- 5 O 0- O 3 5 2- 0 0 0/ 4 BLOCK TRACT LOT BLDC _ UNIT St.--Lucie�ardens -26 3-6-- 4-0- " (11-F1-orida-Wa'=) Spanish Lakes#1 ---2..GENERAL;DESCRIP-nONOF IMPROVEMENT:: Ins-ta-11- screen room-- with acrylic windows 3. OWNER -INFORMATION: a --'fie- arch-a-rd &-P atri c i E rS e- an -- _ - - b.Address 1.1_-Florida Way, PSL FL 34952 c.. interest in propert) --- --- - -- -- -d-Name-and-ad-dress�ffee-simple-titleholder-(i'f-<�ther-than-owner-)- - - - - .4. CONTRA_ C_ TORIS-NA_ME, ADDRESS AND PHONE NUMBER:- - Master--Cr-a-ft Aluminum Products Circle, PSL FL 34952 335-1177 5- SLTRET-I"S=IyAME-ADDRESS,AND-PHONE NUMBER AND BOND AMOUNT: - - :6..LENDER'.S`NAME,-ADDRESS-AND•PHONIE NUMBER: 7_Persons_withirLthe=State-of Florida designated hy.Owner_upon_whom notices or other documents maj be.served as by Section 713.13 (I)(a).7 Florida Statutes: 8-.-ln-addition-tcFhimgelf-or-herselfI Owner designates the following to receive acopy of the Lienor's Notice as provided in Section —.--- -- - - 713.13 (1)(b).,1710"ridaStatutes: . - NAME'. 'ADDRESS AND:,PHONE NUMBER: 9.'Ezpiratiob date of notice of commencement.(the expiraion date is lyear from the date of recording -unless a. different date is specified) ,.20. ER OR AN ATTQRNEYBEFORE COMMENCING' WORK, OR RECORDING YOUR NOTICE OF COMMENCEMENT. NHomeowner •Sibnature.of. *her -or. .:. Print Name.and.Provide`Signatory's Title/Office Owner's Authoriied Officee/Director/Partne�/Manager State of.Flonda - .County of St h11C1 The -foregoing iiistrument;was acl-nowledged before me thus 28 day:of July 20 -1.1 By ___Richard-- :i seman as holneown r. - - (Printed name of: persgn;signing above) (Type.of authority....e:g. Owner, officer. trustee, attorney in fact) For (Name of parry- on .behalf of whom instrument .was executed) Personally Known X or produced the following type of ID: . Monona ueiusueeu.uu Bosoms■.BemssomsBeso.0 ' SHERYL D. MOORE Comm#DD0749247 Sheryl D. '. Moore . ao�t� °- (si Printed Name ofNotary.:Public) (Signature o . otary P Ic— {$Ball = Expires 1/1512012 �a Florida Notary Assn., Inc :Under penalties. of perjuryAso ■e ■e ■'e ■B eon uuupo ■uueu.... ::"I declare that 1 have read the foregoing and that the facts in it are true fo ffie best. o'imy :now edge and belief (section 92.525, Florida Statutes). . Sip. ovire(s) of flwnrrfc).-r l►wrirr(gl' Anfhnri�n�i �Y2Cer/nir ^tor,!Pn^�.nerB'^aa�er :..�.0 e�"a.�i3... R . BvBy /Gf�iS�/?/� /5eP7,0-) Homeowner (Si� ature) (Printed Nam Rm% OV3=007(Recordmg) �a �015 �fNO S i S�Cl1S ZN08d ............ate-•� ��: r-- AdOO 31!d j S 7t�t'j S l N VJ5 - IQ Ot NI lu L17 F- \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ O \ \ \, \ Existin_q Covered Patio \ 5IV is a' \ \ \ \`, Existin CMU Columns Remain \ \ Post to 101011 Left Side Elevation 3/16" =1' Plan View tleair Rail 2 x 3 Chair Rail` ickplateF77711` OB to Concre a I X 3 O.B. 201011 Longitudinal Elevation Site Address: 11 Florida Way, Spanish Lakes Fairways Design Criteria: Screen Room: 140 MPH Exposure B ------------------------------ OB to Concrete \ \ \ \ \ \ \ \ \ \ \ \ \ \ 1x30 OB to Concrete see netail - ` 1 .3 0.a. X W 0 x CO F 2 x 3 Chair Rail 24"-Metal-I(ickplste -- ..-- -_ - . - - - - -' ..' _ . - - N 2 U `n _ rn � N M = c4 C�a - '--L' J y Q 5 U 3 /1 0)(D m r o ,L CN L o LL LL �C: -woo �W��c�a t� �-� E O m(nm0U) U W CO � c� x � LU O J > n.. S 6 Q11 1\' S 6> L _ a5 0 Z - U 4 ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT I hereby certify that the engineering contained in the following pages has been prepared in compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AAASM35. 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 substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has been peer reviewed by Brian Stirring, P.E. #34927 and a copy of his letter of review and statement no financial interest is available upon request. A copy of Brian Stirlings' letter is posted on my web site, www.lebpe.com. 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my continuing education class on the use of the manual prior to becoming a authorized user 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 puriin details. SHEET 5: Beam connection detals. SHEET 6: Knee wall, dowel and footing details. SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam to gutter detail. . SHEET 8-110: Tables showing 110 mph frame member spans. SHEET 8-120: Tables showing 120 mph frame member spans. SHEET B-130: Tables showing 130 mph frame member spans. SHEET 8-140: Tables showing 140 mph frame member spans. SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and anchor schedules. SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET 10B: Roof connection details. SHEETIOC: Roof connection details, valley connection elevation, plan & section views, pan & compostite panels to wood frame details, super & extruded gutter to pan roof details. SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water relief detail, beam connection to fascia details, pan roof achoring details. SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section, composite roof panel with shingle finish details. SHEET 10F: Tables showing allowable spans and applied loads for riser panels. SHEET 10G: Manufacturer specific design panel. SHEET 10H: Manufacturer specific design panel. SHEET 11: Die shapes & properties. 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 Engineering Group, Inc. ("Bennett'). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of these materials. 1. Contractor represents and warrants the Contractor. 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; 1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such agreement. 1.4. Will not alter, amend, or obscure any notice on the ASDM; 1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use of the plans and the calculations in the ASDM: 1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other than a local building department as part of any Contractor's own work) would constitute infringement of Bennett Engineering Group's copyright; and 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is.provided "as is' and "as available." Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non4rifdngement. In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractor's requirements (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect, or special damages, arising from or in any way related to, Contractor's use of the ASDM, even if Bennett has been advised of the possibility of such damages. 4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand, cause of action, debt, or liability, including reasonable attomeys' fees, to the the extent that such action is based upon, or in any way related to, Contractors use of the ASDM. CONTRACTOR NAME: CONTRACTOR LICENSE NUMBER: '53%p COURSE ff 0002299 ATTENDANCE DATE: 6s I Q ci CONTRACTOR SIGNATURE: SUPPLIER: BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS 1. Check the building.permit for the following: Yes a. Permit card & address . , , . , , b. Approved drawings and addendums as required . . . . . . . . . . . . . . . . c. Plot plan or survey . . , , , , . . . . . . . . . , . . d. Notice of commencement _ 2. Check the approved site specific drawings or shop drawings against the "AS BUILT" structure for. - v a. Structure's length, projection, plan & height as shown on the plans. . b. Beam sizes, span, spacing & stitching screws Cif required). . . . . . . , . . . A C. Puriin sizes, span & spacing . , . d. Upright sizes, height, spacing & stitching screws (if required) . . . , , , , , , . , e. Chair rail sizes, length & spacing. . . . . . . f. Knee braces are properly installed (drequired) . . . . . . . . . . . . . . . . . g. Roof panel sizes, length & thickness . _ _ 3. Check load bearing uprights / walls to deck for. Y' 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 late d. Upright is anchored to -deck-through brick pavers then anchors shall go through pavers into concrete �f 4. Check the load bearing beam to upright for. 7 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 e. 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 �L offase f. Post too 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 . n . d. Roof panel attachment to receiver or beam . . . . . . .. . . . . . . . . . Notes: . No No No Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TC16005 SELF -MATING PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE DESIGNED TO BE MARRIED TO CONVENTIONALLY CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND MOBILE HOMES CONSTRUCTED AFTER 1984. dN m m o z 3 CZ) 5 LLm da n zE w � ZQ m n ro o m 3 00 � LL a� �o 3� Sg J F E X W W Q G O Z N — W FA >_ Z CU W Z WZ Ja > W U F' LU it. N J (/� fn ~ i _I Z o U� Q— o ~< Z z Q O tZ : ,0 J LU W Z m Z_ IX CD c U W O LL � J Q o rD LLLL WLL- Lu 2 m dE W (9 m x 0_ to 8 W 2 U. O a) ¢ 0 v m rL A � J o m o a LLI y o W m C U O n o .r � n m (a H J it No 0 THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE 01 — BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS. — a — O No U z — W W HEFT JOB NAME _T—I5elm" — — Rort-& z W ADDRESS: �L W z z W m 12 DRAWING FOR ONE PERMIT ONLY 08-12-2010 OF CHECK LIST FOR SCREEN, ACRYLIC & VINYL 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 Supplpinents, Chapter 20. ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure 'B' 1/ or 'C'_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher, 120 MPH or MPH for 3 second wind gust velocity load; Basic Wind Pressur 3•D - Design Pressures for Screen / Vinyl Rooms can be found onp age 3A-ii: a. "B" exposure PSF for Roofs &d�), I PSF for Walls b. 'C' exposure = _PSF for Roofs & _PSF for Walls c. "D" exposure = _PSF for Roofs & _PSF for Walls Negative I.P.C. 0.18 For "C" or 'D' exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page 3in. 2. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. n P Gt U Wl�^ Phone: _77a 3351 111 Contractor / Authorized Rep' Name (please print) Date: C nt c A thorized Rep' Signature VI011d v �,,) Ps 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 . . . .. . . . . . . . . . . . . . . -to 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 Ill 0" 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 . . , , • , . , , , . , N jq (Select beam size from appropriate 3A.1 series tables) Ti 4. Upright height, spacing, & size . . . . . . . . . . - ✓ _ (Select uprights from appropriate 3A.2 series tables) (Check Table 3A.3 for minimum upright size) / i5. Chair rail or girts size, length, & spacing . . • . . . , , , ✓ _ (Select chair rails from appropriate 3A.2 series tattles) 16. Knee braces length, location, & size . . . . . .. . . . . . _ (Check Table 3A.3 for knee brace size) 4. Highlight details from Aluminum Structures Design Manual: Yes No A. `Beam & puffin tables w/ sizes, thickness, spacing, & spans! lengths. Indicate . Section 3A tables usedMA : Beam allowable span conversions from 120 MPH wind zone, "B' Exposure to _MPH wind zone and/or "C" or "D" Exposure for load width_ took up span on 120 MPH table and apply the following formula: SPAN REQUIRED ___1 F_ REQUIRED SPAN NEEDED IN TABLE (bord)= L_ EXPOSURE MULTIPLIER (see this page 3) B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . . . ✓ (Tables 3A.2.1, 3A.2.2, or 3A2.3) _ Upright or wall member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to _MPH wind zone and/or'C' Exposure for load width_ Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE (b or d) _ t EXPOSURE -MULTIPLIER (see this page 3) Yes No C. Table 3A.3 with beam & upright combination If applicable . . . . . . . . - D. Connection details to be used such as: 1. Beam 6-upright 2. ... ....................... " 3. Beam to wall . . . . . ... . . . . . .. . .. . .. .. . . . . . . . . TITT- 4. Beam to beam . . . . . . . . .. . . . . . .. . . . . . . . . . . . . . 5 Chair rail, pudin, & knee braces to beams & uprights . . . . . . . . . . . . 6. Extruded gutter connection . . . . ... . . ... . .. . . . . . . . . . . E U-clip, angles and/or sole plate to deck . . . .. . . . . . . . . . . . _ Foundation detail type & size . Al • 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 sWcture, the owner (at his expense) shall hire an architect or engineer to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 16', using a 4" existing slab and 20'-0' with a type II footing, from the host structure. 4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site specific engineering. 5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away from any other structure to be considered free standing. 6. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a 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 Z 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 / NPEA / NSA 2100-2 for category 1, II, & III sunrooms, non -habitable and unconditioned. 17. Post members set in concrete as shown on the following details shall not require knee braces. 18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coal of heavy -bodied bituminous paint, -or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound -The protective materials shall be as listed in section 2003.8.4.3 through 2003:8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304,or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. 22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%. pursuant to FBC 1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event For rooms where the glazed and composite paneUsolid 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 2Q09,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 specificAll framing components are considered to be 6005-T6 alloy except where noted otherwise. Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Exposure 'B' Basle Wind Pressure Screen Room & Vin I Rooms Roof Walls Over Hang All Roofs 100 MPH 13.0 10.0 12.0 46.8 110 MPH 14.0 11.0 13.0 47.1 120 MPH 17.0 13.0 15.0 48.3 123 MPH 18.0 13.3 15.9 50.8 130 MPH 2O.0 1 15.0 18.0 56.6 140-1 MPH 23.D 17.0 21.1 65.7 140.2 MPH 23.01 17.0 21.1 65.7 150 MPH 1 26.0 1 20.0 1 24.0 75.4 non:: Framing systems of screen, 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'B" Roof Walls Wind Zone MPH Applied Load (#IS 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.D0 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 0.67 21.0 0.89 0.05 150 1 20.0 037 0.81 24.0 0.85 0.79 Table 3A-B Conversion Factors for Over Hangs Fro 'R' 'r- Wind Zone MPH Applied Load (#IS 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., Exn "R' b. -r- I P.nn ._ .R' .. Mean Roof Height* Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0 -15' 121 0.91. 0.94 1.47 0.83 0.88 15'-20' 129 0.88 0.92 1.54 0.81 11.87 20'-25' 1.34 0.86 0.91 1.60 0.79 6.86 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 I I QUADRANTI 60V EXPOSURE I I I _ _ 60(r QUADRANT IV EXPOSURE r-) I Ire 10o aim, QUADRANTII ao I I ,DD• { 6m, I - - EXPOSURE I I I i i QUADRANTIll I 600' EXPOSURE I& I I I L----•--•--•----t ---•--•-J NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE USING THE FOLLOWING CRITERIA, EVAWATE EACH QUADRANT AND MARK IT AS'13% -0, OR D. EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other Irregularities, having heights generally less than 30 feet extending more than 1,500 feet from the building site in any quadrant 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 than 600 feet.and.width greater than 150 ft. 2. No short term changes in'b', 2 years before site evaluation and build out within 3 yea(at site will be'b'.3. Flat, open country, grasslands, ponds and ocean or shorelinesin any quadrant for gr than 1,500 feet 4. Open terrain for more than 1,500 feet in any quadrant. r SITE IS EXPOSURE: __L) EVALUATED BY: \� �G�kkic-N DATE: r 1 ��_��!l'�' 0 Z W W o. 0 u- W m O 0 Z it* W W Z 0 Z W of O d m� O i j A o = LL rn d O z rZ e. w � y�=3 o _ Q zCo g ayi o 0 o0 K LL aLa �a 2 ¢ 30 o� PZ J O Q It* i= Z CQ W CL o a� U)O N 2O .6W Z 0 Cf) a Ix W 9 z f/) co) Z W w Z J W IL IL � W to W W H U Z c� m o J W U Z U U) :E o 10 Q J W Z W W W = U) m Z X L) Z U Z LD o C0 CD z W J l' W LL r• Q � o N CID a' co CD tJL Lu iL LLI 6 w x o a Z A lL V O C o C ° N Z)otO� W on- 0:m t 0) tQj SHEET W W 0 W m 9 08-12-2010 1 OF U JY t9 Z WW W z w w Z Z W 12 o INTERIOR BE (PER TABLES 3A HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE N.T.S. ALUMINUM ROOF SYSTEM (PER SOLID PANEL ROOF SECTION) HOST STRUCTURE OR �— FOURTH WALL FRAME RIDGE BEAM (PER TABLES 3A.1.4) USE BEAM TO WALL DETAIL TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. EDGE BEAM (SEE TABLES 3A.1.1 8 3A.1.2) HEIGHT LW'FOR H• PRGHT (h) / 1" x 2" MIN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILS W/ SOLID ROOF TYP. FRONT VIEW FRAMING PAGE 7) (HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM) .LW` LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION P/7 P!2• @ FASCIA ALLOWED SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS) (SEE TABLES) w O.H. H � U SOLID ROOF NO MAXIMUM / // w u~i (ELEVATION SLAB OR GRADE) P = PROJECTION FROM BLDG. VARIES VARIES LW = LOAD WIDTH 1fANCH,OR T x ZyOP4ENjBACK;EXTUSIONGOIVCF2ETE FAStENER�NING OF2-0%O.C. A� 'NW/¢IN 8' EACH 81DE OF l7PRIGHT ANCHOR 1 x 2TOaW00D WASHERS.O-?-17?=INASNER'HEADE�D"SCREW 2'-0' O.0 : -ANCHOR BEAM AND COLUMN INTERNALLY OR W/ANCHOR CLIPS AND (2) 4 8 SCREWS W/ WASHERS @EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P12 + 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 -123 130 140 150 #8 #10 #12 1 #12 TYPICAL SCREEN ROOM SCALE: 1/8" = V-0" 0 Z w w a O 0 5 w m 0 'U Z w w w Z_ C7 Z w J Q 20 Z0 ED of � } J Lo > w LIJ 06 0 Ix U_ M —� Z } O_ M U ~ Imo" Q W U)Z 2 w Z Of ZV U) J Q a �p 0 LL � 0o a, za �it 3a $s z 0 o ui w a o 0 N Z y Z �. m w w x w J U = m N rn g 0 w O w Z 0. 0 Urn rn z z w m Q o 0: 3: 0 w LL F o N Nt CD co r0 CO r ULL W Ec W 0 c m o _j O 5 r m C m N J o in o a rn I.j co N m L 4! O Q1 J m # C 'U w6'. c SHEET w In 3 w 08-12-2010 OF NLI w W w z C7 z W r- lu W m- 12 c 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 I" x 2" TOP RAILS FOR SIDE WALLS NITH MAX. 3.S LOAD WIDTH SHALL HAVE A MAXIMUM UPRIGHT SPACING AS FOLLOWS WIND ZONE MAX. UPRIGHT SPACING 100 T-0" 110 6-T 120 6'-3" 123 6'-l' 130 S-8" 1401&2 6-1"150 4'-11" INTERNAL OR EXTERNAL 'L' CLIP OR'U' CHANNEL CHAIR RAIL ATTACHED TO POST W/ MIN. (4) #10 S.M.S. ANCHOR 1 x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED TO CONCRETE WITH 1/4' x 2-112" BOTTOM W/ 1" x 1' x T x 1/16' CONCRETE ANCHORS WITHIN 0.045' ANGLE CUPS EACH 6' OF EACH SIDE OF EACH SIDE AND MIN. (4) #10x 1!2' POST AT 24' O.C. MAX OR S.M.S. THROUGH ANGLE AT 24" O.C. MAX. 1" x 2' x 0.032' MIN. OPEN BACK MIN. 3-112" SLAB 2500 PSI EXTRUSION CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH n •� 1-118-MIN. IN CONCRETE ^' LTERNATE WOOD DECK: T (A PTP USE WOOD FASTENERS VAPOR BARRIER UNDER W/ 1-1/4" MIN. EMBEDMENT) CONCRETE POST TO BASE, GIRT AND POST TO BEAM DETAIL SCALE: 2' = V-0" .ALTERNATE CONNECTION DETAIL 1' x 2" WITH (3) #10:x 1-1/2' S.M.S. INTO SCREW BOSS (2) #10 x 1 112" S. M. S. INTO SCREW BOSS ANCHOR R 2=P-LATET0, COO N,CREfE'W/ CONCRETE ANCHOR7�S;(V�IfTHIN 6CH,SIDE OE EACH a.- . POS'i�:AN5"24�Q.C.� MAX MIN. 3-1/2' SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH BEAM ! HEADER ANGLE CLIPS MAY BE SUBSTITUTED FOR INTERNAL SCREW SYSTEMS MIN. (3) #10 x 1 1/2" S.M.S. INTO SCREW BOSS 1' x 2' EXTRUSION 1-1/8" MIN. IN CONCRETE VAPOR BARRIER UNDER CONCRETE .ALTERNATE HOL-LOWiEIPRIGHT:�TO-:',BASETAND L�HO� L OIAIIUTI,TR—IGHT;LO BEAM DETAtL`�` SCALE: 2 ANCHOR 1" x 2' CHANNEL TO CONCRETE WITH 1/4" x 2-1/4"CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH ANGLE AT 24' O.C. MAX. MIN. 3-112" SLAB 2500 PSI CONC. 6x6-10x10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE HEADER BEAM (4) #10 x 1/2' S.M.S. EACH SIDE OF POST H-BAR OR GUSSET PLATE 2"x2"OR2'xWOR2'S.M.B. POST MIN. (4) #10 x 1/7 S.M.S. @ EACH POST 1' x 2' EXTRUSION 1-1/8' MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: 2' = V-0" ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER (PER TABLE) WITHIN 6- OF EACH SIDE OF EACH POST @ 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 'e' x 2" OR 2' x 3' POST COMPOSITE ROOF PANELS: #8 x 9/16" TEK SCREWS BOTH (4)1/4- x 4'.L4G BOLTS W/ SIDES 1-1/4" FENDER WASHERS PER 4'-0" PANEL ACROSS THE V x 2-1/8" x 1" U-CHANNEL OR FRONT AND 24" O.C. ALONG RECEIVING CHANNEL SIDES CONCRETE ANCHOR (PER TABLE) 1-118" MIN. IN CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 1 SCALE: 2" = l'-0" 1' x 2-1/8" x 1" U-CHANNEL OR 2" x 2" OR 2" x 3" POST RECEIVING CHANNEL #8 x 9/16' TEK SCREWS BOTH SIDES ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER (PER TABLE) WITHIN 6" OF EACH SIDE OF EACH POST @ 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE #8 x 9/16" TEK SCREWS BOTH SIDES 1"x 2-1/8" x 1"U-CHANNEL OR RECEIVING CHANNEL CONCRETE ANCHOR (PER TABLE) 1-1/8" MIN. EMBEDMENT INTO CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 2 SCALE: 2" = V-0" EDGE BEAM 1" x 2' OPEN BACK ATTACHED TO FRONT POST W/ #10 x 1-1/2' S.M.S. MAX. 6' FROM EACH END OF POST AND 24' O.C. FRONT WALL GIRT 1' x 2' OPEN BACK ATTACHED TO FRONT POST W/ #10 x 1-1/2' S.M.S. MAX. 6' FROM EACH END OF POST AND 24" O.C. ALTERNATE CONNECTION: '2) #10 x 1-1/2' S.M.S. 'HROUGH SPLINE GROOVES ;IDE WALL HEADER ATTACHED TO 1"x 2" OPEN ACK W/ MIN. (2) #10 x 1-1/T .M.S. 2" x 2" OR 2' x 3" HOLLOW GIRT AND KICK PLATE 2" x 2' HOLLOW RAIL POST ATTACHED TO BOTTOM W/ MIN. (3) #10 x 1-1/T S.M.S. IN SCREW BOSSES TYPICAL UPRIGHT DETAIL SCALE: 2' = 1'-0' PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST W/ INTERNAL OR EXTERNAL L' CLIP OR'U' CHANNEL W/ MIN. (4) #10 S.M.S. LLLL IDE WALL GIRT ATTACHED TO F 'x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW PURLIN, GIRT, OR CHAIR RAIL OSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO 'ONCRETE W/ 1/4"x2-1/4" :ONCRETE/MASONRY ACHORS @ 6- FROM EACH 'OST AND 24' O.C. MAX AND VALLS MIN. 1" FROM EDGE OF :ONCRETE TYPICAL & ALTERNATE CORNER DETAIL SCALE: 2" =1'-0" SNAP OR SELF MATING BEAM ONLY RISER PANELS ATTACHED PER ROOF PANEL SECTION HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-11T S.M.S. IN SCREW BOSSES 2'x2".2"x3'OR3"x2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. (3) #10 x 1/2' S.M.S. IN SCREW BOSSES 1' x 2" OPEN BACK BOTTOM RAIL 1/4" x 2-1/4" MASONRY ANCHOR @ 6' FROM EACH POST AND 24" O.C. (MAX) SCREW BOSSES SNAP OR SELF MATING BEAM ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 2" = V-0" O FOR WALLS LESS THAN 6'-8' FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-314" x 4" STRAP AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT O z_ w w a O 0 w m 0 O z It w w z 0 z w w O LL J Q a2 2O Z O c� X y } -1 Lu > W W °es 0 U M F=- -3 Z >- p UL) Q W U) Z M W =) LU Z_ W J Q c n rn r Z LL uJ — uj LL z m ii E LU O c xm O- w " " J 0 � ¢ 0 v m CD C j a° C U (D JoiO� o a m. rn LU cmt J 0 c-O� ti o s a H SHEET _J 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. 0 0 w 08-12-2010 OF i O z K w W z 0 z w z z m 1210 OSITE OR (SOLID] ROOFFASTEN ELLS (COLS MP EDGE BEAM N TYPE) (PER DETAILS IN SECTION 7 AND IAND O =U In 0 J W W 0 amxWZ IF KNEE BRACE LENGTH > j W W EXCEEDS TABLE 1.7 USE W = H z CANTILEVERED BEAM TO m O CONNECTION DETAILS m = ro0 w SCREEN OR SOLID WALL V (MAY FACE IN OR OUT) HOST STRUCTURE ROOFING 2•STRAP -LOCATE @ EACH POST, (2) 1/4" x 2• LAG SCREWS @ 24" O. C. (MAX.) EACH STRAP (2) #10 x 1/2" SCREWS USE ANGLE EACH SIDE FOR 2 x 2 TO POST CONNECTION WITH HOLLOW POST 1/4" BOLT @ 24.O.C. MAX. WITHIN 6" OF EACH POST FASTEN 2 x 2 POST W/ (2), EACH #10 S.M.S. INTO SCREW SPLINES 2" x 2" x 0.062" ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH LEG INTO POSTAND INTO HEADER 6" MAXIMUM PANS OR COMPOSITE PANELS PER SECTION 7 EDGE BEAM TABLES: 3A.1.1, 2 ® #� EXTRUDED ® OR SUPER 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 (a) FASCIA (WITH SOLID ROOF) SCALE: 2" = 1'-0" POST TO BEAM SIZE AND POST SELECT PER TABLE 3A.3 # OF BOLTS USE 2 x 3 MINIMUM (SEE TABLE 3A.3) CO W ROOF PANEL (SEE SECTION 7) BEAMS MAY BE ANGLED FOR tj - GABLED FRAMES _ ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL - FOR NUMBER OF BOLTS AND _ SIZE OF POST (SEE TABLE BEAM AND POST SIZES 3A.3) (SEE TABLES 3A.3) 1" x 2• MAY BE ATTACHED FOR POST NOTCHED TO SUIT SCREEN USING (1)#10 x 1-1/2' @ 6"FROM TOP AND BOTTOM AND 24" O.C. SIDE NOTCH POST TO CARRIER BEAM CONNECTION. SCALE: r = T-0" —_r---------- Cn _ W ROOF PANEL _ (SEE SECTION 7) 1-3/4" x 13/4" x 0.063" — — — — — — — — — RECEIVING CHANNEL THRU BOLTED TO POST W/ THRU BOLTS FOR SIDE BEAM ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL - _ (SEE TABLE 3A.3 FOR NUMBER FOR NUMBER OF BOLTS AND OF BOLTS) I Q SIZE OF POST (SEE TABLE - ® - 3A.3) BEAM AND POST SIZES (SEE TABLE 3A.3) 1" x 2• MAY BE ATTACHED FOR SCREEN USING (1) #10 x 1-1/2" @ 6" FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" =1'-W 2• x _" S.M.B. NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION U-BOLT HEADER OUGH POST AND ANCHOR ?) #10 x 3/4" S.M.S. @ 6" M EACH END AND @ 24" MAX BRACE EQUIRED "POST ALTERNATE 4TH WALL BEAM CONNECTION DETAIL z• x s•x 0.072' x o zza• BEAM SCALE: N.T.S. SHOWN 1-314" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL (SEE TABLE FOR LENGTH AND # OF SCREWS REQUIRED) WHEN FASTENING 2"xr THROUGH GUSSET PLATE USE #10 x 2" (3) EACH MIN. ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H32 ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi db = DEPTH OF BEAM ds = DIAMETER OF SCREW 2d. 2" x 6" x 0.050" x 0.120" UPRIGHT SHOWN t ryaz tit STRAP TABLE B SIZE SC S #!SIZE STRAP LENGTH 2' x 7" 4 912 1 2-W4' 2• x a' 4 2•xe' 2 x 10- [b)914 I1 NOTES: ` • 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 r 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" =1'-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 SHOWN MINI. #8 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-1/2- INTERNALLY INTERIOR BEAM TABLES: 3A,1.3 BEAM TO BEAM CONNECTION DETAIL SCALE: 2" = 1•-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 1-112" 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 314" w J ® SIDE FOR EACH INCH OF BEAM LONG NUMBER REQUIRED in a DEPTH LARGER THAN 3' EQUAL TO BEAM DEPTH w ~ ® IN INCHES o W ALTERNATE CONNECTION: o ® (1) 1-3/4" x 1-3/4" x 1-3/4' x 1/8' ® INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME INTERIOR BEAM TABLES: WALL W/ MIN. (3) 3/8' x 2" LAG 3A.1.3 SCREWS OR TO CONCRETE 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 TO WALL CONNECTION DETAIL SCALE: 2" = V-0" 2xs NOTES: 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 314" S.M.S.. 4. Bottom hinge to be mounted between 10 inches and 20 inches from ground. ITION SION MON MON 5. Top hinge to be mounted between 10 inches and 20 inches from lop of door. 6. If door location is adjacent to upright a 1" x r x 0.044" may be fastened to upright with #12 x V S.M.S. at 12" on center and within 3" from end of upright. TYPICAL SCREEN DOOR CONNECTION DETAIL SCALE: N.T.S. O z W w o. O 0 W m O O z K W z 0 z W of O J Q Z fn 20 Z O fq J LU J i W 5:W W °d o Ix U M -J Z >- O D U ~ FQ LU N Z 0) 2 W :3 W U) J Q It M W cD � LLuJ WLL� W Z x E .J O LL m qW > v m C U LL C � N 0 o n m rn a W �a o m r N m U # C m d � 0 G 1 I�- SHEET J 1�rV/// in 5 W OB-12-2010 OF o� ':0 � LL �o fm 30 8s z 0 0 w 0 0 N in z w w J a o_ to to rn 0 0 w 0 O U 7 z O J 5 to a 0 O LL ti 0 N n C©i ANCHOR ALUMINUM FRAME CONCRETE CAP BLOCK OR BLOCK (OPTIONAL) TO WALL OR SLAB WITH 1/4' x 2-114" MASONRY F'r— (1) #40 BAR CONTINUOUS ANCHOR WITHIN 6" OF POST AND 24" O.C. MAXIMUM (1) #40 BAR AT CORNERS AND 10'-0" O.C. FILL CELLS AND { KNOCK OUT BLOCK TOP RIBBON OR MONOLITHIC m ) COURSE WITH 2,500 PSI PEA FOOTING (IF MONOLITHIC ROCK CONC. DECK SLAB IS USED SEE NOTES OF m APPROPRIATE DETAILS) I� II 6 x 6 - 10 x 10 WELDED WIRE MESH 8" x 8" x 16" BLOCK WALL * 12• * (SEE NOTES CONCERNING FIBER MESH) (MAX. 32") (2) #40 BARS MIN. 2-1/2' OFF GROUND KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 1/4" = V-0" 'h' 'W N I 'x" 32" 12'141'-4" 40' 12' 48" 18' 56" 18" 60" 24" 72" 30' u u a i ALUMINUM ATTACHMENT CONCRETE FILLED BLOCK STEM WALL 8" x 8' x 16' C.M.U. (1) #40 BAR CONTINUOUS (1) #50 VERT. BAR AT CORNERSAND 'x' O.C. MAX FILL CELLS W/ 2.500 PSI PEA ROCK CONCRETE 8" x 12' CONCRETE FOOTING 10 �r . • . `T WITH (N) #5 BAR CONT. yy �c LOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes: 1. 3-1/27 concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceTM e3- (Formedy Fibermesh MD) per maufacturefs specification may be used in lieu of wire mesh. Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil •90% density. 2;tLocal code fooling requirements shall be used in of the minimum footings shown. Orange County footings shall be a minimum of 12" x 16' with (2) #50 continuous bars for structures / buildings over 400 sq. ft.. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 1/4" = V-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' = T-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 4.2) @ 6- FROM EACH SIDE OF POST AND 24' O.C. PERIMETER 114" 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" = V-D" 1/4" x 6" RAWL TAPPER THROUGH 1' x T AND ROW LOCK INTO FIRST COURSE OF —� BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1' WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4' S.M.S. STRAP TO POST AND (1) 1/4" x 1-3/4'TAPCON TO SLAB OR FOOTING ALUMINUM FRAME SCREEN WALL ROW LOCK BRICK KNEEWALL TYPE S MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4- (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) I (1) #5 0 BARS W/ 3' COVER (TYPICAL) BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/2" = 1'-0" (2) #5 BAR CONT. (2) #5 BAR CONT. 2' MIN. 12' TYPE III STEEP SLOPE FOOTING > 1'-10• Notes: 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psi. Bearing capacity of sail shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 2_ The slab / foundation shall be Geared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3-1/2" (4• nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type 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 ® Mesh, InForce"' e3"' (Formerly Fibermesh MD) per manufacturer's specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5_ If local building codes require a minimum footing use Type II footing or footing section required by local code. Local code governs. (See additional detail for structures located in Orange County, FL) 6. Screen and glass rooms exceeding 16'-0' projection from the host structure up to a maximum 20'-0' projection require a type 11 footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0' shall have site specific engineering. SLAB -FOOTING DETAILS SCALE 3/4' = V-D' 1- PER FT. MAX FOR 3.1/2- (TYP 1` 2'-0- MIN. ALL SLABS) BEFORE SLOPE I TYPEI TYPEII FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING 0-Y / 12" 2" / 12"- T-10• REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY BLOCK KNEE WALL MAY BE ADDED TO FOOTING (PER SPECIFICATIONS PROVIDED WITH APPROPRIATE KNEE WALL DETAIL) ALUMINUM UPRIGHT CONNECTION DETAIL (SEE DETAIL) 5d MIN 16" MIN. TOTAL 1�_ . /. 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH (SEE NOTES CONCERNING FIBER MESH) (2) #50 BARS CONT. W/ 3- COVER LAP 25" MIN. — 3-112' •�:I - • . � . //\//\%/\ MIN. 6 MILVISQUEEN VAPOR BARRIER IF AREA TO BE ENCLOSED —16" MIN. TERMITE TREATMENT OVER UNDISTURBED OR COMPACTED SOIL OF UNIFORM 95% RELATIVE DENSITY 1500 PSF BEARING Notes: 1. All connections to slabs or footings shown in this section may be used with the above footing. 2. Knee wall details may also be used with this footing. 3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. 4. Crack Control Fiber Mesh: Fibermesh o Mesh, InForceTM e3"' (Formerly Fibermesh MD) per maufacturor's specification may be used in lieu of wire mesh. MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY. FLORIDA EXISTING FOOTING (2) #5 BARS -DOWELED INTO EXISTING FOOTING W/ EPDXY 8- EMBEDMENT, 25" MIN_ LAP SCALE: 1/2" = T-W 8' I NEW SLAB W/ FOOTING -------------- TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING SCALE: 1/2" = V-0" TYP. UPRIGHT (DETERMINE HEIGHT PER SECTION 3 TABLES) #10 x 1-112" SCREWS (3) MIN. PER UPRIGHT TOP & BOTTOM (2) 1/4" MASONRYANCHORS (PER SECTION 9) INTO CONCRETE EXISTING WOOD BEAM OR _Z HEADER W 1/4" x 2" LAG BOLT (2) PER 0- POST af o_ O 1" x 2" TOP AND BOTTOM > PLATE SCREW Z-r. O.C. m O U Z w W W Z z Z W o: O LL EXISTING FOOTING ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL UNDER WOOD FRAME PORCH SCALE: 2" =1'-0" d J Q M Z CO Q 2 EO Z X rn } co 1 Z F- CO W W U M F=- --I Z i = U O Q W (J).Z U) W W U) J Q �m CO CO UmA r;k 2 N J ?E W u W ce 12- J O LL a = Q% t v . C ~ LL m m LJ ro 0 N _J m 0 a m m 1 H ui a 0 0 m w z S tC w i SHEET z t7 tu w w w o w z � m 08-12-2010 1 OF 12 UNIFORM LOAD r7t A B SINGLE SPAN CANTILEVER UNIFORM LOAD I I A B C 2 SPAN UNIFORM LOAD I a� A B 1 OR SINGLE SPAN UNIFORM LOAD 1 I 1 A B C D 3 SPAN UNIFORM LOAD L L l I A B C D E 4 SPAN NOTES: 1) I = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. ALLOWABLE BEAM SPLICE LOCATIONS 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" STAGGERED ON EACH �I� d-.50" d-.50" 1' MAX SIDE OF SELF MATING BEAM I PLATE TO BE SAME + + + + + + THICKNESS AS BEAM WEB .7.7 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 Size ds (In.) Edgeto Center 2ds n. Center to Center 2-112ds n. Beam Size Thickness n. #8._ 0.16 318 7/16 2" x 7-x 0.055-x 0.120— 1116=0.063 1F70 0.19 98 112 2"x 8' x 0.072"x 0.224' 1/8 = 0.125 #12 0.21 7/16 9/16 2' x 9' x 0.072' x 0.224" 118 = 0.125 714 or 1/4' 0.25 U2 5/8 2" x 9x 0.082- x 0.306' 1/8 = 0.125 5/16" 0.31 518 314 2' x 10' x 0.092" x 0.369' 1/4 = 0.25 " refers to each side of splice use for 2" x 4" and 2" x 6" also Note: 1. AU gusset plates shall he minimum SD52 H-32 Alloy or have a minimum yield of 30 ksL TYPICAL BEAM SPLICE DETAIL SCALE: 1' = VG' I 13 SELF -MATING BEAM (SIZE VARIES) ®® SUPER OR EXTRUDED GUTTER 2" x 2" ANGLE EACH SIDE I SELF -MATING BEAM POST SIZE PER TABLE 3A.3 THRU-BOLT # AND SIZE PER TABLE 3A:3 LOAD PER TABLE 3A.3 # AND SIZE OF CONCRETE ANCHOR PER TABLE 9.1 TRUFAST SIP HD FASTENER "r+1-1/2" LENGTH (t+1') @ 8' O.C. t+1-1/4' THRU-BOLT # AND SIZE PER TABLE 3A.3 BEAM SIZE PER TABLE 1.10 ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER J Q D Z fA Q2 z-O ZO r7 � J U) > W LU eZ5 0 of U M I=. --I Z >- p M Q ~ Q W N Z � LLI W Z_ IY- U) J a 0 z K w a- cr O w M O z z w w z 0 z w IY O LL a O C7 20 CO t, Z K 0 w lu v SHEET J O W W co W W Z m 08-12-2010 I OF 1210 Table 3A.1.1-110 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind trust at 110 MPH velocitv: usino dasian lead of 11 n srcc re7 4 wec _ . - - 2' x 2' x D.040' Hollow - --- ... _.._....� 2" x 3' x 0.045" Hollow ........-, 5 Hollow Load width f . t) 4 Max.Span'L'/(bending'Wordeflec6on'dj Load width fL () 4 Max. Span 'L'/(bending'be or deflection'dj 1&2 Span P 5'-10' d 3 Span P 7'-2' d 4 S an P T-4' d Max Canfllever 1'-1' d 1&2 S an P 8'-l' d 3 Span P 9'-11' d 4 S an P 10'-Y tl Max. Cantilever 1'-8' d 5 6 7 a 9 10 5'-5' d 5'-1' tl 4'-10' d 4'-T tl 4'-5' tl tl 5$' d 16'-3' d 5'-11' d 5'$' tl 5=6' d 5'-3" tl 6'-9" d 6'-5' d 6'-1 d 5-10' d S-T d S-5' d 0'-11' d 0'-11' d U-11' d 0'-10' d 0'-10- d 0'-9' 0 5 6 7 8 9 10 7:9 d T-1' d 6'-8' d F-9 d 5-2- d 5'-11' d 9'-3' d 8'$- d 8'-3' d 7'-11' d 7'-7' d T4' d 8'-17' d 8'-5' d 8'-1' d 7'-9" tl T$' tl d t'-3- d 1'-3' d 1'-2- d t'-1' tl 1'-1' d 11 12 2" x 3' z 0.060' W-2- 4'-2' tl "Ho tl Hollow 5-1' tl 4'-11' tl - d 5'-1' d 0'-9' d 0'-9' d 11 12 2" x 4" x 0.050" 5'-9' d 5'-T d Hollow 7'- I d 6'-71' tl T-0' b 6'-11- b 1'-1" d 1'-0' d Load Width (R) 4 Max. Span'U/(bending V or deflettlon W11 Load Width it ( ) 4 Max.Span'L'/(bending'b' or deflecdon'dj 1--Pa.] 8'-11' d 3 Span IVA" d 4Span 11'-3- d Max. Cantilever V-8- it 182 Span en 10'-T tl 3 S pan 1 13'-0' d 4Span 13',3' d Max. Cantilever 1'-11- it 5 8'-4' d 10'-3" d 10'-6- d V-6- d 5 9'-9' d I 72'-1' d 12'4" d 1'-9' d 6 T-10' d 9$d 940' d 5'' d 6 9'•9d 111' d 117" d 1'$- d 7 75' d-2 9d 4d 9' 1 7 8--d0'-9"d 11' -0d 1'-Td-4d B T-1' d 79" tl B'-11' d 1'4' d B 8'4' d W:Z tl -TO 'S- b 1'-6' d 9 6'-70' tl 8'-5' tl 8'-7 d 1'•3' d 9 8'-0" d 9'-11' d 9'-10- b 1'$- d 10 1 (F7 d 7-2- d 8'4" d 1'-2" d 10 T-9' d 9'-7- d 9'- b 1'-5- d 11 6'3" d T-11- d 8'-l' d 1'-2' it 11 7-6' d 9'-2- b 8'-1 r b 1'4' d 12 1 6'-2" tl T$' -d T-10' d 1'-2" d 12 7'4' d 8'-10' - -&6. b 1 1'4- d " x 2" X 0.045" Hollow . Load Width(fL) Max. Span Vilbending W or deflection'dj 1&2Span 3Span 4Span Max Cantilever 4 6'$' d 8'-1' d 1 6'-3" d 1'-2" d 5 6'-1' d 7'-W d T$' d T-l' d 6 5'-9' d T-I" d I T-2- it 1'-1' d 7 5'-5' d 6'$' tl 6'-10' d 7-11' d 8 5'-2' d 5S' tl &: d U-11- d 9 T 11' d 6'-2- d 6'-3- d 0'-11' d 10 4'-10- d 9-11" d 6'-1- d W-11- d 11 "" d Y-9' d 5'-11- d 0'-10- d 12 1 4'$' d 5'4 d 5'-9' d I 0'-10' d Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam Connection to the above spans for total beam spans. 2. Spans maybe interpolated. Table 3A.2110 Allowable Upright Heights, Chair Rail Spans or Header Spans 6005 TCI Under Solid Roof Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For 3 second wind trust at 110 MPH veleehve using d""tga ig i n rnev Sections Tributary Load Width 'W'=Member s ache 3'-0' 1 T-6- 1 4'-0" 4'$' 1 S'-0" 5'$" 1 6'-0' 1 6.6" 1 T-0' TS" Allowable Height 'H' bendin 'b' or deflection 'd' 2" x 2" z 0.040' Hollow 3"x2'x0.D45' Hollow 2` x 3' z O.M. Hollow 2" x 3' x 0.060- Hollow 2'x 4`x0.050' o ow 2" X 5" X 0.062 Hollow Y x 4' X 0.046 x 0,115' S.M.B. 2 x5 x0. 50 z0.135 S.M.B. 2" x 6' z 0.050 x 0:135' S.M.B. 2' x 7" x 0.057' x 0.135" S.M.B. 8'-7' b 9'4' b 10'-T b 13'4' b 2- 0 1&-B' b 15'-9' b 8'-11' 21'-11' b 26'-3" b T-11' b "' b 9'-10' b 12'S' b 11-10' 17'-3" b 14'-T b 17'$' 20'-0' b 2A'-W b 7'-5' b &-1' b F-2' b 11'-7" b 11'-1- b 16'-2' b 13'-7' b 16'4 18'-1 V b 22'-9' b 6'-11- b 7'-7' b 8'$' b 0'-11' b 10S b 15'-3' b 17-10' b 15-5 b 1T-10' b 21'-S b 6'-8' b T-3' b 8'.2- b 10'4' b 9-11 14'-5' b 12'-2' b 14-8 16'-11' b 20'4' b 6'4' b 6'-11' b T-10' b 9'-10' b 9-5 IT-9- b 11'-7' b 13- 1' 16'-Y b 19'4' b 6'-1' b 6'-T b 7'$' b 9'S' b 9'-1' 13'-2- b l l'-1' b 134 15'$" b 18W" b 5'-10" b 6'4' 6 T-2' b 9'-l' b 8'$' b 12'$' b 10'$' b 12'-10' b 14'-10' b T-10' 5'-T b 6'-1' b 6'-11" b 8'-9' b 6'-5' 12'-3- b 10'-3' b 4 14'4' b 5'S' b 5'-11- b 6'$' b 8'-5- b 6-1 1'-10' b 9'-11' b 1-11 3'-10- b ' 2"xB"x0.072"x0240S.M.B. x0.072 x0239 S. .B. x 9" x 0.082X 0.321 S.M.B 2" x 10- x 0.092" x 0.389" S.M.B. 32'-2' 3T-3' b 41 $" b S3'-11' d 2 -9'b 34-5' T1r-5b 51'-3- d 2'10"b 3 $ 35'-11' W-dd 26'3-b 05 33'-11' b 47'-2° d 24'-11- b 26-10' 32'-Y b 45'-1' b 23'-9-b 27'$' 30-8' b 42'-11- b 27-9-b 264'b 29'4'b 41'-2-b b 21'-10' b 25'3 28'3'b 17'-2' b 21'-0'b2"x9 244' b2" 27'-Y b 16'B Notes: 39'-Tb 38'-1" b 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.3-110 Town & Country Industries, Inc. TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #ISF 2'-0' 1 T-V I 4'-0' I 5'-0' 6--V Tributary Load Width I T-0" 1 8.0' 1 10--0' 1 12'-0' 1 14'-0' 1 16--0' 1 18--0- Hollow Beams Allowable Span I bending'b' or deflection'd' 2' x 4" x 0.050' 13'-3' dl 11' 7- dl 10'$' d W-9- ill9'-2- ill8'-9- . d 8'-4' d T-9- d T-0" d V-11' d 6'$' ill6'-0' d Sett Mating Beams Allowable Span'L' / bending'b' or deflectlon'd' 2' x 4' x 0.046' x 0.115- 14'-9' d 17-10' d 11'$- d 10'-10- d 10'-2- ci 9'$' d 9'-0' d&-T d W-1' di T$' d T-0' it T-1' d 2" x 5" x 0.050' x 0.135" 18'-2' d 15-11" d 14'S' d 13'-5' d 12'-7' d I1 A I" d 1 V-6' d 10'-8' d 10'-0' d 9-6' d 9'-1' d 8'-9' d 2' x 6' x 0.050" x DA35" 21'-4" d 18'$' d 16'-11' d 15-9" d 14'-9' it 14'-l' d 13' 5' d 12'$' d 11'-9' d 11' 2' d 10'$' it 10'-3' d 2" x 7' x 0.057" x 0.135" 24'S' it 21'4' d 194' d 1T-11' d 16'-11' d 16-t' d 16-4" d 14'-T d 13'-5* d 17-9' d 12'-2' d 11'-9' d 2" x 8" x 0.072" x 0.240' 30'-1- d 26'-3- d E710- d 27-2- d 20'-10' d 19'-9' d 18'-11' d 1T-T d 16'S' d 15-9' d 16-0- d 14'-S it 2" x 9" x 0.072" x 0239" 33'-1' d 28'-10' d 26'-3' tl 2474- d 27-11' d 21'-9- d 2D -10' d 19'4' d 16'-2' d 1T-0' d 16'-6' d 15-11' d 2" x 9" x 0.082' x 0.321" 35'-S d 30'-11' d 26'-1' d 25-1' d 24'-T d 234' d 22'4' d 20'-9' d 19'S' d 18'$' d 7T-9' d 1 T-D' d 2" x 10" x 0.092" x 0.389' 47'-1' d 35'-71' d 32'-T d 30'J' d 28'S' d 27'-1' d 25-11' tl 24'-0' d 27-7' d 21'$' d 20'$' d 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1.4-110 Town & Country Industries, Inc. 6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind nust at 110 MPH velocity: using design 1n"d of r I n elee Self Mating Sections "Tributary Load Width WP = Purlin Spacing 5-0' 6'-0' T-0' B'-0" 9'-0" 10'-0' 11'-0' 17.0" Allowable Span '12 / bending 'b' or deflection 'd' 2" x 4' x D.046" x 0.115- 14'$' tl 1 13'$' d 17-11' tl 1 17-5" d 11'-9' bl 11'-Y b 10'-B- bi 10'-2' b 2" x 5" x 0.05I "x D.135" IT-1 I" it 1 16'-11' d 1 W-1' d 1 S4- d 14'-9' d 14'-3' d 13'-9' b 13'-2' b 2' x 6' x 0.050' x 0.135' 21'-1' it 19'-10' d 1 W-10' d 18'-0' d 1T4' d 16'-6" b 151$' b 75-0' b 2" x 7" x 0.057" x 0.135" 24'-1' it 2Z-8- d 21'$' d 20'-7- d 19'-10- d 19--1- b 1 B'-3- b 17--S-b 2" x 8' x 0.072" x 0240" 29$' d 2T-11' d 26'S- d 25'-V it 24'-5' d 23'-7' d 27-10" it 22'-2' d 2" x 9' x 0.072" x 0239" 37$' d 30'-9' d 29'-2" d 2T-11' d 26'-10' d 25'-11' d 26-1" d 24'-3- b Y x 9' x U.§ x 0.321" 34'41' d 37-11' d 31'-3" d. 29'-11- d 28'-9- d 2T-9' d 25-11" d 26' 2- d 2' x 10' x 0.092" x 0.389' 40'-7- d 3W-2' d 1 36'-3' d 34'$' d 33'4" d 37-2' d 31'-2' d 30'4' d Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spami'may be interpolated. Table 3A.2110 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T$ For 3 second wind gust at 110 MPH velocity; using design load of 13.017/SF Sections Tributary Load width WY' = Pudin Spacing 3'-0"1 T-6' 1 4'-0' 1 4'•6" 1 5'-0" 5-0" 1 6'-0' 1 61-0" Allowable Height -H' / bending W or deflection 'd' 3" x 3" x 0.045` Fluted 9'-1' b 9-5' b T-10- bi T-5- b I T-0- b 6'$' b 6'-5' h 6'-Y b 5-11' b 5'-9' b 3" x 3" x D.050' Square 11'-2' b 10'4' b "' b 9'-1' b 6'-8' b 8'-3' b T-11' b T-T b T4' b T-l" b 3' x 3" x 0.093- Square 16'-0' b 14'-10' b 13'-11' b 13'-1' b 12'-5' b 11'-10' b 11'4' 01 10'-11- b 19-6" bl 10'-2' b 3" x 3" x 0.125' Square 19'-l' b 1T$' 13'$' h 17-11" b 17$' b 12'-1' b 4- x 4' x 0.125' Square 24'-9- b 9T-11' b 21--5' b 20'-2' b 19'-2' b 18'-3' b 1. Above spans do not Include length of knee brace. Add horizontal distance from upright tocenterof brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. Town & Country 6005 Indicator Mark (instructions. For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks - These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplffy the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country Will be provided to our pre -approved contractors once the materials are. purchased. TCI 6005 SELF -MATING ALLOY INDICATOI TCI 6005 HO d N O Z = LL d 0 r Zr g N Z3 w Z Q to O.[] O OK o� Q O n: LL in Ld z¢ �ic 30 ag Z ...I O Q f!) O Z W Z fn d o O fn N Z0 W m Z J W Z a f0 > D y m LL N a.O U C3 H Q O Z Z < 0 W co ZU OCD cc c W OJ J Cn u- QP. N V to CO m (O Z N J rNi m LL W ti W W X C m IZ O LL d m o n m c ti a'T o ro � jrro� In � LLI oL ID m m U O o m L L a J ~ �-117 1111 LLI XHEET Z CD Z W 8-110 Z w m OF 12 1 0 Table 3A.1.1-120 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans maybe interpolated. :.Table 3A.1.3-120 Town & Country Industries, Inc. 'TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3:second wind gust at 120 MPH velocity; using design load of 13.0 #/SF 2'-0' 3'-0' 4--0" 5--0` 6'-0' PTdbuta ad Width T-0' red1 10--0' 1 12'-0' 1 14--0- i Hollow Beams AllowableSpin' lbending'b'ordeflection'd' 2'�t4'X D.O50' 17-6' d 10'-01' d 9'-11' d 9'3' d 8'-8' d 6'3' dj 7'-11' di T4' d 6'-11' d 6'-7" dj 6'3' d b'-0' d Self Mating Beams Allowable Span 'I:I bending W or deflection'd' 2'z-4" x 0.046' x 0.115' 13'-11' di 12'-2" di 11'-1' d I 101-3' d 9'-8' d 9'-2' d 8'-9' d 1 8'-2' d T-8' di M. d 6-11' d 6' W d 2" x 5" x 0.050"x 0.135" IT-T d 15'-0' d 13'-8' d 17-8" d 11'-11' d 11'-4' d 10'-10' d 10'-1" d 9'-6' d 8'-11' d 8' 7' d 8'3' d 2' x 6' x 0.050" x 0.135" 20'-2' d 1T--T d 16'-0' d 14'-10' d 13'-11' d 13'3" ill 12'-0' d 11'-10" d I V-1' d 107 d 10'-1' d 9'-8- d 2' x 7" x 0.057' x 0.135" 2" x 8' x 0.072" x 0.240' 2" x 9' x 0.072" x 0.239 23'-1' d 28'-5' d 31'3' d 20'-2' d 24'-10' d 27"4' d 1&-4' d 27-T d 24'-10' it 15-11" d 29-11" d 27-0" d 15-11" d 19'-8' d 21'-8' d 15'-Y d 18'-9- d 20'-7' d[2�4%Z- 14tV d 1T-11' d 13'-0' d 16'-7-d 17.8' d 157' d 12'-1' d 14'-10- d 11'-6' d 14'-3- d 11'-1" d . 13'-6' d 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span Is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1.4-120 Town & Country Industries, Inc. 6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 120 MPH velnekv uslgg d"d"a wd ..f n n iucc Self Mating Sections "Tributary Load Width = Puriin Spacing For- I 6'-0' T-0' 8'-0' 9'-0' 10'-0' 1 11'-0' 1 12'-0" Allowable Span 'I: / bending 'b' or deflection 'd' 2' x 4" x 0.046' x 0.115' 13'-9' d 12-11" d 12'3- b 11'-6- b 10'-10' b 10'-3' b 9'-10- b 9'-5' b Y x S" x 0.050" x 0.135' 15-11' d 15-11' d 15'-2' d 14'-6' d 13'41' b 13'-3- b 12'-7- b 17-1- b 2" x 6' x 0.050' x 0.135' 19'-11, d 18--9' d 1T-10- d 16'-1 V b 15-11' b 15'-2- b 14'-5' b 13'-10' b 2' X T x 0.057" x 0.135" 27-9" d 21'-5` d 20'4' d 19'-6' d 18'-6' b 17'-T b 16'-9' b 16'-0- b 2" x 8' x 0.072" x 0240 28'-1' d 26'-5' d 25'-l' d 24'-0' d 23'-1' d 27-3' d 21'-5' b 20'-0' b 2' x 9' x 0.072'X 0239' 30'-11" d 29'-1' d 2T-T d 26'.5- d 25-5- d 24'.6- b 23'-4' b ZZ'-4' b 2' x 9' x 0.082" x 0.321- 33'-1' d 311 d 29'-7' d 28'-3" d 27-2- d 26'3- d 25'S' 2" x 10" x 0.09Y x 0.389" 38'-5' d 35-7' d 34'4' d 32'-10' d 31'-7' d 39-6- d 29'-6' d 26'-8' d Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.2120 Town & Country Industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans For Screen, Acrylic, or Vinyl Rooms and Under Solid Roof Aluminum Alloy 6005 T-5 For 3 second wind gust at 120 MPH velnckv using d,91 nvnar!oFqcn- TrJbutary Load Width 9M = Mem or SDacinci Sections 3'-0" 1 3'-0' W.G. 4'-0' S-0' 5'-6' 1 6'-0" 6'-6' 1 T-0' 1 T-6" Allowable Height 'H' i bendin 'w or deflecuon'd' Y x 2" x 0.040' Hollow ow -7 7'1' b T-5" b 6'-11' b 6'-6' D 6'-2' b &A 1' b 5'-8' b 5'-5' b 5'-3' &-0' b 3"x2`x0.045` rig; 8-8' b 8-0' b 7-6' b 7'-1' b i 6'-9 6'-5' b 6-2- b 5--11" b .b 5'-9" b 57" b 2" x 3" x uAmb- Hollow 9-10' b 9'-2' b 8'1" b 8'-7" b T-B- b 7'-3- b 6'-11" D 6'-8" - b 6'-5' b 6'-3- b 2' x 3" x 0.060" Hollow 12'-5' b 11'-0' b 10'-9' b 10'-2' b 9'-8' D 9'-2' b 8'-10' b B'-5' b 8'-2' b T-16- b 2" x 4" x 0.050 Hollow 11'-11' b 11'-0' b 10 4 b 9'-9' b 93' b 8'-10' b B-5' b B'-1' b 7'-10' b 7-6" b 2'x5"x0.062^ Hollow Ir4' b 16'-1" b IR:U b 14'-2' b 13'-5' b 2'-10' b 72'-3' b TT-10' b 11'-4' b 10'-11' b Y x 4' x 0.046 x 0.115" S.M.B. 14'-T b 73'-0' b 12'-W b TT- 11' b 11-4' b 0'-1 O' b 10'-0' b 9'-11' b 9'-7 b 9'3- b 2' x 5' X 0.050' x 0.135" S.M.B. 1T-T b 16'3' b 15'-3' b W-4" b 13'-T b 2-1'1' D 12'-5' b I T-11' b 11'-6' b 11'-1- b x 6" x 0.050 x 0.135` S.M.B. 20-4 b 8'-10 b 17'-8 b 16'-11b 15'-9 b 15'-0" b 14'-5- b 13'-10' b 13.4' b 2'-11' b 2" x 7" X 0.057" x 0.135" S.M.B. 24'-5' b 22'-7' b 21'-2' b 19'-11' b 18'-11- b 1 B'-0' b 1 T3- b 16'-7- b 75'-71- b 15-5- b Y x 8" x 0.072" x 0240" S.M.B. 29'-11" b. 27'-0' b 25'-11' b 24'-5' b 23'-2' b 22'-1' b 21'-2' b 20'-4' b 19'-7' b 1 B'-11- b 2" x 9 x D.07Y X D.239' S. .B. 34'-8" b 32'-1' b 30'-0' b 28'A 26'-10 b 25'-7 b 24'-6' b 23'-0' b 27-8 21-1 2' x 9' x 0.082' x 0.321" S.M.B.. 38'-0' b 35'-10' b 33'$' b 31'-T b 29'-11" b 28'-7' b 27'-4' b 26'3' b 25'-4' b 24'-5' b 2- X 10" X 0.092' X 0.389' S.M.B. mas- 51'-5' d 48'-10' d 4b'-9- d 44'-3' b 41'-11- b 41F-W b 38'-0' b 36'-10- b 35'-6' b 34'-3' b 1..Above spans do not include length of knee breve. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans maybe interpolated. Table 3A.2120 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 Fora second wind gust at 120 MPH velocity: using daslon Inad of is trip Sections Trihuta Load Width Ny' =Pudin Spaeing -3'-0' 3' fi' 4'-0' 4'-6' S-0' S-0' 6' O 6'-6' 1 T-0' I Tfi' Allowable Helght 'W / bending W or deflection'd' 3" x 3" x 0.045" Fluted 8'-5' b T-10- b T-4- b 6--11' b 6'-6' b 6'3' b 5-11' b 6-9" b 5'-6' b 5-0' b 3- x 3" x 0.060' Square 10'-5' b 9'-7- b 6'-11' b 8'-6' h 8'-0- b T-8' b T-4- b T-1- b 6'-10- b 6'-7' b 3" x 3' x 0.093' Square 14'-11' b 13'-10' b 12'-11' b 12'-2' b 1 T-T b 11'4r b 10'-T b 10'-Y b 9--9- b 9' 5- b 3"x3'x0.125' S uare 1T-9' b 16'-6' 13'-9- b 13'-2- b 12'7- b 17-1' b 11--W b 11.3- b 4' x 4' x 0.125' Square 23'-0' b 21'4' b 19'-17' b 16'-9' b 1T-10' b 16'-11' b 1.... 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. Town & Country 6005 Indicator Mark (instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING _ ALLOY INDICATOR TCI 6005 HOLLOW ICATOR J a In cc Z Q G � 0 0' ur ill y } W WZ > W to 2 U LL LL J U Qcli Z Q W co W Zcc U O fA U J W Q in d m O O V CO Z O J 5 to a 0 Of- 0 a N Jv a 01 1S Z L C w SHEET z CD z w 8 W . ■20 W m 12 06-12-2010 OF Table 3A.1.1-130 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 130 MPH velocity: using design load of 15.0 BISF (RG 6 wsP f- u - 2' x 2" x 0.040" Hollow _ - - - 2" x 3' x 0.045" Hollow-- .-- .-•N _-••• ."-_., Load Width (R) 4 Max. Span'L'/(bending'b' or deflection'dj Load Width (ft.) 4 Max. Span'L'/(bendinei V or defleetign'd� 1&2 Span 5.9' d 3 Span 1 6'-5' d 4 Span 1 6.7' d Max Cantilever 0'-11' d 1&2 Span T-3- d 3 Span P 8'-11- d 4 Span P 9--2- d Max. Cantilever 1'-5- d 5 4'-10- d 1 5'-11" d 1 6'-1' d 0'-11- d 5 6-9- d 8'-4' d 8'-0' d V-3- d 6 7 B 9 10 11 4'-7' d 4*-4' d 4'-2' tl 3'-11' tl 3'-10' 0 3'-9' d &-8' d 5'4' d 5'-1' tl 4'-11' tl 4'-9' tl 4'-T tl 5'-9' d 5-6' d S-3' d 5'-0' d 4'-10' d 4'-8' b 0'-10- d 0'-10' d 0'-9' d 0'.9- tl - 0'-9' d 0'.9' d 6 7 6 9 10 11 6'4' d 6'-D' d S•9' d 5'-T d 5'-0' d 5'-Y d 7-10" d 7'-5' d T-Y d 6'-10' d 6'-T tl 6'-5' b0'-11' 8'-0" tl 7'-7' d 7'-3' b 6'-10- b 6'-6' b T: d 1'-2' d 1'-1- d 1-1- d d 12 2" x 3" x 0.060" 3'-7' d Hollow 4-6' d 4-5" b "' d 12 2" x 4- x 0.050" 5'-1' d Hollow 6-2- b S-11" b 0' Load Width (ft.) () 4 Max. Span 'L'/(bending'b' or den action 'd') Load Width iL () I Ma Span 10(bending'b' or deflection'dl 182 S an P 8'-1' d 3 S an p 1 9'-01' d 4 S an P 10'-2" d M- Cantilever V-6' d 1&2 S an P W-6- tl 3 S n 1 11--9- d 4 Span p 11--11- d Max. Cantilever d 5 7'S' d 9'J' d 9'-5' d 1'-5" d 1 5 8'-10' d 10' 6 T-1' d 8'-0' d 9-11' d 1'-4- d 6 8'-4" d 10'-3' d 10'-4' b 1'-7' d 7 6'-8' d B'-3- d 8'S' d 1'-0' d 7 -7-11 -'d d 9'-9' d 9'-7" b V-6' d 8 6'-5' d T-11' tl B'-1' d 1'-3' d 8 T-6- d 9'-3' b 8'-11' b 1'-5' d 9 6'-Y d T-T tl 7'-9" d 1'-2" d 9 T-3' d 8'-9" b 8'-5- b 1'-5- d 10 5'-11- d 7'4d 75' d 77-2- d 10 6'-11' d 8'-3- b T-11' b i d 11 5-9- d 7-1' d T-3- b 1'-7' d 11 6'-9' d T-11- b T-T b 1'3' d 12 " x 2" x 0.045" 6-7" tl Hollow 6'-11" d 6'-11' b 1'-1" d 12 6'-7- d T-T b T3' b 1'3" d Load Width (fL) Max.Span'L'/(bending'b'or deflection'dj 1&2 Span 3 Span 4 Span Max. Cantilever 4 5'-11' d 7'-3' d T•S d 1'-1' d 5 5'S" d 6'-9' d 6'-11- d 1'-0- d 6 5-2' d G-4' d F-6- d 0'-11' d 7 4'-11" d 6'-7' d 6'-2' d 0'-11' d 8 4'-8' d 5'-9' d 5'-11" d 0'-11' d 9 4'-6' d 77' d 5'-0" d 0'-10' d 10 4'4" d 9- tl 5'S" d 0'-10" of 5'-1d 5'4' d 010' d • 12 4'-1" d 5'-1' d 5'-2" d 0'-9' d Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Tattle 3A.2130 Town & Country Industries, Inc. 6005•TCI Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For3second wind oust at 130 MPH v"t.vdw• .."t..,. d""r..., r""a ,a 4 a n face Sections Tributery Load Width 'W'=MemberSpacing T-0' 1 3'-6' 1 4'•0" AI owable 4'-0" 15-0' Haight H' I b... inQ S'-6' D or-Runcuon 1 6'-0" 67-6' T•0" Tfi' w 2"x2"x 0.040" Hollow T-3" b 6'-9' b F4' b 5'-11'. b 1 5'S' b 5'4' b 5'-2' b 4'-9' b 4'-T b 3^x'2'x 0.045' Hollow T-11' b 7'4' b 6-10' b 6'-6' b 6'-2' b 5'-10' b 5--7- b S-2' D 5'-0' b 2 St3x0.045 ollow 9-0' b 84- T-10 b 7 b 6-11 6-8' S4' 6-11 5'S' 2'.x=3' x 0.060- Hollow 11'4' b 10'-0' b 9'-10' b 9'-0' b 8'-10' b 8'-5' b B'-0' b 7'-5'b T-Yb 2" x 4-x 0.050- Hollow 10'-11' b 19-1" b 9'-5' b 8'-11' b e-5'b 8'-0" b T-8' b RT-9" T-1' b 6'-11- b 2" x 5" x 0.062" Hollow 15'-10- b 4'-0'b 13'-9- b 7-11- b 12'-0' b I V-8' b 11'-3' b 10'-5' b 10'-0' D 2" x 4- x o.046 z 0.1155 S.M.B. 13'4" 1 4 b 11-T b 0-11 10'4" b 9'-10' b 9'-5 b8-9 b 6'-5"2' x 5' x 0.050' x D.135' S.M.B. 16'-1 ° b 14'-10' b 1T-11' b 13'-1' b 12'-5- 1'-10' b 11'4 b 10'-6' b 10'-2' b 2" x 6' x 0.050' x 0.135" S.M.B. 78'-T b 1T-0" b 16--1- b 15.2- b 14'-5' b 73'-9' b 13' 2' b 72 W b 12'-Y b 11'-9- b 2 x7 x0. 57 x0.135' S. 4 205' 194 18-2' 17'-3' b 165' b 15-9' b 15'-2 lT-T 4-1 b 2' x B' x 0.072' x 0240' S.M.B. 2T4" b 2&-3 b 2X-8' b 224' b 21'-Y b 20'-2' b 194' b 7 B'-7' . b 1 T-11' b. 17'-0' b 2" x 9-x 0.072" x 0.239' S.M.B. 3' b 29'-3. b 27'-5 b 25'-10' b 24'S- b 234' b 22'4' b 21'-6' b 20'-B' D 20'-0' b 2' x 9- x 0.082- x 0.32 " S.M.B. 35'4' b 375' b 30'-7' b 28'-10' b 27'4' -F 26-1' b 24'-11' b 23'-11" b 23'-1" b 274" b 2 x xD.092 x03B9 S.M. 48-5' 45'-10' b 42'-10' b 40'S' 384' b 365' - 34'-11' b - -7 37-5' 31'-0' b 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 Town & Country Industries, Inc. TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #ISF -2--0" 3'-0- 4'-0' S'-0" 6'-0" Tributary Load Width T-0' 8'-0' 12'-0" 1 14'-0' 1 16--0" 1 18'•0- Hollow Beams Allowable Span'L'/ bending'b' or deflection'd' 2- x 4- x 0.050" 11'-11- d 10'-5' d 9'S" d 8'-10" d 8'•3' d T-11' d T5' d 6'-11' d 5'-7' di 6'-3' dj 5'-11' dl 6-9- d Self Mating Beams Allowable an 'L' / bending 'b' or deflection'd' 2" x 4" x 0.045" x 0.115" 1T-3" dfll'�7'd 10'-0' d 9'-9' d 9'-2" d 8'-g- d 8'4" d T-9' d T4- d 6-11' d 6.8' d 6-4'2"x5'xO.OSD'x0.135' 1G-S dd 13'-0' d 77-1' d 11'4- d 10'-10- d 10'4'd 9'-7" d -9'-0' d 8'-T d 8'-2' d T-11" d 2' x 6' x 0.050" x 0.135" 19'-3' dd 15'-3- d 14' 2- d 13'-4' d 12'-8' d 17-1' d 11'-3' d 10'-T d 10'-1' d 9-T d W-3' d 2' x 7" x D.057" x 0.135" 21'-11' dd 1 T-5' d 16'-Y d 15-0'd 14'-6- d 13'-10' d 12'-10' d 12'-1" d 11-6' d 10'-11' d 10'-T d x0.072'x 0.240' Nff 2T-1- dd 21'S" d 19'11"d 18'-9- d 1T-10' d 1T-1- d 15-10- d 14'-11- d 14'-2- d 13' 7- d 13'-0' d x x 0.239" 29'-10' d 23'-W d 21'-11' d 20'-8' d 19'-8' d 18'-9' d 17'S' d 16'-5- d 15-7- d 14'-11- d 14'•4- d 2'x 9'x 0.062'x D.321".31' 111" d 254' d 23'S' d 27-Y d 21'-0' d 20'-l' d 18'-8' d 1T-T d 16'-W d 15-11- d 15-4-2" x 10" x 0.092" x 0389" 3T-1" dd 2g'-S d 2T�' d 25-8' d 24'-5' d 234' d 21'S' d 20'-5' d 1W-4' d 18'-6' d 1T-10' d Notes: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind .load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. S. Spans may be interpolated. Table 3A.1.4-130 Town & Country Industries, Inc. 6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 130 MPH velocity; using design load of 15 D #ISF Self Self Mating Sections Tributary Load Width'VY' = Purl Spacing 5' T-0' Irv9'-0" 10'-0' 1 11'-0- Allowable Span V bending W or deflection'd' 2' x 4- x D.046- x 0.115- 13'-l' d 1 12'4' d-11'-5" b I 10'-V b 10'-l' b 9'-T b 9'-l' b 8'-9- b 2' x 5' x D.O50" x 0.135' 16'-2- d 15-3- d 14'-6" d 13'-9' b 12'-11- b 12'4- b 11'-9" b 11--3- b 2' x 6' x 0.050' x 0.135' 18'-11' d 1T-10' d 16'-10' b 15'-9' b 14'-10" b 14'-1' b 13'-Y b 17-11" b 2' x 7' x 0.057' x 0.135' 21'-9" d 20'-5' d 1 W-5' d 18'-3' b iTJ' b 16'4" b 15'-T b 14'-11' b 2" x 8" x 0.072" x 0.240" 26'-9' d 25'-2' d 23'-11' d 27-11' d 27-0' d 20'-11' b 19'-11- b 19--l' b 2' x 9' % 0.072' x 0.239' 29'-5' d 2T-8' d 26'4' d 25-Y of 24'-0' b 22'-9" b 21'-9' b '-1' b 2' x 9" 1i 0.082" x 0.321- 31'-T d 29'S' d 28'-Y d 26'-11' d 25-11' d 25-0" d 24'-1' b �-'�Io b2' x 10" x 0.092' x 0389" 36'-T d 34'-5" d 37.8- d 31'-W d 30'-1' d 29'-0' d 2B'-Y d T' d 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.2 130 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 130 MPH velocity: using design Inad of 1a_D tusF Sections - Tributary Load Width'W - Pudin Spacing 3'-0- 3.6- 4'-0' 4'-6' 1 5--0- 5'-0' 1 6'-0' 1 6'-6' 1 T-0' 1 T-0" Allowable Height 'H' / bendin 'b' or deflaction'd' 3" x 3' x 0.045" Fluted T-8' b T-2' b 6'-8' b 6'4' b 5-11' b 5'-8' b 5-5' b 5'-F bi 5-1' b 4'-10" b 3" x 3' x 0.060" Square 9'S' b 8'-g' b 8'-2' b 7-9' b I T4' b 6'-11' b 6'-6' b 6'-5' bl 6' 2' b 5-11" b 3'x3-x 0.093" Square 13'-7- b 17-7' b 11'-10'b 11'-7' b 19-T b 10'-1' b 9'-8- b 9'-0' b 6'-11- b 8'-T b 0.125' S uare 16'-3" b 15'-0' b 14'-1' b 13'-3' b 17-7' b 11'-11' b .11'S' b 11'-0' b 10'-8- b 10'.3' b x 0.125' Square 20'-11" b 1 W-5" b 18'-2' b 1T-2' bl 16'-3' b 15-0' b 14'-10- h 14'-3- bl 13'-9- b 1 13'J' b 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. Q (A D Z Q � � MO Q' m y } W W Z 06 W W U_ g J LL H } a 0 Z Q C) a W co :3 W Z o _Z U O C U J W :3 W W m a I.- 0 of It U) m W CEO Town & Country 6005 Indicator Mark Z ED r- rn 2 (Instructions For Permit Purposes) W J C, To: Plans Examiners and Building Inspectors, of OLL LL W - uj m x E p W c 08 LL D_ wo These alloy indentification marks have been provided to a contractors and yourself for permitting purposes. The details below O o m illustrate the alloy indentification marks and the location of such marks. W C a Y These alloy marks are used solely for our 6005 extrusions. It is e U c`c, [- C'D ultimately the contractors responsibility that they receive and use only W a0 m a 6005 alloy shapes when using this engineering. We are providing this y N m t document to simpi(fy the indentification of our 6005 alloy materials to O W as X n be used in con)uction with our 6005 engineering. -3 (D A separate signed and sealed document from Town & Country w 0 c N r Will be provided to our pre -approved contractors once the materials are V m purchased. J F TCI 6005 SELF -MATING ALLOY INDICATOI TCI 6005 HO d Z O F W W o a o Ui N W Z y Z W Z Z m W ui W O Q. Q. W y m g 0 o LL N O W Z O O 1 U co O g Z p W -1 a to to a o � it O W LL o ~ N � I W W EET Z a Z W 8-180 Izz W m 0 1 OF 12 g Table 3A.1.1-140 Town & Country Industries, Inc, 6005 TCI Allowable Edge Beam Spans -Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 140-182 MPH velocity; using design load of 17.0 ltISF (65.7 NSF for Max. Cantilever) 2" x 2" x 0.040' Hollow 2" x 3" x 0.045" Hollow Load Max.Span'L'/(bending'b' or deflection'dj Load Max.Span 'L'/(bendIng'b; or deflection'dl Width (fL) 1&2 Span 3 Span 4 or CaMil var Width (ft.) 182 Span I 3 Span I 4 Span --span rr(oenaing W or collection 'd') 1 Load 1 Max. Span 13(beni ing'b' or deflection 'd') Width (fL) 1&2 Span 1 3 Span 1 4 Span M-' Width (fL) 1&2 Span 3 Span 4 Span Maz' Cantilever P ram" ...._. Width (ILI 11&2 Span I 3 Span I 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. Spansmaybe interpolated. Table 3A.1.3-140 Town & Country Industries, Inc. TCl $005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For3second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #/SF - Hollow Beams 7-0" 1 3'-0" 4'-0' S-0' 6'-0" Allowable Span Tribute Load Width T-0". 8'-0' 7D'-0"1 12%0" 14'-0" / banding -W or deflection'd' 2'x4"-x 0.050' 11'-V d I 1r-0' dl 9'-1" d 8'•S d T-11' d T-T d T-3' dl 6'11' dl 6'-4' d F-11' di S-9' di 5-5- b SaILMating Beams Allowable Span 'L' / bending W or deflection'd' 2"•x,4' x 0.046" x 0.115" 12'-9- di 11'-1' d 1 10'-1- it 9.5' di 8'-10- d 8.5" d 8'-W d TS' d T-0' d 6'-8' d 6'-4* ti S'-11' 2'xW x 0.050' x 0.13S' 15-9' ill 13'-9' d 17-V d 11-T d 10'-11" d 10'4- d T-11' d 72' d 8'-0' d 8'-3- d T-10' d T-T d 2' x 6' x 0.050' x 0.135' 18'-S" d 1 CA' d W-8' d 13'-T d 17-9' d 17-2' d 11'-T d 10'-9' d 10'-2- d 9'-8- d 9'-0' d 8'-9' 2" x 7' x 0.057" x 0.135" 21--l' d 18'-5' d 16--9- d 15.6- d 14'-7- d 13'-11' d IV-3- d 12'4- d 11'-T d 11'-0' d 10'-T dfl14 2" x 8' x 0.072" x 0240" 25-11" d 27-8- d 20'-8- d 19'-2- d 18'-0' d 1T-1- d 16'4- d 15-2- d 14'4- d 13'-T d tY-11' d2" x 9" x 0.072' x 0239- 28'-7" d 24'-11- d 22'-0' d 21'-1' d 19'-10" d 18'-10' d 18'-0' d 16'-9' d 15-9' d 14'-11' d 14'4- d2" x 9' x 0.082' x 0.321" 30'-0' d 26'-9'd 24'4- d 22-T d 21.3- d 20'-Y d 19'4" d 1T-11' d 15-10- d 16'-0' d 154- d2"x10'x0.092"x0389" 35 W d 31'-0' d 28'-2- d 26'-Y d 24%8- d 23'-5- d 22'S d 20'-9' d 19'-T it 18'-T d 1T.9' d 1. Was: It Is recommended that the engineer be consulted on anymiscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. - 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be Interpolated. Table 3A.1.4-140 Town & Country Industries, Inc. 6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T.5 Self Mating Sections V Tributary Load Width W = Pudin Spacing 5'•0' 1 6'-0' 7'-0' B'-0' 9'-0- 10'-0" 11'-0" 1 12'-0" Allowable Span'L' / bending V or deflection 'd' 2' x 4" x 0.D46" x 0.115' 12' 7" d 11W' b 10'-9" b 10'-1' b 1 9'-0' b 8'-11' b 8'-7- b 6'-2- b 2' x 5' x 0.050" x 0.135' 15'-6' d 14'-7' d 13'-10' b 12'-11' b 12'-2- b 11'-7' b 11'-T b 10'-T b 2' x 6' x 0.050' x 0.135' I W-3" d 17"A" b 15-10' b 14'-10' b 13'-11' b 13'-3' b 12'-8' b I Z-1' b 2• x 7" x OAR" x 0.135' 20'-10' d 19'-T d 18'�' b 1T-2' b 16'-2' b 15-4' b 14'-8' b 14'-0' b 2" x 8' x 0.072" x 0.240' 26-8" d 24'-2' d 2Y-11" d 21'-11' d 20'-9' b 19'-W b 18'-9' b 1T-11- b 2" x 9" x O.D72' x 0239' 28'-3- d 26'-T d 25-3- d 23'-11- b 22'-T b 21'-S b 20.5- b 19-6. b 2" x 9' x 0.082' x 0.321" 30'-3' d 28'-6' d 27'-1' d 2&-10' d 24'-10' it . 23'-9' b 22'-8" b 21'-B' b 2" x 10" x 0.092" x 0.389' 35-1' d 3 -O d 31'4' d 30'-0' d 28'-10- d 27'-1 D' d 26`40- b ' 25-8' b 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2 Spans may be interpolated. Table 3A.2140 Town & Country Industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 Tributery toad Width 'W'=Members acin Sections 3'-0' 3'-6" fSa-0" R4'-0J 5'-0' S'-6' 6'-0" 6'-6' T-0' T-6- towable ei t 'H'I bandin b or deflection "a' 2" x 2" x 0.040" Hollow 6'-9' b 6'-3" b 5'-70' D 5'-6' b 5'-3' b 4'-11' b 4'-9' b 4'-7' b 4'-5- b 4'-3' b 3"x2"x0.045" Hollow 7-4- b 6'-9' b 6'4' b 5'-11" b 5-0' b S-5' b Y70 b 4'-/1" b 4'-10' b 4%6- b 2.x3-x0045" Hollow 8-4' T-9' b ,7Z3^ 6-1Dr b 6'-5 b 6'-2 '-11' b 578' S'-5 b 53' 7x 3" x 0.060" Hollow 10'-0' b 9'-9' b 9'-1' b 1 8'-7' b B'-T b 776' b T-5' b T-2- b 6'-11' b 6'-8- b Y x 4- x 0.050' Hollow 10'-1' b 9.4- b 8'-9- b 8'-0" b T-10' b 7'-5' b T-1' b 6'-10' b 6'-7' b 6'-4' b 2" x 5" x 0.062` Hollow 14'-8' b 13'-7' b 12'-9' b 11'-11' b I f-4 b 10'-10- b 10'-S b 11" b 9'-7" b 9'-3' b 2` x 4" x 0.046 x 0.115" S.M.B. 12'-4 . b 11-5 10'-W b 10'-1' b 9-7" b 9'-Y b 7-9- b 87' b 8' 1- b T-10- D 2" x 5' x 0.050' x 0.135" S.M.B. 14'-10' b 13'-9' b 2'-te' b 12'-2" b 11'-0' b 70'-11" b 10'-6' b 10'-1' 9'-g- b 9'-5- b 2" x 6" x 0.050" x 0.135' S.M.S. 17'-3" b 75'-1 r b 4-1'1' b 14 T b 13'-4' b 12'-9' b 12'-Y b 11'-8" b 11'-3' b 10'-11. b 2 x7 x0.057"x0.135" S.M.B. 2 -8' 19'-1' b 17-10 b 16'-10' 15-11' b 15'-3" 14-7' 14-0R 13-6' 13'-l" b T x 8" x 0.072' x 0240" S.M.B. 25.3' b 23'-5' b 21'-11' b 20'-B' b 19'-T b 18'-8' h 17'-11- b 1 T-216-7' b 75'1 V b 2" x 9' x 0.072" x 0.239" S.M.B. 29-3" b 2T-1' b 25'-4' D 23'-77' b 22'-0' b 21'-8' b 20'-8' b 19'-119'-2- b 18'-6' b 2"x9'x0.082" x 0.321" S.M.B. 32'-8- b 30'-3' b 26'4" b 26'-8" b 25'4" b 24'-2"b 23'-1' b 22'-22'-5" b 20'-B' b 2-x10`x0.092 x0.369" S.M.B. otes 45-10 42-5' 39'-8' b 37-5- b 35'-6" 33-10' b 32'.5- b 31-1' b 29-11' b 26'-11' 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.2140 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6gS3 T-6 Fnr 1 ¢nrv,nd .wind ....". ... �w2�¢n •ee,u .._.__.-_ _._ Sections V Trbutary Load Width'W'=Pur6n Spacing 3'-0' 3'-6' 4'-0' 44i' 5'-0' S'-0' 6'-0' 6'•6" T-0' 7'-6• Allowable Height 'H' / bending'b' or defIectlon'd' 3" x 3" x 0.045" Fluted T-2' b 6'-T S-10- b 5'-6' b 5'-3- lit5'-l' b 4'-10' b 4'4' b 4'-6' b 3" x 3" x 0.060' Square-1 T-2' b 6'-10' b 6'-6' b 6-2' b 5'-11' b S-9' b S-T3'x 3' x 0.093" Square 12'-T b 11'-8' Eb 10'4' b 9'-9' b 9'4" b 0'-11' b 0'-7 b 8'-0' b T-11' b 3- x 3" z 0.125" Square 15-0' b 1TA I' 12'-3- b 11'-8' b 11'-1' b 10'4r b 10'-3' b 9'-10' b 9'-6" b 4" x 4- x 0.125' Square 19'-5' b 17-11' b 16-10b 15'-10' b 15'-7' b 14'4- b 13'-9- b 1 T 2- b 1Y-9' b 12'4- h 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. Town & Country 6005 Indicator Mark (Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING _ ALLOY INDICATOR TCI 6005 HOLLOW CATOR m� E Y W� �o? z Q $ m to y OQ m 00 K <ur z¢o 30 oD vg "J a � z M Z Z fn < w o Q O ii N It- Z O W E) af m Z J 2 W ❑ Z a N> � 0)` ❑ J " H } _ LL 0 �0 0 (- Q U) Z QLJJ Z o co W Z Z O c U) W O J U) Q aL A 0 N m (D � 2 N m J m m LL Lu Z m't E W O co x 0 c m a O LL n a) C o I'_m C ~ a v ui a)j o r rn LLI 05 omr to C 'U c 0 � a m J ~ 8-140 OB-12-2010 I OF 1.2 0 REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS/RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1' DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING 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 NSTALL NEW 48" OR 60" \UGER ANCHOR PER RULE 5C @ EACH NEW PIER. VSTALL 1/2" CARRIAGE BOLT 'HRU PERIMETER JOIST AND !TRAP TO NEW AUGER iCHOR ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = V-0' "AEMOVVE VINYL SIDING AND ':SOFFIT ON THE WALL AND 'rIN$ALL-SIMPSON CS-16 COIL "STRAP OR EQUAL FROM '.:T RUSS'hRAFTER TO BOTTOM F'4O116LE TOP PLATE JOIST @EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME NAIL STRAP W116d 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 V O.C. EDGES AND 17 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) BEAM SPAN USE W/2 FOR BEAM SIZE) SEE INTERIOR BEAM TABLES AFTER COMPUTING LOAD WIDTH LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED KNEE BRACE (SEE TABLES 3A.3) LENGTH IT TO 24- MAX. ALL FOURTH WALL DETAILS POST SIZE (SEE TABLE 3A.3) MAX. POST HEIGHT (SEE TABLES 3A.2.1, 2) TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A MOBILE / MANUFACTURED HOME SCALE: 1/8" = V-0' Table 3A.3 Schedule of Post to Beam Size # Thm-Brits ,.,,mmum per ceam may oe nsea as minimum knee brace Knee Brae I Mln. Len th I Max Len 2•x2' 1'-4- 7.0• rxr ram' z'-o• rxr 1'-0' 2' 0' rx3- 7-6- 2'x4' 1'fi- 3•-0- STUD WALL OR POST RIBBON FOOTING SCALE: 1/2' = 1'-0' Minimum Ribbon Footing Wind • Zone #I Sq. FL x Post Aneho @ 46' O.C. 1OD-123 +10 -14 1'-0' ABU 44 finchors SPO.C.130-140-1 +30 -17 1'-0' ABU 44 SPO.C. 140-2-150 +30 -20 FF ABU 44 SPH4 @ 48' O.C. Maximum 16' projection from host structure. For stud wafts use 12' x 8' L-Bolts @ 48. O-C: and 2- square washers to attach sole plate to footing. Stud anchors shag be at the sole plate only and cob strap shall lap over 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 channel to roof #10 x (r+12') SMS #10 x (r+1/2') SMS #10 x (T•+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 @ a- O.C. 1 @ 6- O.C. 114' x 1-12" lag 1/4' x 1-12' lag 3/8' x 1-12' lag Receiving channel to 1 @ 6' from each end of 2 @ 6' from each end of 2 @ 6' from each end of wood deck at front wall. receiving channel and receiving channel and receiving channel and 92 pine or p.tp. framing 1 @ 24- O.C. 2 @ 24- O.C. 2 @ 24- O.C. 1/4' x t-12' Tapmn 1/4' x 1-12' Tapmn 318' x 1-12' Tapmn Recceving channel to 1 @ 6' from each end of 1 @ 6' from each end of 2 @ 6' from each end of concrete deck at front wall. receiving Channel and receiving channel and receiving channel and 2,500.psi concrete 1 @ 32- O.C. 1 @ 24- O.C. 2 @ 24- O.C. Receiving channel to uprights, #8 x 3/4• SMS #10 x 3/4" SMS #14 x 314' SMS headers and other wall 1 @ 6' from each end 1 @ 4' from each end 1 @ 3' from each end connections of component and of component and of component and 0.024' metal 1 @ 36- O.C. 1 @ 24- O.C. 1 @ 24- O.C. 0.030- metal 10 48' O.C. 1 @ 32' O.C. 1 @ 32- O.C. channel to existing 1/4'x1-12"lag 1/4'x 1-12'lag 318'x 1-12'lag woodd beam, woeam, host structure, deck 1 @ 6' imm each end ' 1 @ 4• from each end 1 @ 3' from each end or lnfill connections to wood of component and of component and 6f component and 1 @ 30' O.C: 1 @ 18- O.C. 1 @ 21- O.C. Receiving channel to existing 1/4' x 1-W4' Tapc:on 1/4' x 1-12' Tapcon 3/8' x 1-12' Tapcon concrete beam, masonry wall, 1 @ 6' from each end 1 @ 4' from each end 1 @ 3' from each and slab, foundation, host structure, of component and of component and of component and or inrill connected to concrete. 1 @ 48' O.C. 1 @ 24' O.C. 1 @ 24- O.C. 1 @ 6' from each end 1 @ 4' from each 1 @ 3' from each Roof Panel to top of wall of component end of component end of component &1@12'O.C. &1@8-O.C. &1@6.O.C. a. To wood #1ox•r+1-I/T #10x-r+1-12' #19x'r-Tor b. To 0.05"aluminum #10 x'-17 ' #10 x'r+12' #to x'r+12' Notes: 1. The anchor schedule above is for mean roof height of 0-20', encored structure. exposure *13% 1=1.0. maximum front wall projection from host structure of 16'. with maximum overhang of Z, and 1 a' wall helghL There is no restriction on mom length. For structures exceeding this criteria consult the engineer. 2. Anchors through receiving channel into roof panels, wood, or concrete / masonry shall be staggered side to side at the required spacing. T 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 1-12" embedment at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shall require 1-114' :fenderwasher. Table 4.2 Schedule of Allowable Loads / Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load / Maximum load area (Sq. FL) @ 120 M.P.H. wind load Diameter Anchor x Embedment Number of Anchors 1 1 2 3 4 1/4'x 1' 26WIl-SF 528i#22SF 792#/33-SF 1056#/44SF 114' x 1-12' 396#/17SF 792#rJ3-SF 1188#/50SF 15B4#166SF 1/4'x 2-W" 660#/28-SF 132D#/55SF 1980#183SF 26401#110SF 5/16"x 1' 312M13.SF 624#26-SF 936#/39-SF 1248#/52SF 5/16' x 1=12' 468#PMF 936=9SF 14D4#/59SF 1872#/78SF 5/16-x2-12' 780#r33-SF 1560#/65SF 2340#/98SF 312=130SF 318'x 1' 356#/15SF 712#J30-SF 1058#/45SF 1424#159SF 3/8'x1-12' S34#22SF 1018#14SSF 1602#/67SF 213SN89-SF 318'z2-12' 89Dl1(3ISF 1780(1/74-SF 26701J/111SF 3560iN148-SF 1. Anchor must embed a minimum of 2' Into the primary host WIND LOAD CONVERSION TABLE: ' For Wind ZonealReglons 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 Ila 26.8 1.01 120 27A 1.00 123 28.9 0.97 130 322 0.92 140-1 37.3 0.86 140-2 37.3 0.86 150 42.6 0.90 Allowable Load Coverslon Factors for Edge Distances Less Than 9d Edge Distance Allowable Load Multipliers Tension Shear 12d 1.10 127 lid 1.07 iris lad 1.03 1.09 ad 1.00 1.00 8d .0.98 0.90 7d 0.95 0.81 6d 0.91 0.72 Sd 0.88 ' 0.63 Note: 1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between anchors shall not be less than 9d where d is the anchor diameter. 2. Concrete screws are limited to 2' embedment by manufacturers. 3. Values fisted are allowed loads with a safety factor of 4 applied. 4. Products equal to mwi may be substituted. S. Anchors receiving loads perpendicular to the diameter are In tension. Anchors receiving loads parallel to the diameter are shear loads. Example: Determine the number of concrete anchors required by dividing the uplift load by the anchor allowed load. For a 2' x 6' beam with: spacing = T-0' O.C.; allowed span = 25-9' (Table 1.1) UPLIFT LOAD=12(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = 112(25.75) x T x 7# / Sq. FL] / ALLOWED LOAD ON ANCHOR NUMBEROFANCHORS = 630.875#1300# = 2.102 Therefore. use 2 anchors, one (1) on each side of upright. Table is based on Rawl Products' allowable loads for 2.500 p.s.L concrete. d� O z LL j o am _2 U Q N z N w C 3L :J2 o Q S z - m r 0 y OQ m acO 0 LL to La z< i¢ 3? gs Z J O Q ~ Z U o C O Q N G W Z m to (gam pw z 55 J I- J � � Z 0 a W cc O U rOii fA m U I=J �O w f] V0 z fO1 F - Q P¢) Q z 0 LLI O Q LU Z IY W O cf) CO O LL Q � 0 N 't fD GO rn � 2 L9 .J C M z LLW ri U.I O c W W O a "' O o a a C m p C U m a)5 o > m N Ujm m o J_ M � U O z N v d W W f13 z -I 6 z W cc LL SHEET 9 08-12-2010 1 OF ro to t__ siz 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 adquale structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host structure rapacity. 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 L/1So. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs_ Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 1/2'sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16" O.C. each we 10-Spans may be interpolated between values but not extrapolated outside values. 11.Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1. 12. All fascia gutter end caps shall have water relief ports. 13.All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon sealant. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14.AII aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating 15.Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated 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 200.3.8.4.6 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:P;ANELS DESIGN STATEMENT: •Thakoof systems are main force resisting systems and components and cladding in conformance with the 2007;F brida Building Code w/ 2009 Supplements. Such systems must be designed using loads for .-compbneFl34 and cladding. Section 7 uses ASCE 7-05 Section 6.5. Analytical Procedure for ,Coriponerits and Cladding Loads. The procedure assumes mean roof height less than 30 ; roof slope 0 :ao'20°;- =�0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screep'Ropms and 1 = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0:0Rfo�:open structures, 0.18 for enclosed structures- All pressures shown are in PSF_ 1. 'F.raestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design windJoads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped factor of 0.75. 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind -loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load 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 partia lly enclosed st ructures calculate spans by multiplying Glass and Modular room spans for roll formed roof panels by 0.93 and composite panels by 0.89. Design Loads for Roof Panels (PSF) Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exoosure ^B- to -C" Exposure ^a•• to ••n^ Mean Roof Height• Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0-15 221 0.91 0.94 1A7 0.83 0.88 I S' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20' - 22T 1.34 0.86 6.91 1.60 0.79 0.86 25--30' 1.40 0.85 0.89 1.66 0.78 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7.05 INDUSTRY STANDARD ROOF PANELS Co W ic- I 12.0" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = 1'-0" 0 c�•i 12.00' - 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2": 1'-0' 1 WT I- �r 12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE 2" = V-0"ALUMINUM SKIN TABLES Open Structures Mono Sloped I= 0.87 for 90 to 100 MPH 1- 0.77 for 10D to 150 MPH KCpi = 0.00 Zone 2 loads reduced bv 25% Screen Rooms & Attached Covers 1= 0.87 for 90 to 100 MPH 1= 0.77 for 100 to 150 MPH KCp1= 0.00 Zone 2 Glass & Modular Enclosed Rooms &Roof Overs 1-1.00 KCpi = 0.18 Zone 2 Overhang / Cantilever A8 Rooms 1-1.00 KCpi = 0.18 Zone 3 • Basic Wlnd Pressure Effecttva 50 25 Area 10 Basle Wind Pressure Effective Ama Basic Wind Pressure Effecdve Area 50 2D 1 10 Basic Wlnd 1 Pressure Effective Area SD 20 � 1D 50 20 10 100 MPH 13 13 16 25 1 17 20 1 23 1 26 17 23 1 27 1 30 17 27 38 45 110 MPH 14 14 17 20 1 18 21 1 25 1 28 18 27 32 36 18 33 46 55 120 MPH 17 17 20 23 1 22 25 30 33 22 32 1 39 1 43 22 39 54 65 123 MPH 18 17 21 24 1 23 25 32 35 23 34 41 45 23 41 57 69 130-MPH: 20 20 23 27 26 29 35 39 26 38 45 51 26 46 64 77 140-1 MPH 23 23 27 31 30 34 40 46 30 44 53 59 30 53 74 89 140-2 MPH 23" 23 27 31 30 34 40 46 30 44 53 59 3D 174 B9 150 MPH 26" 26 32 36 34 39 46 52 34 51 60 68 34 61 185 102 live load of 30 PSF controls In high wind velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on this page. Anchors for composite panel roof systems were computed on a load width of 1V and a maximum of 20' projection with a 2' overhang. Any greater load width shall be site specific. E.P.S. CORE 1� .......... W ::•::•...:::.: zQ - SIDE CONNECTIONS VARY a o ......... (DO NOTAFFECTSPANS) x` 48.00" COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2' = 1'-0" PRIMARY CONNECTION: (3) # SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. (2) PER RAFTER OR TRUSS TAIL #10 x 3/4" S.M.S. @ 12" O_C. EXISTING FASCIA FOR MASONRY USE 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C_ FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAILS ROOF PANEL TO FASCIA DETAIL SCALE: 2" = V-0' ROOF PANEL TO WALL DETAIL SCALE: 2" = 1'-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 VT LONG CORROSION W RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREHEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH # ' x 1/2" SCREW EACH_ THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH # ' x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #_' x 9/16" TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # ' x 1/2"S.M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 1100-1231 130 1 140 1 150 #8 1 #10 1 #12 1 #12 EXISTING TRUSS OR RAFTER 6" x'r x 6" 0.024" MIN. BREAK FORMED FLASHING PAN ROOF PANEL (2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER W OR TRUSS TAIL a W � ALTERNATE: - a #10 x 3/4" S.M.S. OR WOOD of SCREW SPACED @ 12" O.C. O 0 EXISTING FASCIA J W m POST AND BEAM (PER TABLES) z W W W Z ALTERNATE MOBILE HOME FLASHING w FOR FOURTH.WALL CONSTRUCTION PAN ROOF PANELS oof o SCALE 2" = 1'-0" M A INSTALLATION INSTRUCTIONS: C+ A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. / m B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1"SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. bA ea O za p LL .o = 2 d z � w C �E o C z y m o0 3 °aoo K LL <-4 Z< 3� Sg _I J O Q 1-- ~ Z U) p o Q 2 _ 0 N 2 0 fn z Z0 (9 or- WO P U z J fn L WZ odZ Wi > Z W OLijU tL fn Z to o U W J ZL F- Q w a-)W Q Lt- Z W 5 O U) z W �W U) WZ m Z of U Z W Q gU) IL o it ULI o O Q a o j- o N U) CO 9 Wcc" v W Z m # E W c0 m in col r O LL n 0) O a {; Nu; C.) o r- cc a Ld o C J m .. U > p C U � a � m J � SHEET v W to 08-12-2010 OF 1OA 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 ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 2" = l'-0' #14 x 1/2' WAFER HEADED WOOD FRAME, MASONRY OR �/__ S.M.S. SPACED a@ 12" O.C. OTHER CONSTRUCTION FOR MASONRY USE (2) 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 12" O.C. FOR WOOD USE #14 x 1-11T S.M.S. OR WOOD SCREWS @ 12" O.C. 77 FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: Y ='1'-0" WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4' WASHERS OR SHALL BE WASHER HEADED SCREWS - HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH -r. THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. -• A'RGHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING :COIJ1`/.ERSION: EXISTING' TRUSS OR RAFTER #10 x 1-1/2' S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE 100-123 , 130 140 150 #8 1 #10 912 1 #12 REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE #8 x 1/2" S.M.S. SPACED @ PAN RIB MIN. (3) PER PAN FLASH UNDER SHINGLE 0za iraAU 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' = T-0' 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 112" S.M.S. SPACED @ 8' O.C. BOTH SIDES FLASH UNDER SHINGLE COMPOSITE ROOF PAN HEADER NEW 2 x FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" = V-0" EXISTING TRUSS OR RAFTER (2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: F_ #10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12' O.C. EXISTING FASCIA FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("1' + 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 'D- EXPOSURE ALTERNATE MOBILE HOME.FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" = V-0" INSTALLATION INSTRUCTIONS: A PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1' SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. 6" x'P x 6" 0.024' MIN. BREAK FORMED FLASHING ROOF PANEL' SCREW #10 x (T + 112") W/ 1-1/4' FENDER WASHER HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) `' Z BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1' MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN #8 x 314" SCREWS @ 16" O.C. 98 x 1/2' SCREWS @ EACH RIB ROOF PANEL ix 1-112' 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. #8 x 1/2" ALL PURPOSE SCREW @ IT O.C. BREAKFORM FLASHING 6" 10 3" COMPOSITE ROOF PANS P (SEE SPAN TASLE) / STRIP SEALANT BETWEEN FASCIA AND HEADER 1/2" SHEET ROCK FASTEN TO PANEL Wl 1" FINE THREAD 7:7DRIP SHEET ROCK SCREWS @ 16' O.C. EACH WAY ATION BETWEEN ND PANEL IS FASTENING SCREW SHOULD 4" THE FLASHING BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS -REQUIRED THE EDGE OF FLASHING ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS SCALE: 2' = T-0" 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. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME iv Z THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" c' MIN. ANCHOR TO FASCIAAND RISER OF PAN AS SHOWN z 1' FASCIA (MIN.) #10 x 1-1/2" S.M.S. @ 16" O.C. W 0.040" ANGLE W/ #8 x 1/2' w S.M.S. @ 4' O.C. OLL COMPOSITE ROOF PANEL w m O z w w w HEADER (SEE NOTE BELOW) Z z #8 x (d+1/2") S.M.S. @ 8" O.C. w w FOR MASONRY USE O LL 1/4'x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24- O.C.FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 2' = V-0" ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SCALE: 2" = V-0" S.M.S. W/ 1/2' WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2' SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. do m in 3 p� C = am ti0 z � m � w m F z Q o0 o� ¢LL mw �a 30 o� 05 J O a w Z U) Q 2 U) o o 2 O J N ZO H U� 0f W z J ❑ y i Z w w LLI Z O U a V W �' () Z J Z N U OU 0 Z z U) Z d W LL W O m Z Of O o of O Q r N N ED m Z N r N m LL Lu Lu LL ?mat E W (9mx o J O a o n m C ~ a Y a)j o m � o ri m co LLI ro x o J m C m a o L a m F w a U SHEET ul 10B 08-12-2010 OF 12 0 N b U' z lu w w z a z w z z w m rill CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF (SPAN PER TABLES) #8 x 1/2' WASHER HEADED CORROSIVE RESISTANT SCREWS @ 8" O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER .II w � II z O F w tD O a II A II IIII EXISTING TRUSSES OR RAFTERS IIHOST STRUCTURE FASCIA OF HOST STRUCTURE Tx -RIDGE OR ROOF BEAM II(SEE TABLES) SCREEN OR GLASS ROOM WALL (SEE TABLES) PROVIDE SUPPORTS AS REQUIRED 7— W / VARIES 7F ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES COMPOSITE ROOF: UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB #8 x "r +1/2" LAG SCREWS Wl 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 Tx 0.044' HOLLOW EXT 5116*0 x 4" LONG (MIN.) LAG SCREW FOR 1-112" EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL ALUMINUM USE TRUFAST HD x ("P + 3/4") AT 8- O.C?TOR UP TO 130 MPH WIND SPEED "D' `EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO°A 45WMPH WIND SPEED "D" EXPOSURE. WEDGE ROOF CONNECTION DETAIL SCALE: T = T-o" 'COMPOSITE PANEL 1" x 2" OR 1" x 3" FASTENED TO PANEL W/ (2) 1/4" x 3" LAG 'SCREWS W/ WASHERS FOR 140 & 150 MPH USE (2) 3/8" x 3" LAG SCREWS W/WASHERS POST SIZE PER TABLES BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF 12 Q 6 SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4' = 1'-0" 309 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. I- @ INSIDE FACE EXISTING RAFTER OR FASTEN W/ (2) #8 x 3" DECK SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS RIDGE BEAM Tx 6" FOLLOWS ROOF SLOPE A - A - SECTION VIEW SCALE: 1/2" = V-0" B - B - ELEVATION VIEW. SCALE: 1/2" = V6 ATTACH TO ROOF W/ RECEIVING CHANNEL AND (8) #10 x 1" DECK SCREWS --------- AND (8) #10 x 3/4" S.M.S. RIDGE BEAM Tx 6" EXISTING 11T OR 7/16" SHEATHING 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 1-1/2" LAG SCREWS AND (2) 1/4" x 4' THROUGH BOLTS (TYPICAL) TRUSSES OR RAFTERS (2) 1/4" x 4" LAG SCREWS AND WASHERS EACH SIDE 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: T = V-0" USE TRUFAST SD x ("t" + 1-1/2") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE'D" ALL LUMBER #2 GRADE OR BETTER (OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 18'-0" OR LESS (3) #8 WASHER HEADED SCREWS W/ 1' EMBEDMENT CAULK ALL EXPOSED SCREW HEADS AND WASHERS UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER I— COMPOSITE PANEL UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: T = V-0" PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER #10 x T 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 SEALANT 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL AND 1/4" x 5" LAG SCREW MID WAY BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 SCALE: 2" = T-0" EXISTING FASCIA PLACE SUPER OR EXTRUDED EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE SEALANT #10 x T S.M.S. @ IT O.C. 11T 0 SCH. 40 PVC FERRULE SEALANT (1 ) # 8 3 4" PER PAN RIB ONLYT CAULK EXPOSED SCREW I HEADS POST SIZE PER TABLES 3" PAN ROOF PANEL INSTALL W/ EXTRUDED OR 1/4- x 8" LAG SCREW (1) PER EXTRUDED OR (MIN. SLOPE 114" : 1') BREAK FORMED TRUSS / RAFTER TAIL AND SUPER GUTTER ALUMINUM CLIP P W/ ( x (D 1/4" x 5' LAG SCREW MID WAY 3" HEADER EXTRUSION C A 1-1/2" LAG SCREWS AND (2) (2) BETWEEN RAFTER TAILS FASTEN TO PANEL W/(3) 1/4" x 4" THROUGH BOLTS #8 x 1/2" S.M.S. EACH PANEL (TYPICAL) SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 SCALE: T = V-0" J Q E o _t zo Q 0 W J W Z O U U W °5 W O� () Z Z F-- } OU id Of Q Z w Z 2 W LL =) W O c 0_ J Q 0 z w W a O 0 w m O z z it w w z TU z w O LL �/:5� SHEET w co 1OC 1 08-12-2610 OF O z Ir w III z O z w k z z w m LODE u BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER SEALANT ALTERNATE 3/4"0 HOLE BEHIND DRIP EDGE � #10 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 LqR� 1!2" 0 SCH. 40 PVC FERRULE FS EXISTING FASCIA EXTRUDED OR SUPER GUTTER EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2"= T-o' OPTION 1: 2" x x 0.050- STRAP @ EACH CAULK EXPOSED SCREW COMPOSITE SEAM AND 1/2 J / WAY BETWEEN EACH SIDE W/ FASCIA COVERS PAN & SEAM HEADS (3) #10 x 2" INTO FASCIAAND OF PAN & ROOF PLACE SUPER OR EXTRUDED (3) #10 x 314" 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. V 3" COMPOSITE ROOF PANEL — — — — — (MIN. SLOPE I/4" : l') 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 BOLT AS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2" = V-0" GUTTER BRACE @ 2'-0- O/C CAULK SLOPE COMPOSITE ROOF HEADER CAULK 2" x 9" BEAM SUPER OR EXTRUDED GUTTER SOFFIT (2) #10 x 1/2" S.M.S. @ 16" O/C �_ 2" 0 HOLE EACH END FOR FROM GUTTER TO BEAM WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2" = V-0 A$ 12 3/8" x 3-112" LOUVER VENTS OR 9/4'0 WATER RELIEF HOLES REQUIRED FOR 2-11T & 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/B" LAG SCREWS @ EACH ANGLE MIN. 2" x 3" x 0.050" S.M.B. (4) #10 S.M.S. @ EACH ANGLE EACH SIDE �—A1B 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) #10 x 2-1/2' 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 RIDQF CAP 98 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS & WASHERS #8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: #8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER SEALANT PAN HEADER (BREAK - FORMED OR EXT.) HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR GABLED APPLICATION CD z 2 It 111 PAN OR COMPOSITE ROOF m PANEL Ow #8 x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM > w �m ROOF PANEL TO BEAM DETAIL o WHEN FASTENING TO SCALE: 2" =1'-0" ALUMINUM USE TRUFAST HD x Z ("t" + 3/4") AT B" O.C. FOR UP TO 1% 130 MPH WIND SPEED FOR PAN ROOFS: w EXPOSURE "D"; 6" O.C. FOR 0. (3) EACH #8 x 10 LONG S.M.S. z ABOVE 130 MPH AND UP TO = =''=" ' ' •....... '':: PER 12" PANEL W/ 3/4" ED 150 MPH WIND SPEED ::: ALUMINUM PAN WASHER w EXPOSURE "D' ......... to O CAULK ALL EXPOSED SCREW ................. LL....... HEADS & WASHERS ROOF PANEL FOR COMPOSITE ROOFS: (PER TABLES SECTION 7) #10 x (t + 1/2") S.M.S. W/ SUPP,ORTING BEAM 1-1/4"0 FENDER WASHERS (PER TABLES) @ 12" O.C. (LENGTH = PANEL THICKNESS+ 1") @ ROOF BEARING ELEMENT (SHOWN) AND 24" O.C. @ NON -BEARING ELEMENT (SIDE WALLS) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 2" = V-0" 01 b d N 3O z LL 0 y ZO Q w w z¢ m $ �3 m m 0o °aoo C LL Q J z¢ � rr 8g J Q z. O F w z W Q2i U o s 20 =' N z O H (7 of w z J p w 0 Z O W IL a. N U to W Ill om, U Z J Z o N U OU U Z H¢ W 0 z W Z a W p 'm ZCCO � co o =I 0 NN CO CO LJL W E: a. EO m o d O LL ma � Jon a L11 o�r U > p SHEET V U) co 10D 08-12-2010 OF 12 N 4 A 0 z z w w z 0 z w z z w 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. Wl 114 x 1-1/2" 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) 114-0 THRU-BOLTS (7YP.) #8 x 9/16" TEK SCREW @ 6- O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM (a)- POST DETAIL SCAT F• 9" = 1--n- 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) AIWAF lawM FASTENING OF COMPOSITE PANEL' SEALANT #8 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 1/8' WELDED PLATE SADDLE W/ (2) 1/4" THRU-BOLTS WHEN':FASTENING TO ALUMINUM USE TRUFAST HD x ("r + 3/4-) AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE -D-; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE -D- PANEL ROOF TO RIDGE ROOF TO RIDGE BEAM (a) POST DETAIL DETAIL SCALE 2' T-0" 0.024" ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET #8 x 112" CORROSION RESISTIVE WASHER HEADED SCREWS @ 24' O.C. ALTERNATE #8 x 1/2" S.M.S. W/ 1/2" 0 WASHER. x W TYPICAL INSULATED PANEL SCALE: 2" = T-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 WILDLIFEAND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER HEADEDSCREWS. 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 1M FOR H-14 OR H-25 METAL 3/8" TO 1/2" ADHESIVE BEAD FOR A 1"WIDE ADHESIVE STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2 : 12 SUBSEQUENTROWS STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'. APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 112" 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 1N 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 DEGASEALTM 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 3/8" TO 1/2' ADHESIVE BEAD FORA 1" WIDE ADHESIVE STRIP UNDER SHINGLE COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR #8 WAFER HEADED SCREWS 7/16" O.S.B. PANELS SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-1/2: 12 AND GREATER 1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 3. SEAL ALL SEAMS WITH BASF DEGASEAL TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL 4. APPLY 3/8"0 BEAD OF BASF DEGASEAL- 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL 7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. -INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.38. 6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.3. 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK SCREWS @ B" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6" O.C. EDGES 12" O.C. FIELD FOR 14D-1 AND UP TO 150,MPH WIND ZONES. COMPOSITE ROOF PANEL WITH O.S.B. AND STANDARD SHINGLE FINISH DETAIL SCALE: N.T.S. O z_ w w a m O LL w m O U' z w w w z z Z w m O a d e6 O 2 < o C x am y U Q zE Ul a s O W �E 0 � zQ NN_m FA ¢n h m �0 0 o0 m m ui za fir 3i Sg J Q z O_ C w Q 2 U) J o n C O Z O < U' W z _I p cl)0 w Z O _ W a c U W °ls W :3 m Z U-I Z 0 N V L) 0 H Q LU z z Z a W LL W O S fD 0 o o iC O Q o n ' m m c � rnti LL W-M W Z m u E W (0 m x E c L d O ii a) j a 33 0) Ooma o n LLI va o�L m C O m 0) U a o r o_ m � H SEALwSHEET z 10E w z m 12 08-12-2010 OF Table 7.1.1 Allowable Spans and Design / Applied Loads* (#/SF) for Industry Standard Riser Panels for Various Loads Wind Open Structures Mo-Zlo ed Roof Scmen Rooms 8 Attached Covers Glass & Modular Rooms Enclosed Overhang Cantilever Zone PH (MPH) 1&2 s .Moad' 3 s Moad' 4 s .Moad• 1&2 s ann-e 3 spa d s aNload• 182 s annoad- 3 spannoad• 4 s arul d• All Roofs 100 110 4'-10• 5'-1" 25 20 1 S-11' 6'-0' 125 20 1 6'-1' 125 W. 20 4--9' a'S" 1261 28 5-11 5'-9' 26 2B 6'-0- 5'-10' 26 2B 4'-b' 4'-3' 30 36 5'-T 5'�i" 30 36 5'-9' 5'-5' -30 36 1'-10' 45 720 S-Y 23%5-7 '4' 23 4'•5- 33 5'-5' 33 5'-T 33 4'-0' 43 4'-17' 43 5'-1' 4'-11' 24'-724 4'4' 35 5'-4' 35 5'-5' 35 3'-11' 45 4'-11' 45 4'-11' 13027 31-0" '-17' 27 37 4'-2' 3'-1T 39 46 5'-r 4'-10' 39 46 5'-3' 4'-11' 39 46 Y-10' 3'-10' 57 S1 4'$' 4'-B' S7 S1 4'-70' 4'-10' W3.123 140-2 4'-b" 31 'S' 31 3'-11' 46 <'-10' 46 4'-71' 46 3'-T 59 4'-0' S9 4-T 59 1•-6' 8936.5' 4'-9' 52 3'-5' 60 4'J' 6B 4.4' 102 Wind Open Structures Mo-Sloped Roof Sueen Rooms & Attached Covers Glass 8 Moduar Rooms Enclosed Overhang Cantilever Zone MPH 1&2 s ardlood• 3 spa 4 s angoaT a1&2 s Moad• 3 s antis.&' 4 s aNload• 18.2 s anlload• 1 s aMoaT 4 s .Moad' All Roo. 100 26 4'-10' 30 6'•a-30 1'-17' 45 11D s- r t 20 c-11 zD r-r zD a-n 28 6'-2' 28 6'•3' 28 4'-7' 3fi s'S" 36 a- III- 1'_10' S5 120 5'-T 23 6'-7' 23 5-9- 23 4'•g 33 5'-10' 33 5'-17' 33 4'-4' q3 5'<' 43 5'-5' 43 1'-9' 65 '-4• 145 V_9- 16g 4'-1- 151 1 s•-0' I S1 5•-2- 51 1•-B' 77 140-1 5'-0• 31 5'-11' 31 6'-1' 31 4'-3' 46 5'-3' 4fi 5'-4' 46 4'-T S1 5'-0- 57 5'-Y 51 T-T 09 140-2 5'-0" 31 5'-11' 31 S-t' 31 4'-3' 46 5••3- 46 5•-4' 46 3'-71' S9 4'-10' S9 4'-71' S9 1•-7' 89 150 ^ _ 4'A' " 3fi - 5'S_ - 36 5'•9' 36 4'-1' S2 5'-0' 12 5'-1' S2 3'-e' tiff 4'-7- 1 us 4'-B' 168 1'-0' 102 Wind Open Structures MonoSlo .d Roof Swan Rooms 8 Attached Cove Covers Glass & Modular Rooms Enclosed Overhang Cantilever Zeno PH 1&2 s aMoatl' 3 s lure 4 I .niload• t&2 s .Moad' 3 s aMoatl• 4 spa .Moad• 182 s an/load" 3 s aMoacr 4 son All Roo. 100 -1' 25 7'S' 125 1 T-0' 116 5'-11' 126 1 7'-S' 199 TS" 26 I5'S'I 30 T 110 6'-11' 20 B'-2' 20 8'�' t7 5'-10' 26 T-2' 28 T-4' 28 5-4- 36 6'•B' 36 6'-9' 36 Z-2' 55 120 S 23 T-9' 23 T-11' 20 5'-6' 33 6'-10' 33 6'-11' 33 5'-7' 43 6'3' 43 6'-4' 43 -1' 65 123 6'-5' 24 -7' 24 -9' 21 5'-5' 35 6-8 35 6'•70' 35 4'-17` 45 11' 45 6-3" 45 -0' 69 130 SIT 27 4 27 T-5 23 5'-3 39 6-5' 39 6'-T 39 4-g 51 5-11' S1 6 51 1-11' 77 140-1 5-11' 31 -11' 31 •2- 31 4-11' 46 6-1' 46 S-3 46 4'- 51 5'-11' S1 6-0' S1 1-10' B9 7d0-2 5'-1 31 31 150 5-7' 3fi 6'-0' 36 S-9' 36 4'-9' S2 5-10' S2 5'-11' S2 4'4' 6B 5'4' fie S'-0' tiff 1'-9' f02 "-•• •" v •_•-•...". - •,.,.••• ..„u. -.,e,..wvr . nvr,,,m:y. -.9.-.PP.eo loan based on me ff..b a area of the panel � VP#le 7.12 Allowable Spans and Design / Applied Loads' (#JSF) - for Industry Standard Riser Panels for Various Loads 1c 12' Y 0.024' 2 or s RID Rlser Panels Aluminum Allo 3106 H-14 or H-25 ^-- cHOnd Open Structures MonoSlo d Roof Suaen Rooms & Attached Covers Glass &Modular Rooms Enclosed Overhang Cantilever '.'2nhe P 1&Z s .Moad' 3 s .Moad• 4 s .Moad• 1&2 s aMoad- 7 s .Moad' 4 s Moad' 1&2 s annoad• 3 s annoad• 4 . annoad• A8 ' Roo. S-9' 25 1 7'-1' 125 7' 2 16 5-7' 126 1 S-t t' 1211 T-1' 26 S4' 130 S-T 307-Y 45 a140 6'-2" 20 T-0' 20 T-70' 17 5'-6' 28 6'-1' 28 6'-11' 28 S-1' 36 6'S' 36 6'4' 36 7-1' S5 =:120 0- 23 T-3' 23 S 23 S-Y 33 6'b' 33 6'- 33 4'-9' 43 5'-11' 43 5'-11' 43 T-11' 65 24 T-2' 24 T4' 24 S-7' 35 S4' 35 6'-5' 35 4'-8' 45 5' 69 i43g 5'4 27 6'-10' 27 5-11' 27 4'-17' 39 6'-1' 39 6'-2' 39 4'-6' S1 5'-T 7 id40-7 5'4' 31 6'-T 31 6'-6' 37 4'-6' 46 5'-9- 46 5'-16' 4b 4'-W 51 ;tAO-2 S4' 31 6'-T 31 6'-0' 31 4'-8' a6 5'A' 46 5-10' 46 4'-3 S9 36 4'S• 52 SS_- 52 5'$' S2 4'-1' 6B5'-T tiff 5'-2' tiff 7'S' 102 Wind Open Swctuma Mon-Slo Roof &Anaehed Screen Rooms Covers Glass 8 Modular Rooms Enclosed Overran Cantilever Zone PH IMP,,) UZ s allftn • 3 s .Moad' 4 s afloacr 182 s aMoad• 3 s annwcr 4 s Moad• 18.2 s .Moad• 3 s .Moad• 4 s .Moad• AD Roots 100 6'-r 25 7'-T 25 7'-9- 116 6-1' 126 '-0- 129 T-8' 12. S-9' 30 T-Y 30 17-3' 30 7.6' 45 110 SS' 20 8.1 17 B'S' 1 5-11' 2B 4' 28 T:Y 28M10- 36 TB' S5 120 54' 23 R10' 20 B'-0' 7A 5-7- - 33 s•-11' 33 r-r 3343 F4- 43 S-0• 43 z'-r 55 123 6'•3' 24 T-9" 21 T-10' 21 S4i' 35 6'-f0' 35 6'-11' 3545 6'.1' 45 6'4' 45 2'-1' 69130 5'-11` 27 'S' 23 ''-T 23 S4' 39 6W- 39 6S- 39 51 5'-11' 1 S-1' S 1-11' 77 5'-9- 31 -1' 31 3 S-0' 46 6'-2' 46 6'4' 4'-10' S7 5'-11' 89 40-2 5-9 31 7-1 7S 31 -0 46 6'-Y 46 4 :4 46 4- 59 5'-8" 59 5-10' S9 1-11 89 150 5-5' 36 6-9 3 -1 36 -1 52 5-17 52 68 5-5 6B 5-7 6 1-1 1 2 Wind Open Structurss Mono-SlopedRoof BAttached Screen Rooms Covers Glass & Modular Room. Enclosed rh Oveang Cantilever Zone MPH 1&2 s Moad' 3 ads Moad' 4 . Moad• U2 s aNload' 3 . aMoad• 4 s aMoad• 1&2 s anfload• 3 s .Moad- 4 s anlload• All Roo. 10 T-Y 25 1 1161 10'-r6 T-7 26 B-9 2fi -11 26 6-9' 130 1 B 3I 8-6 130 -9 45 1 0 -10 2 17 S 17 -11 2 B 28 8-9 28 4 36 1 7'-1 6 -0 136 -7 55 120 T-S a •Y 20 94' 2D F-7 33 B'-7' 33 S.5 33 5'-11' 43 7'-S 3 T-7` 43 7-5' 65 123 TJ' 24 g-0' 21 g-Y 21 -S 35 T-11' 35 B'-1' 35 5'-11' 45 T3' 45 T-5' 45 -5' fi9 130 &-11' 27 8'S' 23 8'-10' 23 S-Y 39 7'-8' 39 T•10' 39 5'-8' S1 6'-11' 51 T-Y 51 74' 77 140-1 6'S' 31 BS' 27 B-S 27 5'-10' 46 TS 46 T-5' 46 64r 51 6'-11' 51 T-2' 51 7-3' 89 14D-2 6.8' 31 8-3' 27 S 27 5'-10` 46 T.1' 46 T-5' 46 S-5' 59 6'4r 59 &-10' S9 75' H9 150 64' 36 T-10' B'4Y 32 S-T 52 5-11' S2 7*4' 52 S-T 68 6'4- 68 6'S' 68 7-7' 102 non: t oml root panel wlom - coo wdm +wau vndm+ ovemang. -Design or applied bad based on the effarAve ares of tie panel Table 7.1.3 Allowable Spans and Design / Applied Loads, (#/SF) for Industry Standard Riser Panels for Various Loads Wind Open Structures Mono -Sloped Roof Sueen Rooms 8 Attached Covers Glass & Modular Rooms Enclosed Rooms Overhang Cantilever Zone MPH 182 s .Moad• 3 ... 4 s a t.e t8,2 an .Moad• 3 s aMoad• 4 s .Winn&• 1&2 s .Moad• 3 s .Moad' 4 s . ad* All Roo. 10D 17-2' 16 16'-1' 13 16'-5' 13 10'•9" 23 73'-3' 23 13'-0" 23 g-70' 30 17-T 27 tZ'-10' 27 4'-0' 45 110 11'-17' 17 15-10- t4 15-1' 14 10'•5' 25 72'-10' 25 13'-Y 25 9'-3• 36 17'-10' 32 17-t• 32 3'A- SS 720 11'-2' 2D 13-10" 20 15'-1' 17 g•6' 33 12•-1" 30 174' 30 8'-8' 43 17'-1' 39 11'4' 39 3'-7- 65 123 11'.0 21 13'-T 21 13'-1T 21 g-4' 35 7T-7T 32 77-7 32 8'S' 45 10'-71' 41 11'-2' 41 X-6' 130 tg-8' 23 13'-2' 23 73-5' 23 e'-i t' 39 11'S' 35 11'-9- 35 B'-3' S1 10'-T 4s 10'-70' 45 3'�' 140-1 9'-9' 31 17- ' 27 12'-70' 27 B'-6• 46 11'-0' 13' 40 B''1 10'-T 45 70-10' 45 T-3' d77 140-2 g-9" 31 17-T 27 17-10' 27 B'•fi' 46 11'-0' 40 71'J' 40 T-10' S9''S9 7-10' 59 3'-3-150 g-Y 36 11'-11' 32 17-2" 32 F-2• 52 10'-6' 46 10'-9- 46 T-6' tiff g5• tiff 9'-5' 68 3'1- Wind Open Structures Mono -sloped of & Screen Rooms Attached Covers Glass 8 Motlular Rooms .Enclosed Overhang Cantilever Zeno MPH 1&2 s .Moad• 3 s Moad• 4 spa 1&2 s .Nibs_• 3 s aMoatl• 4 s .Moad' 1&2 s annoad' 3 a .Moad• 4 s .Moad• All Roo. 100 13'-Y 16 T- ' 1 5 13 17'-9- 13 11'-7' 23 1 ' 4-0 23 75'J' 2 0 10'-11' 27 1 13'-T 27 1 13'-10' 27 111012' 17 1T-1' 14 1T-S 14 11'-0' 25 13'-11' 25 15'-1" 21 10'4' 32 12-10' 32 13'-1' 32 4'-0' S5 120 12'-l-1' 20 15'-11' 17 16'4' 17 70'-T 30 13'-1' 30 13'-4' 30 9'S' 43 11 -11' 39 12'-3 39 3-10' 65 /23 "_,I_ 21 15'-6' 17 16•-0' 17 10-5' 32 17-11' 32 13'-Y 32 9J' 45 11'-10' 41 17-1' 41 4'-0' 69 130 11-0 23 15--1- 20 15'-5- 20 g-6' 39 12.." 35 12'-0' 35 ir-11' s1 11'-5' 45 11 �' 45 3'-0' 77 140-1 10-11 27 13'-T 27 13-10' 27 9-2' 46 11-1T 40 12-7 4 8-11" 51 11-5' 45 11-0' 45 3-0' 89 140-2 1 -11- 27 13'-7• 27 13-10' 27 -2- 46 11-11` 40 72-2 40 8'S' S9 10-10 53 11-1' S3 3--V 69 150 10'-5• 32 12-11' 32 13'-2- 32 8'-10- 52 11'-4' 46 11'-T 46 8'-7' 6B 70'-5 60 1 10'-7- 60 X-4- 702 Wind Open Structures Moro -Sloped Roaf Screen Rooms 8 Attached Covers Glass 8 Modular Rooms Enclosed Overhang Cantilever Zone MPH 1&2 s .Moad' 3 a .Moad• 4 an. 1&2 s .Moad• 3 s aMoad• 4 s .Moad• 1&2 s -Moad' 3 s .Moad• 4 s anfload' All Roots 100I 1SS' 1131 274' 113 '20'•9' 113 IT - 23 1- 20 17'-71 1111 17-10' 27 t6'-9' 23 1T-1' 23 4' 170 16'-2' 14 19'-11' t4 20'�' 14 13'-2' 25 17'-3' 21 17'-T 27 1Y-1' 32 27 120 1S-1' 17 1 1&-8' 117.1 17-0' 117 1Z-5L 30 16'3' 25 16'-7' 25 723 73'-t t' 21 I 16'4' III 118'-8' 17 12'-2- 32 16-11- 26 164' 26 11-2' 41 13'-70' 41 14'-1' 41 4'-0' 69 730 13'-0' 23 1T5' 20 18'-0' 20 17'-9' 35 15'S' 29 1"' 29 10'-10' 45 13'4' 45 13'S' 45 4'-0' 77 140.1 17-10' 27 75-10' 23 1T-r T3 11'-3' 40 13'-11' 40 14'-r 40 10'-10' 45 73'-4' 45 73-6' 45 4'-0' 89 140.2 17-10' 27 16'40' 23 7T-2' 23 7TJ' 40 13--17' 40 14'-2- 40 9'-t t' S9 12'S' S3 17-11' S3 4'-0'Be 750 t7-2' 32 1S-r 26 16S 26 10'-9' 46 73'-3' . 46 t3'-0' 46 ' tiff 102 me of me penal Table 7-1.4 Allowable Spans and Design / Applied Loads' (#/SF) for Industry Standard Riser Panels for Various Loads Wind Open MonoSlo structures ed Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Cantilever Zone MP 1&2 s .Moad• 3 spa 4 s .Moad• 1&2 s Moad• 3 s .Moad• 4 s .Moad- 182 s .Moad' 3 s anlload• 4 s .Moad• All Roo. 100 17S' 16 16'.3' 13 1S-T 13 10'-10- 23 13'4' 120 10'S' 27 17S' 23 12'-11' 23 4'-0' 45 NO 72'-1' 17 15-11' 14 16'J' 14 10'-0' 25 1Y-1T 21 13'3' 21 g-4' 32 7T-11' 27 77-3' 27 3'' 65 720 ITS' 20 13'-11• 20 15'$' 17 g-T 30 17J' 25 12'-6' 2 g-9' 39 71-Y 39 11-5' 39 3'-T 65 123 11-t' 21 1 13'-9- 121 14'-0' 21 g5' 32 17-0' 26 12'-3- 26 6'-7' 47 11'-0' 41 11--3' 41 3'-6' 69 130 10.9' 23 13'4' 23 13'-T 23 9'-1' 35 71'-T 29 11'-10' 29 S4' 45 10'-11' 45 3'-5' 77 140.1 10'S' 27 17_a 27 17-11' 2 8'-T 40 11'-T 40 11'4' 40 6'4' 45 f05' 45 10'-11' 45 3'-3' 69 140.2 10'3' 27 77S' 27 77-11' 27 1 Fr 7' 40 17'-7' 40 17'4' 40 7'-17' 9'-9' S3 10'4' S3 3'J- 89 750 9-40 non• 36 o 72'4T 32 72'-3' 32 6'-3- 46 10'-T 46 10'-10' 46 TS 60 9'4' 60 g-6' 60 3'-1' 102 Wind Open Simctums Mono -Sloped Roof & Screen Rooms Attached Covers Glass & Modular Raoms Enclosed Overhang Cantilever Zone MPH 1&2 s .Moad• 3 s .Moad• 4 s aMaatl' 1&2 s aNload• 3 s .Moad• 4 s .Moad• U2 s .Moad• 3 s Moad• 4 s .Moad• All Roo. 100 13'-3' 113 1 1T-1- 113 1T-11' 113 11'S' 123 15'-1' 20 15'-5' 20 11'-T 27 13'-6' 23 13'-1T 110 13-0' 114 1 17'S' 14 1 17'-7- I 14 ' 25 14 -0' 21 15-Y 21 I-6 2 17-11' 27 120 17-2' 17 16'-1' 17 76'S 1 30 13'•2 ZS 13'-0' 25 -0• 39 17,1' 32 7Y4• 32 123 12'-0' 7 15-10' 17 16'-2' 17 �1!rflt- 32 17-11' 26 13'-3' 26 g4' 41 11'-11' 34 130 11'-B' 20 15'-3' 20 16-7• 20-9 35 12'-6- 29 l2'-9- 29 8'-11' 45 11'S' 45 1T-9' 3a 3'S' 77 140-1 11'-1' 27 73'-6- Z3 13'-17' Z3 S.l' 40 71'-77' 34 77-r 34 6-11' 45 11'S 45 11'-9'- 3B 140-2 11- 27 13 S' 23 13-11 -3 40 1-11 17.9 g5' S3 1 -71' S3 71- 63 3'-0 69 150 10S 32 1 -11 26 13-3' 6 -11 _46 115• 46 11 39 -2 1 S 60 10-B 60 34' 102 Wind Open Structures no-SlopedMoRodf Screen Rooms &Attached Covers Glass 8 ModularRooms Enclosed Overha Cti aneveng r Zone MP 1&2 s anfload• 3 s aniloae 2 13 4 s a n-d• 1&2 s -Moad• s Moad' 1 'S 4 s Moad• 184T 2 e 82 s Moad• 2- 1 3 s .Moad• 1 -1 ' 23 4 s .Moad• 1 -Y 23 All Roofs 4-CUTW 13 1 •5 17' 21 1 S ] -11 27 164 27 4-0 55 1 -10' 17 17S' 25 16-1 25 1S-g 25 11'S' 39 75'-1' 32 1S-S 32 4'-0' 6518.6- 77 12-02616 26 16S 26 11'-3' 41 13'-11 34 15-2' 34 4'-01T-70• 20 j111313 11'-0'29 15.-T 2938 13'-9 30 4'-0' 77 15-11' 23 11'4' 40 14-'16'-11' 23 114• 74'-0•34 75'-11 4' 26 10'-10' 46 73'-5' 39 73'-B` 39 g'S 6D 173' 57 t7•fi' S7 4'-0' 702 __..�. �.._..._....„,.....„."....o., ..•,.". _ ,,,a,,,,,y, ues:gn or appuea bad based on the ahecuve area of me panel Table 7.1.5 Allowable Spans and Design/ Applied Loads' (#/SF) for Industry Standard Cleated Panels for Various Loads Open Structures Screen Rooms Glass & Modular Rooms Overhang Wind Mono -Sloped Roof & Attached Covers End Sao Cantilever Zone 18.2 3 4 182 3 4 1&2 3 4 All MPH s annoad' s aMoaC s aMoad' s .Moad• s aMoad• s aMoad• s .Moad• s .Moad• son Roc. 1D0 11'-1' tfi 13'-9" 13 1S-0' 13 9'S' 23 17-t' 20 17-4' 2D 8'-17'. 27 11'-6' 27 11'-8' 23 3'-B' 45 110 1D'-71' 17 73'S 14 13'-9' 14 9'-T 25 11'-9' 27 12'-0' 21 B'-5' 32 tg-10' 32 77'-1' 32 3'•5' S5 120 9'-10' 20 12'-7' 17 17-11' 1 S-4r 30 71'-T 30 11'4' 30 7'-11" 39 g-tg 39 10'-0- 123 S._8' 21 12'.5' 77 77.8- 17 8'-6- 32 •10'-11' 32 11'-1' 32 T-10' 41 "' 41 g-10' 130 8'•3' 23 17-1' 20 174' 20 B'-3' 35 10'-6' 35 10'-9' 35 7'-6' 45 gS' 45 9'-0' 140- 5-11 27 11S 27 11'S 23 7.9' 4D 9'-7' 40 T'.1• 40 T-b- 4 - 45 9'-0 45 7-17' 89 140.2 8-11' 27 175' 27 11 -8' 23 T-9 40 9'-T 4 10'J' 40 T- 59 8-10' 53 8-0' S3 7-11' 89 50 B-5 32 10-11' 32 11-1' 32 TS 46 -3' 46 9-5' 46 6'-10' tiff 8'•5 60 B'-T 7-10' 102 note: t oni roar panel wwm =room vnam +wan wltlm * evamang. •Design or applied load based on the affective area of in. panel Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design / Applied Loads* (#NSF) Wind Open Structures MonoSlo d Roof Serean Rooms &Attached Covers Glass &Modular Rooms Enclosed Overhang CanUl.ver Zone PH 1&2 s annoad' 3 s bad• 4 .Moad' 182 a .Moad• 3 s Moad• 4 a .Moad" 182 a aMoad- 3 s Moad' 4 s n8oad• All Roofs IN 15'4' 13 1T-2' 131 16-7' 113 11'S' 23 17-9' 23 174- 23 70'-0' 27 11'-9- 30 it'-5' 27 4'-0' - 45 110 13'-6' 17 16-8 14 10'-11' 25 12'-3' 25 11'-10' 25 g-2' 36 10'-10- 36 10'-6' 32 T-8- 55 120 17-2' 20 1 20 9'-0' 33 11'-2' 30 10'-10' 30 B'4' 43 9'4' 39 9'-0' 43 3'-5' 65 123 11'-11• 21 13'4' 21 g-3' 35 10'-11' 32 10-T 32 B'-Y 45 9'-1' 41 e'•9' 45 34' 69 13D it'.4 23 12S' 23 M 8'-9' 39 70'4' 35 g-6' 39 T-0' 51 8-T 45 B'J' S1 3'-1' 77 140-1 10'-6' 2727 8-1- 46 g-0- 46 8'-9' 46 '-8' 1 B'-' 45 8'J^ 51 2'-1T 89 140-2 10'S' 2711-w 27 B'-l' 48 g-0' 46 B'-9' 4fi -Y 9 T-11' S3 T-W 59 2.11' B9 150 9'-2' 3610-1132 -T 52 8'-6' (i'-2' S2 G-0' 6B -5^ T-2' 6g 7-9' 102 Wind Open Structures MonoSlo dRoof Sr4ean Rooms &Attached Covers Glass & Motlular Rooms Enclosed Overhang Cantilever Zone MPH) PH 7&Z s aMoad• 3 s ardloed• 4 spa 1&2 a Moatl• 3 a .Moad• '♦ s .Moad• 1&2 s anllDoe 3 arr0Ime spa 4 sp. Moad• All Roo. 100 18'-Y 13 204' 13 7g-7' 13 13'S' 23 15-7 20 75'S' 20 17-6' 27 15-1' 23 13'-6' 27 4'-0' 45 HO ITS' 14 19'A' 14 g-1• 4 17 -1 • 25 15'-10' 121 15'-3' 21 11'S' 32 17-10' 32 17S 32 4'-0' S5 20 15- 1" 17 T-1(r 17 1T-3' 17 1 '-10' 30 IT-3 ' 3D 12'-9' 30 1gS 3 11-T 39 11'-3' 23 15-6 7 -0' 17 16-9 -T 32 1 -11 2 1 S' 32 - 45 17 ' 41 10•-11' 41 4-0 69 130 13 S" 23 16'-5' 20 15-10' 20 10-11' 35 1 -0 71 -1 g' 35 -1 51 10'-1 45 10-5 45 3-6 77 -140-T -12=6'- Zi- -753'- 23- -7 'E - 27- - v - '4 - --11 S'-' - - i'� - -4 - - - -51' -10-1 - 45 -' 10=5 - 4S- a-5'- 89' 40-2 1 •6' 27 75-3' 23 13S 27 9-7` 48 1 -5 17-7- 0 I drS-59 -5 59 150 ll-T 32 12-17 32 52 1" 4 104 4 7-10 6 e-9' tiff Wind Open Structures M -Sloped Roof &Attached Screen Rooms Coven Glass& Modular Rooms I Enclosed - Overhang Cantilever Zone PH MPH) 1&2 s ann.pe 3 a Moad• 4 s Moad• 1&2 ..Moad• 3 s aMoad• 4 a aMoad• U2 s aMoate 3 s .Moad' 4 s .Moad• All I Roo. 17'-9' 13 7g-10' 13 1 2' 13 14.7 23 15'-10' 20 15`-9r 20 73'-7 27 14'-9' 27 14'-3' 27 4'-0'45 1T-3' 14 1 •3' 14 1B- ' 14 13-10' 25 15'-5' 21 14-71' 25 11- 32 3-7 32 IT-2' 32 44r 55 130 15'-T 17 1T-S' 17 15-70' 1 17S' 30 14'-Y 3D 73'S' 30 1g-r 43 1 -6' 39 10'-11' 39 4.0 65 15.2' 17 16-17' 17 i6'-5' 17 1 4' 32 13'-10' 32 134' 32 9'-11' 41 10'-0' 41 4-0' 69 144' ?3 1S-0' 20 15.6' 20 10.8' 35 1Q' 35 17-0' 35 g5' 51 10'-0' 45 10'-Y 57 3'_11. 77 1404 IT 14'-11' 27 14'-5' 27 10 -0' 46 77'-Y 40 1g-10' 40 -5' S1 10'S' 45 70'-7- 51 3._4 g9 140-2 13'4' 27 14'-77' Z7 lw-b- 27 10'-0' 46 11'-Y 40 77-10' 40 8'-8' 59 g-9' 59 gS 59 3'4' 89 50 1 -0 32 14 0 328-10' BB 3- 102 Wind Open Structures MonoSlo Roof Screen Rooms &Attached C.-Enclosed Glass & Motlular Room- Overhang Cantilever Zone P 1&2 a anfloze 3 spa 4 a Moad• 1&2 a .Moad• 3 s Moad• 4 s Moad• 182 a .Moad• 3 s aMone' s annoad• All Roots 100 S 3 -10' 3 -1' 113 1 164 20 1 16-3' 120 1 1 S 120 1 S 1 -0' 23 16'-5' 23 4-0'1451 110 ig-1T 14 -3 14 1S' 1 15` 1' 21 17'-70' 21 1TS' 21 12'-11 32 75'-9'27 4.0 55 12D 1 -11' 7 20'-T 1 1 - ' 17 134 30 76'4' - 75-9' 11'-B 39 13'-1' 39 t7S' 39 4. r 723 17'S' 17 1 - 17 16'-11' 17 13'-0' 32 75-it' 26 1&.S' 26 11.5- 41 12'-9' 41 124' 41 4-0' 69 170 16'S' 2D 18'S' 20 1T-10' 20 12'4' 35 15'-2' 29 13'4' 10'-1T 45 17-2' 45 1T-9' 45 4-0- 77 140-1 1S 1T•3' 23 tt- 40 17-11' 40 175' 40 10'-11' 12'-2' 45 71'-g 45 4-0' 140.2 15'S' 23 1T-0' 23 16'-8' 23 11- 40 17-1T 40 77S' 40 g-0' 59 11'-3' S3 10'-10' S3 4-0- 89 "150"- ' 3'-0'"" 3T -15=2' 26" "15-T- 26 10'-9'- 46' 1 -0' 46" 11 S• 46 -8'-10' tiff- -10'-6'- 6D --g-T - 68- -Y-T 102 .."-•-. ...e...,... Na.v...:vvr - :v,mr wa,v. = v �n v wur overhang.-ueslgn a eppnea wad based on the effective area of the panel d rev rem h� O i 3 O am y h z Q N d j o w to O � 2 Q K n to OO O O � LL K Qw ocl E lr 30 vs 2 J O Q F W Z CO p o E Q O N Z O J y 2 W Z, CO W i - LV w Q Q a Wes' ZJ to U Q Z N J Z Q o �(.5 U)w L) Fes- Q W � 0 J 2 (� Z Qm Of0 g W W Q In Z iY •..i . Q O a J U. Q n 0 N T o A k 2 W LL ? m E W Z � m 3 aU, O a1 n (I) ¢ o ro C `� C a. rD m cp a LLj 0 m t J m U S '� C �.a O � a m m r H co U Z W S Of p � SHEET Uf W Z J f7 uu 03 W z 10F m MANUFACTURERS PROPRIETARY PRODUCTS co SET WITH.DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE io ON TOP AND BOTTOM LOCK GROOVE �t (7 48n 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL 7561 Note: ELITE ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL Florida approved test lab & analyzed by SCALE: 2" = 1'-0" Lawrence E. Bennett & U180 Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 55oo & FL 7561 Wind Open Structures Mono —Sloped Roof I Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone 1&2 3 4 18,2 3 4 U2 3 4 Cantilsver MPH s annoad• s Moad• spa s annoad' spa annoad• spaI sPannOacr s annoad' I s annoad• 100 20'$' Ila 23'-2° 1 13 zz.4- I73 16'$' I 20 1 18'$' 1201 11 -.0 I 2D I 15'S' 23 173' 1231 16'$' 123 4'-0- 45 110 20'-1' 114 2Z$' 114 114 -1 16'-2' 121 1 18'-0' 121 1 17'-5" 121 1 13'-1' 132 15'-17' 27 1 15'-0' 127 4'-0' 55 120 18'-2' 17 20'-0' 17 $' 30 16'$' 25 15'-11' 25 11'-10' 39 13'-3° 39 1Y-9' 39 4'-0' 65 123 1T-9' 17 19'-10' 17 -Y 32 16'-2' 26 15'-T 26 11'-7' 41 13-3 41 1Y$' 41 4'-0' 69 130 16'-9' 20 18'-9' 20 �17 -6' 35 15'-0' 29 13'$'45 12'-0' 45 11'-11' 45 4'-0' 7715'-7' 23 1T-S 23 40 13'-1' 40 17$' 40 71'-0' 45 12'-4' 45 17'-11' 45 3'-11'140-2 15T 23 iT.S' 23 ' 40 13'-1' 40 17-8' 40 9'-T 59 11'-0' S3 10'-71' S3 3'-11' 89 150 ..'13'-2" 4', 48" 32 _ _ 16'-4' . 26., .15'-'10' 25..1_0'-11'_ z D.D30" Panels elumin. a, eu..o wnc 46 - — u_.w _. u e 12'-2'.. 46 — - _ 7 °_ 1__9_ 3fz - S'-)1'_ _68_ _10'_8'_.60_ _]0'-0'_ 60_ - _3'W'_. 1.02 Wind O en Structures Mon oSlo ed Roof Screen Rooms & Attached ..�..�.. .-..a... Covere. Glass &Modular Rooms Enclosed Overhang Zone 152 3 4 1&2 3 4 182 3 4 Cantilever MPH -100 s annoad• s Moad• s annoad• s annoad' s ann s annoad• s annoad• s annoad• .s .Moad• 23'-10" 13 26$' 13 25 -9' 13 19'-1' 20 21'-4' 20 20'-7- 20 17'-9' 23 19'-10' 23 19'-Y 23 4'-0' 45 110 23'2' 14 25'-11' 14 25'-1' 14 18-7' 21 20'-9" 21 2D'-1' 21 16-5" 27 18'-0' 27 1T-9' 120 20'-11' 17 2&-S' 17 22'$" 17 17'-0' 25 19'-1" 25 18'S' 25 15'-1' 32 16-10" 32 16'3' 123 20'•5' 17 27-10' 17 22-1' 17 16$' 26 18'-7' 26 1T-11- 26 13'-4' 41 16'-5' 34 15'-10' 69 730 19'4' 20 21-7° 20 20'-10" 20 15'-10" 29 1T$' 29 17'-7" 29 12'$' 45' 15-5' 38 13'-9' 45 4'-0' 77 140. t7'-11' 23 20'-1' 23 19'S' 23 .13'$' 40 16'-0' 34 15'-9' 34 17$" 45 15'-5' 38 13'-9' 69 140.2 17'-11' 23 20'-1' 23 19'-5' 23 13'$' 40 16-0' 34 15'-9" 34 ll'S' 53 13'-1" 53 17$' 89 „150 ' 16; 10" 26 18'-10" 26 18'3' 26 12'-7' 46 15'-3' 39 13'-T 46 10'-11" 60 12': ' 60 11'-11" 60 4'-0'. 102 _. -. __ .__... _..__...._.. ...-.... ,,..,........ ., w- u, -Pp— luau uaseo on me arreceve area of the panel Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 3'vd Arun- _.. Wind Open Structures MonoSlo ed Roof Screen Rooms &Attached Covers Glass & Modular Rooms Enclosed Overhang Zone 1&2 3 4 %2 3 4 182 3 4 Cantilever MPH s annoad' s annoad' s annoad' s annoad' s annoad' s annoad' s annoad' s anlload' s .Moad' 100 20'-6' 13 23'-1' 13 22'-4' 13 16'-6' 20 18'-5' i 1T-10' 20 15'$' 23 17'-2' 23 16'-7- 23 - 4'-0' 45 20'-1' 14 22'-5' 14 Ill 21'$' 14 16'-l' 21 18'-0' 21 17'-5' 21 73'-1' 32 16-11" 27 15'-4' 27 4'-0' 55 120 18'-2' 17 20'-0' 17 19-8' 17 13'-6' 30 16'$' 25 15`11' 25 1l'-10' 39 13'-3' 39 12'-9' 39 4'-0' 65 123 17'-B' 17 19'-9' 17 19'-1' 17 13'-2- 32 16'-1' 26 15'-T 26 11'-T 41 12'-77' 47 72'-6' 41 4'-0' 69 13D 16'-9' 20 18'$' 20 12'S" 35 15-4' 29 13'$' 35 11'-0" 45 12'-4 45 11'-11' 45 4'-0' 77 140-1 75'-T 23 1T�5' 23 16'-10' 23 11'$' 40 13'-1' 40 72'-T 40 1V-0" 45 17-4 45 17'-11" 45 T-71' 89 140.2 15'-7' 23 17'-5- 23 16-70' 23 77'$' 40 13'-7' 40 12'-7' 40 9'-T 59 71'-4' 53 10'-11- 53 3'-11' 89 150 3" Y 48" 13'-2' 32 X O.a3a"Panol¢ 16'3' 26 el..min. 15'-9' 26 ell.... •aw nc 10'-11' 46 u 12'-2' 46 17'-9' 46 8'-11' 6B 10'$" 60 10'e Wind O en Structures MonoSlo ed Roof Screen Rooms & Attached Covers Glass &Modular Rooms Enclosed Overhang Zone 1&2N261 4 1&2 3 4 1&2 3 4 Cardilever MPH s annoad'span/load-1 s Moad' s Moad' s nnoad• s annoad' s anlload- s annoad• s annoad' ' 13 13 26'-2' 13 19'-0' 20 21--8- 20 20'-17' 20 18'-1' 23 20'-2' 23 79'-8" 23. 4'-0' 45 -7" 1414 25'$" 14 18'-71'. 21 21'-2" 21 2-1 21 16'$' 27 18'$' 27 78'-0' 27 4'-0" 55 4' 17- 17 23'-0' 17 17'4' 25 19'-4' 25. 18'-9' 25 16-4' 32 17'-1' 32 16'-0' 32 4'-0' 65 U-T23­20 -9" 77 17 22'.5' 17 16'-17' 26 18'-1T 26 78'3' 26 13'-7" 47M 7' 20 20 21'-2' 20 16-1' 29 1T11" 9 IT-4- 29 1Z.11- 45 15'$' 38 15-Y " 2323 19'-9' 23 13'$' 40 16'-T 34 16'-1' 34 12'-11' 45 . 15'$' 38 15'-Y 3' 2323 19'-9' 23 13'$' 40 16'-T 34 16'-1' 34 11'-11' 53 13'-0' S3 '"2 4" X 48" 2626 X 0.024" Panwls eblminn.n 18'-8' 26 en".. i� nc 12'-9' 46 u_ww ... u �� 15'-0' 39 o n cec .._� 13'-10' 46 ..___.-_ .-_ _ __ 11'-2' 60 12'$' 60 17-1' Wind Open Structures Mono —Sloped Roof I Screen Rooms & Attached Covers I Glass & Modular Rooms Enclose Overhang Zone MPH 182 s Moad• 3 s aNload- 4 s Moad' 182 s annoad' 3 s annoad• 4 s annoad• 1&2 s annoad• 3 s ard) ad• 4 .. _s annoad• Cantllaver 100 26-Y 13 29'3" 13 2"' 13 20'-10" 20. 23'-4" 20 22'-T 20 19'-6" 23 21'.9" 231 21'-0' 1231 4'-0- 45 11D 25'-5' 14 2B'-5' 14 2T-5' 14 2g-0' 21 2Z-9" 21 22'-0" 21 17-11' 27 20'-1' 27 19'-5' S5 120 27-11' 17 25'$' 17 24'-70' 17 1ff'$' 25 20'-10' 25 20'-2' 25 16'-6' 32 18'-5' 32 17'-10' 32 4'-0'. 65 123 2Z-44 17 26-0" 17 24'-2' 17 16'3' 26 20=5' 26 19'$' 26 76'-1" 34 17'-11' 34 77'-4' 34 4'-0' 69 130 21'-Y 20 23'$' 20 22'-10" 20 17'-4' 29 19'-5' 29 18'•9' 29 15'-Y 38 16'-11- 38 16'-4' 38 4-0" 77 140-1 19'$' 23 21'-11' 23 27'-3' 23 16'-0' 34 7T-11' 34 1T-3" 34 1S-Y 38 16'-17' 38 16'•4' 38 4'-0' B9 140-2 19'-8' 23' 21'-1 T" 23 21'3' 23 16'-0' 34 17'-11" 34 1T-3' -Sr12'-10- S3 75'-9" 44 15'-2' 44 4'-0' 89 150 76'$' 26 20'$" 26 19'-11' 26 13'-9- 46 16'$' 39 W-2' 39 12'-1- 60 13'$" 60 13'-0' 60 4'-0' 102 ---- - ---.---I------.__. .__......__..- ...... ........ ........�o.y. —11" ul appnea luau uaseo on me aneouve area of me panel O Z m W a m O O 7 W m O CD Z If W W Z F9 Z W x C LL J Q Z fA Co H n 0y C-) U' (L 0 Of fn J 00- ILI Z J LU U) i Z 111 oes a U LL U X U p Imo— Q J N Z 0 tl.l I ll.l W Z tU fn W J Q CD 't M C o f0 Z N r0 LL W LL _ W j3 or x E Uj M LL -0 O d C U m to 3 N O 0 A lb times ii N L IJJ -a o () _-1 m C.)O a)N U LL o � r m 0 r V m OQ o. CS R o° wu QJ zo 30 o� of Z 0 0 w 0 0 N Z z w 2 W a IL ar I o . o , W O U j Z Z IS IS 0 I O J LL i o { 0 N j 0 0 N OI m Z W S lY a W SHEET z Z a z Co W w 10G � W n m 08-12-2010 OF 1 OO st MANUFACTURERS.PROPRIETARY PRODUCTS 00 SET WITH DEGASEL 2000 OR EQUAL 0 / CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE v t'7 48' 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL 7561 ELITE ALUMINUM CORPORATION ELITE PANEL SCALE: 2" = 1'-0" Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads* (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 550D & FL 7561 6- x 48" x 0.024" Panels Aluminum Alloy 3105 H-14 or H-261.0 EPS Core Densi Foam Wind Open Structures Mono-sio ed Roof Screen Rooms & Attached Covers , GI & M d I Zone MPH 1&2 s an/load' 3 spanpoad- 4 s anfload, 1&2 s an/load- 3 s an/load• 4 s aNload• ass 18. 2 s a iload' o u ar Rooms 3 . s anpoad• Enclosed 4 s aNload• 100 25%9' 113 2B'-9' I 13 27'-10' 113 20'-7• 20 22%11' 120 22'-2' 20 19'-2' 123 21'-5' 123 20'-8' 123 110 25'-0" 114 27'-11' 14 27'-0' 14 20'-1' 21 22'-5' 21 21'-8" 21 17--8` 27 19•-9' 27 19'-1' 27 125- z2-r n zs4 n 24'•5" 17 18'-5- 25 20'-7- 25 19'-10' 25 16'.3' 32 18'-2" 32 17'-7• 32 123 27-0" 17 24'-8' 17 23'-10' 17 17'-11' 26 20'-l' 26 .19'-5' 26 15'-10' 34 17'-8• 34 17•-1` 34 130 29-10' 20 23'-3` 20 22'-6` 20 1T-1` 29 19•-1' .29 18'-5" 29 13•-8' 45 16'-B` 38 16'-1" 38 140•a 19'4' 23 21'$' 23 20'-11' 23 15'•9• '34 1T-7- 34 1T-0` �34 13 8 45 16•-8' 38 161-1' 38 140-2 19.4' 23 21'$' 23 20'-11' 23 . 15'-9' 34 1T-7- 34 . 17•-0' 34 12'-70 53 15'-6` 44 13'-B' 53 150 18'-2' 26 20'4' 126 19'$' 126 13'-7" W. 16'-5' 39 15'-11- 39 17'-10• 60 13'-3' 60 12'-10' 60 6` x 48` x 0.030" Panels Aluminum Alloy 3105 4-14 or H-25 1 0 EPS Core Density Foam Overhang Cantilever 4'-0 45 4'-D' 155 4•-0• 65 4'-0' 69 a'-o• 774'-0' 89 4 89 4'-D' 102 Wind Zone MPH O en Structures Mono -Sloped Roof 1&2 1 3 4 s anpoad• , s aMoad' . s annoad• . Screen Rooms & Attached Covers- 1&2 3 4 s aMoad' : s anpoad• .s aMoad• Glass &Modular Rooms Enclosed 1&2 3 4 s aNload' I s annoad' sb an/load• Overhang .Cantilever . 100 34'-7' J13 38'-8' 13. 3T--5• 113 27'$' -20 30'-11" 20 29'40' 20 25'-9' 23 28'-10' 23 -27'-10' 23 4'-0' 45 110 33'-8- 14 - 37'-7' 14 364- '14 26'-11' 21 . 30'-2' 41 29'-2' 21 23'-9" 27 26'-T -27 25'$' 120 30'-5' -07 ' 34'$' I17 3Z-10' 17 24'-9' 25 • 27'-8' 25 . 26'$' 25 21'-10' .32 24'-5' 32 . 23' - 123 - 29' 7' 17 33'-1' 17 32'-0' 17 24'-2- 26 26'-! 1" 26 . 26'-7• 26 21-3' :V . 23'-9" 34 22'-11' 34 4'-0` 69 730 ' 2T-1l' ZO 31'-3' 20 30'-3' 20 22'-11' '29 25'$' .29 24'-9' 29 20'-1' 38 2 _5- :38 " 21'$' 38 4'-0' 77 140- " 26'•T :23 29'-1' 23 28-2' 23 21'-2' 34 23=8' 34 -zz-11' 34 20'-T 38 22'-5' 38 21'-8' 38 ' 4'-0' '69 140-2 26'-1' 23 : 29'-1' 23 . 28'-Y :23- . 21'-2' 34 23'-8' -34 22'-11' 34 . 18'-8- 44 20•-10'20' 150 24W 26 27'4' 26 26'-5- 26 19'-9- 39 22'-1- 39 21'-5` 39 1T4' S1 79'4' S1 78'$- 51 4'-0' 702 •---• •••--• • . •••• •��••• ••.."1= rve„ w,�"� uvemang. -uesign or appuea load based on the effective area of the panel Note: Below spans are based on test results from a -Florida approved test lab & analyzed by Lawrence E. Bennett 8t L/180 Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#ISF) Manufacturers- Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 s-.•ec- -n n1------ -.1.._1_. .11-...,. 1. _- Wind Open Structures Mono -Sloped Roof Screen Rooms &Attached Covers I Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s an/load' 3 s anil d• 4 spa 182 s an/load• 3 s aMoad• 4 s aMoad• 182 •s anpoad• 3 annoad' spa 4 spa npoad• Cantilever 100 28'-2' 113 31'-6' 13 30'-5' 13 22'±L 20 25'-2" 120 24'-4" 20 20'-11' 23 23'-6' 23 2T-8' 23 1 4'•0' 1451 110 27'-5' 14 30'-8' 14 29'-7` 14 2T-11' 21 24'-7- 21 23'-9' 21 19'-4` '27 21' lt' 27 20'4 27 4'-0' 55 120 24'-9' 17 27'-8" 17 26--9` 17 20'-2' 25 22'-6` 25.. 21'-9` 25 1T-10- 32 19'-11- 32 19'-3' 32 4'-0' 65 123 24'-2- 17 26'-11- 17 26--7- 17 19'-8- 26 W-11' 25 21'-3' 26 17.4' 34 19'4' 34 18'-8• 34 4'-0' 69 130 22'- 00' 20 25'-6' 20 24'-8' 20 18'-6• 29 20'-11' 29 20'•2' 29 16.4• 38 18'-3• 38 17'$' 38 4'-0' 77 140-1 21'-3' 23 23'-9' 23 22'-11' 23 17'-3- 34 19.4- 34 18--8- 34 16.4- 38 18'-3- 38 1T-B' 38 4'-0- 89 140-2 21'-3' 23 23'-9' 23 27-11' 23 17'-3- 34 19'4• 34 18'-B" 34 15'-2' 44 16'-YP 44 16'-5' 15D ee 19^-11' 26 22'3' 26 27:-6' - 26 16'-1' 39 18'-0` 39 1T-S 39 12'-11' 60 Wind Open Structures Mono -Sloped Roofl Screen Rooms 8 Attached Covers Glass 8 Modular Rooms Enclosed Overhang Zone MPH) PH 1&2 s anpoad' 3 s anil d' 4. BOBMoad' 1&2 s anpoad' 3 s antload' 4 s anpoad• 1812 s aMoad' 3 s .nnoad' 4 sea n1load- Cantilever 100 32'-6' 113 1 36'4- 13 35'-2' 113 25.41' 20 29'-0' 120 28--1' 20 24'-2' 123 27'-1- 23 26'-2' 23 4'-0' 45 110 31'-7' .14 364'- 14 34'-2' 114 25 4" 21 28'4- 21 2TA' 21 2Z4' 27 24'-11• 27 24'-2- 27 4•-0- S5 120 28'-T 17 31'-11" 17 30'-17' 17 - 23'-3' 25 25'-11" 25 25'-1' 25 20•-6' 32 2Z-11' 32 22'-2' 32 4'•0' 65 123 27'-10' 17 31'-1' 17 30'-1' 17 22'$' 26 25'4" 26 24'-6" 26 .19'-11' 34 22'4' 34 - 21'-7• 34 4'-0' 69 130 26'-3' 20 29•-5' 20 28'-5' 20 21'-T 29 24'-1' 29 23'-3' 29 18'-10' 38 .21--1• 38 20'4' 38 4'-0' 77 140-1 24'-6' 23 2T4' 23 26'-5' 23 .79'-11'' 34 22'-3' 34 21'-6' 34 18'-10• 38 21--7' 38 20.4` 38 4•-0• 89 140-2 24'-6' 23 27'4' 23 26'-5' 23 19'-11- 34 22•-3" 34 21'-6° 34 AT-6- 44 19'-7- 44 18'-11' 44 4'-0` 89 150 22'-11' 26 25'$' 26 24'-10' 26 78'-T 39 20'-9- 39 20'-1- 39 16'-3- 51 18'-2- 51 17'-7- S1 4'-0' 102 Wind Open Structures Mon oSlo ed Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s aniload' 3 s aMoad• 4 s aMoad- 1&2 s annoad• 3 s aMoad' 4 s aMoad• 1&2 s anlload' 3-- s anpoad- 4 .s aMoad- Cantilever 100 - 34'-7- 13 38'-8` 13 . 37'-5' 13 2T$' 20 30-11' 20 29'-10" 20 ' 25'-9" 23 28'-10- 23 2T-10' 23 4'-0' 45 110 33'$' 14 37'-T 14- 36-4` ` 21 30'-2" 21 .29'-2- 21 23'-9' 27 26'-T 27 25'-8' 27 4•-0' 55 120 30'•5' 17 .34'-0' 17 -3Z-10' ' 25 27' 25 26'-8' 25 21•-10' 32 24-5' 324'-0' 65 123 29'-7' 17 33'-1` 17 32'-0' '26 26'-11` 26 26'-1' 2�18 34 23'1' 3434'-0' 69 130 2T-71' -20 31'-3• 20 30'-3' U172 '-8° 29 24-9- 238 22'-5' 38 21'$' 3B 4'-0' 77140-1 26'-T 23 29'-l' 23 28'-2' 34 23'-8' 34 22'-11' 338 22'-5' 3B 21'-8' 38 .4'-0' 89 .1402 26'-l' 23 29'-1' 23• 28'-2' 34 23'$° 34 22'-11. 344 20'-10- 44 20'-1' 44 4'-0' 89 26- 27{ .-26- 26'-5"-- - 39- 21'•5"- 3 31- -19'4'-- -51- -18'=8'-51- -4'•0'- 102 Wind Open Structures Mon oSloped Roof Screen Rooms 8 Attached Covers - Glass 8 Modular Rooms Enclosed Overhang Zone MPH 1812 s aniload• 3 s anpoad• 4 spa n/load' 1&2 s aMoad' 3 s anpoad• 4 s aMoad''s 1&2 an/load- 3 s annoad• 4 span/load' Cantilever 100 37-71' 13 42'-5- 13..40'-11` 13 1.30-3' 1,20 33'-10` 20 32'-8' 120 28'-3" 23 31W" 123 30'-6' 23 4-0' 38 410 36-10•. 14 41'-2- -14 39'-10" 14 .29-6' 21 33'-0" 21 •31'-11' 21 26'-1' 27 29'-1• 27 28'-2' 27 4'-0" 55 120 33'4• . -77 37'-3' 17 36'-0` 17 27'-1' . 25 30'•3' 25 29'-3" 25 23'-11• 32 26'-9' 32 25'-10' 32 4'-0' 65 123 32'-5' 17 36'-3' 17 35'-1' 17 . 26'-5' 26 29'-7' 26 28-7" 26 23--3' 34 . 26'-0' 34 -9 2` 34 4'-0' 69 130 30'-8' 20 34'-3' 20 . 33'-7• 20. 25'-2' .29 28'-1" 29 - 27'-2" 29 21'-11' 38 : 24'-7" 38 23'-9' 38 4'-0' 77 140-1 28'-6• 23 31'-11' 23 30-10' 23 23'-3' 34 25'-11'34 25'-1` 34 21'-11' 38 24'-T 38 23'-9' 38 4'-0' 89 14D-2 28'-6' 23 31'-11- .23 30--10' 23 '. 23'-3- 34 25'-11" 34 25'-7- 34 20'-5' 44 22'-10- 44 22'-1• 44 4'-0' 89 150 26'-70' 26 29-11- 26 28'-11' 26 . 21'$' 39 24'-3" 39 23'•5' 39 16'-11' 51 21'-2' 51 20'-6- 51 4'-0- 102 note. i oaa torn pane] vnum = room wiom + wat vnam + ovemang. -Design or applied load based on the affective area of the panel t) Z W W a K O LL W m O F- O .Z W W _Z () Z W L' J Q Q 2 1-- 2 0 S 0 X O W Z J Cl) Z w 06 a U LL U } � F Q U) z O W W _Z O 0. C0 W J N t0 LJL Lu w FL 2 a :ii E W Z o IL LU O aL n o m C C IL ui U 0) J o root -1 m c£ U > O toC 3 a: a � a d � � H J IW a 03 W Z OOO W SHEET _z J Q W 10H 0 Z W to Z _f f 1-2 m 08-12-2010 OF 2.00• * * 2.00" * * 2.00" I I I I I A = 0.434 in.' T A = 0.776 in.' Ix = 0.234 in'o Ix = 1.953 in.o-'ckSx = 0.240 in' 0.046" coSx = 0.977 in?6005 - T5 6005 - T5 2" x 2" x 0.040" HOLLOW SECTION 0.072" oSCALE 2" = 1'-0'A = 1.855 in.' STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD @ 24- O.C. Ix = 16.622 in' TOP AND BOTTOM OF EACH BEAM Sx = 4.156 in? soon - rs I I 2" x 4" x 0.046" x 0.115" SELF MATING SECTION 0.045" A = 0.538 in? o SCALE 2" = 1'-0" Ix = 0.428in.' in' 2.00' STITCH W/ (1) #IU3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM -'k 6005 - T5 600 -T5 * 2" x 3" x 0.045" HOLLOW SECTION 2" x 8" x 0.072" x 0.240"SELF SCALE 2" = 1'-0" A = 0.964 in? MATING SECTION Ix = 3.688 in. • SCALE 2" = 1'-0" 2.00' * * I I 0.050' Sx = 1.475 in? vi 6005 T5 - * 2.00' 0.060" o A = 0.768 in.' o Ix = 0.530 in' m Sx = 0.585 in.' STITCH W/ 1 #10x3/4" S:D.S. HEX HEAD 24" O.C. @ TOP AND BOTTOM OF EACH 6005 - TS BEAM 2" x 3" x 0.060" HOLLOW SECTION 2" x 5" x 0.050" x 0.135" SCALE 2" =1'-0' SELF MATING SECTION o SCALE 2" = 1'-0' 0.072^ m * 2.00' A = 1.999 in? * 2.00" Ix = 22.116 in' 0.050" I I Sx = 4.915 in? $ A = 0.697 in.' 6005 - T5 Ix = 1.428 in.' Sx = 0.714 in? A = 1.098 in.' 6005 - TS 0.050' Ix = 5.938 in. ` 2" x 4" x 0.050" HOLLOW SECTION Sx = 1.979 in? STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24- O.C. TOP AND BOTTOM OF EACH BEAM SCALE 2" = 1'-0' 6005 - T5 • 2" x 9" x 0.072" x 0.239" SELF MATING SECTION 3.00' SCALE 2' = 1'-0' STITCH W/ (1) #10x3/4`S.D.S. HEX HEAD @ 24' O.C. A = 0.552 in.' TOP AND BOTTOM OF EACH BEAM .�O.045" o Ix = 0.342 in' 2" 6" 0.050" 0.135" * 2.00" Sx = 0.342 in? x: x x I I 6005-T5 SELFWATING SECTION 3" x 2" x 0.045" HOLLOW SECTION = SCALE 2" T-T SCALE 2" = 1'-0' 2.02' 2.00' * 0.082' o o A = 2.398 in? Ix = 27.223 in' o Sx = 6.050 in.' 0.06' o A = 1.277 in? 6005 - T5 A = 0.954 in.' 0.060' Ix = 8.873 in. Ix = 2.987 in Sx = 2.534 in? Sx-- 1.195 in? 6005 - T5 STITCH W! (1) #10x3l4' S.D.S. HEX HEAD @ 24' O.C. 6005 - T5 TOP AND BOTTOM OF EACH BEAM 2" x 5" x 0.062" HOLLOW SECTION 2" x 9" x 0.082" x 0.321" SCALE 2" = 1'-0' STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD @ 24" O.C. SELF MATING SECTION TOP AND BOTTOM OF EACH BEAM SCALE 2" = 1'-0" 2" x 7" x 0.057" x 0.135" SELF MATING SECTION SCALE 2' = T-0' *200"* I I o 0.09D" oo A = 3.023 in? Ix = 42.466 in.• Sx = 8.493 in.3 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24- O.C. TOP AND BOTTOM OF EACH BEAM 2" x 10" x 0.092" x 0.389" SELF MATING SECTION 0 _2 6 0 zE w c •� y = m dim z o am d m 0. o o xLL a� zo w 8 5 J 0 SCALE 2" = 1'-0' ? w z CD N < 2 CO C7 W z J Of lu LU It. a _Z U) > CL N LLjc6 U Z o J Q U w w o CD U Q _ k 2 2 U Z U w W W_ n W 0 ofEL o Z U o K 0 <n O ? LL w m Q o O N w V7 m w Z (O r (D m n Town & Country 6005 Indicator Mark (9 2 (Instructions For Permit Purposes) w -j w LL To: Plans Examiners and Building Inspectors, O LL O 2 m LLj O o x E $ 2 ` rIII i These alloy indentification marks have been provided to d O contractors and yourself for permitting purposes. The details below CI N o r m illustrate the alloy indentfication marks and the location of such marks. w C I- T These alloy marks are used solely for our 6005 extrusions. It is ro C U m ultimately the contractors responsibility that they receive and use only w m r. m " d 6005 alloy shapes when using this engineering. We are providing this p co N m L document to simplify the indentification of our 6005 alloy materials to v W m o c be used in conjuction with our 6005 engineering. w O ; m m C U a o A separate signed and sealed document from Town & Country 0 w L will be provided to our pre -approved contractors once the materials are �? m purchased. < M F TCI 6005 SELF-MATING14) ALLOY INDICATOR TO 6005 HOLLOW CATOR 08-12-2010 1 OF uj Q.: or 'T = (9 z w 11 LZ w m 12 0 GENERAL NOTES AND SPECIFICATIONS: 1. The Fastener tables were developed from data for anchors that are considered to be "Industry Standard" anchors. The allowable loads are based on data from catalogs from POWERS FASTENING, INC- (RAWL PRODUCTS), other anchor suppliers, and design criteria and reports from the American Forest and Paper Products and the American Plywood Association 2. Unless otherwise noted, the following minimum properties of materials were used in calculating allowed loadings: A. Aluminum; 1. Sheet, 3105 H-14 or H-25 alloy 2. Extrusions. 6063T-6alloy 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, 112" 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. 5. Spans may be interpolated between values but not extrapolated outside values 6. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coals of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 7. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316: Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 9. Any project covering a pool with a.salt water chlorination disinfection -system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. .The anchor systems in the Fastener section are designed for a 130 MPH wind load.. Multipliers for other wind zones have been provided. Allowable loads include a 133 % wind load increase as provided for in The 2007 Florida Building Code with 2009 Supplements. The use of this multiplier is only allowed once and l.have selected anchoring systems which include strapping, nails and other 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 Allovrdble Loads Tensile Strength 55,00D psi; Shear 24,00D psi Table 9.1 Allowable Loads for Concrete Anchors Screw St.. d = diameter Embedment Depth (in.) Min. Edge Dacing ist 8 Anchor Sp 5d (in.) Allowable Loads Tension Shear ZAMAC NAILIN (Drive Anchors) 114" 1-1/2" 1-114' 273# 236# ' 2"1 1-1/4' 1 316# 1 236# TAPPER (Concrete Screws) 3116" 1-114" 15116" 288# 1Ell 1-314• 15116" 371# NO 114^ 1-1/4' 1-1/4^ 427# 20D# 1314" 1414" 544# 216# 318" 1-1/2^ 1-9/16" 511# 402# 1-3/4" 3-318" 703# 455# POWER BOLT (Expansion Bolt) 1/4" 2' 1-114" 624# 261# 5116" 3" 1-7/8^ Ji 936# 751# 318" 3-12" 1-9/16^ 1 1,575# 1,425# 12" 5" 2-112" 1 2,332# 2,22D# 'POWER STUD (Wedge -Bolt ®) 114' 1 2-3/4" 1-114" 872# 326# 318" 41/4" 1-718" 1,358# 921# 1/2" 1 6"1 2-12" 2,271# 1,218# 118"1 7" 1 2.114' 3,26B# 2,202# Wedge Bolt 1/4' 2-12" 2-1/4" 878# 385# 3/8" 342" 3-114" 1.705# 916# 12" 4" 3.3/4' 1,774# 1,095# Notes: 1. Concrete screws are limited to Y embedment by manufacturers. 2 Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to ravel may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable loads are increased by 1.00 for wind load. 6. Minimum edge distance and center to center spacing shall be 5d. 7- Anchors receiving loads parallel to the diameter are shear loads. 8. Manufacturers recommended reductions for edge distance of Sri 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" beam with: spacing = r-W O.C. allowed span = 20'-5" (Table 1.1) UPLIFT LOAD = 12(BEAM SPAN) x BEAM 8 UPRIGHT SPACING NUMBER OF ANCHORS = 12(20.42') x T x 10# / Sq. FL ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS= 714.70# =1.67 427# Therefore, use 2 anchors, one (1) on each side of upright Table is based on Rawl Products' allowable loads for 2,500 ps.t. concrete. Screw/Bolt I Allowable Tensile Loads on Screws for Nominal Wall Thickness (YJ (Ibs.) -A - 0.164" 122 153 200 •228 -255 910 0.190" 141 177 231 263 295 012 0.210" 156 195 256 291 327 #14 0250" 186 232 305 347 389 529 114" 0.240' 179 N423 223 292 333 374 508 5116" 03125" 232 291 381 433 486 661 318" 0.375" 279 349 457 520 584 793 1/Y 0.50" 373 465 609 693 779 1057 Allowable Sheer Loads on Screws for Nominal Wall Thickness T) (Ibs.) -Screw/Bolt Single Shear Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" #8 0.164" 117 133 147 192 218 245 #10 0.190" 136 - 154 170 222 253 284 #12 0210" 150 171 186 246 260 293 #14 0250' 179 203 223 292 333 374 508 114" 0240" 172 195 214 281 320 358 4117 5116" 03125" 223 254 279 366 416 467 634 318" 0.375" 268 305 335 439 499 560 761 112 0.50' 357 406 1 447 1 585 1 666 1 747 1 1015 Allowable Shear Loads on Screws for Nominal Wall Thickness ('t') (Ibs.) Double Shear d 0.044" 0.050' O.D55' 0.072' 0.082' 0.092" 0.125" K114"._240" 343 39D 429 561 639 717 974 125^ 446 508 559 732 832 934 1269 75" 536 610670 876 998 1120 1522 50" 714 612 694 1170 1332 1494 2030 Notes: 1. Screw goes through two sides of members. 2. All barrel lengths Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws of anchor specifications In drawings. 3. Minimum thickness of frame members is 0.036' aluminum and 26 ga. steel. Muldpliers for Other Alloys 6063 T-6 1269 5052 H-25 1522 6005 T-5 2030 Allowable Load Coversion Multipliers for Edge Distances More Than 5d Edge Distance Multipliers Tension Shear 5d 1.00 1.00 6d 1.04 120 7d 1.08 1.40 lid 1.11 1.60 9d�j 1.14 1.80 tOd 1.18 2.00 11d 1 121 12d 125 Table 9.5A Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures (a) 27.42 #/SF Fastener diam, min. edge distance In. ctr. to ctr. No. of Fasteners / Roof Area (SF) 1 / Area 2/ Area 31 Area 41 Area 114" 12" 5/B" 1,454 - 53 2.908 -106 4,362 -159 5,819 - 212 5116" 318" 718" I.S. - 69 3,788. 138 5.682 - 207 7.576 - 276 3/8' 3/4' 1" 2.272-82 4,544-166 6,816-249 9,088-331 12" 1" 1-1/4" 3.030-110 6,O6D-221 9,090-332 72,12D-442 Table 9.5B Allowable Loads & Roof Areas Over Posts for -Metal -to Metal, Beam to Upright Soft Connections Enclosed Structures @ 35.53 #/SF Fastener dlam. min. edge distance min. ctr. to rtr. No. of Fasteners /Roof Area (SF) 1 / Area 3 / Area 4/ Area 1/4" 12' S!B" 1.454-41 4,362-125 5.819-164 5116" 318' 7/8" 1,894 - 53 E 5,682-160 7.576-213 314• 1"2.272 - 64 6.816-192 9.088 -256 112" 1" 1-1/4" 3,030-B5 9,090-256 12,120-341 Notes for Tables 9.5 A, B: 1. Tables 9.5 A 8 B are based an 3 second wind gusts at 120 MPH; Exposure 'B"; I=1.0. 2. Minimum spacing is 2-12d O.C. for screws 8 bolts and 3d O.C. for rivals. 3. Minimum edge distance Is 2d for screws, bolts, and rivets. Allowable Load Conversions for Edge Distances More Than 5d Edge Distance Allowable Multi Load liars Tension Shear 12d 125 11d 121 10d 1.18 20D 9d 1.14 1.80 Bd 1.11 1.60 7d 1.08 1.40 6d lX4 120 5a 1 1.00 1.00 Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 #! SF) (For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1^ 264#-10 SF 528#-19 SF 7920-29 SF 1056#-39 SF 1/4"e 1-112" 396#-14 SF 792#-29 SF 1188#-43SF 1584#-58 SF 2-112" 66D#-24 SF 132D#-48 SF 1980#-72 SF 2640#-96 SF 1" 312#-11 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 156D# - 57 SF 2340# - 85 SF 3120# -114 SF 1" 356#-13SF 712#-26SF 1068#-39 SF 1424#-52SF 318"a 1-112" 534#-19 SF 1068#.39 SF 1602#-58 SF 2136#-7B SF 2-12" 89D#-32 SF 1780#-65 SF 2670#-97 SF 3560#-130 SF CONNECTING TO: CONCRETE [Min. 2,500 psi) for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment i Number of Fasteners 1 1 2 1 3 1 4 TYPE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamae Nallln or Equivalent) 1/4"a 1-12' 273#-10 SF 546#-20 SF 619#-305F 1092#-40 SF 2" 316#-12SF 632#-23SF I 948#-35SF 1 1264#-46 SF TYPE OF FASTENER = Concrete Screw (Rawl per or Equivalent) 3116"o 1-1/4" + 288#-11 SF 576#-21 SF 864#-32 SF 1152#-42 SF 1314' 371#-145F 742#-27 SF 1113#-41 SF 1484#-54 SF 114"e 1.1/4" 365#-13 SF 730#-27 SF 1095#-40 SF 1460#-53 SF 1.3/4" 1 427#-16 SF 1 854#-31 SF 1 1281#-47 SF 1708#-62 SF 318"e 1-1/2" 1 511#-19 SF 1022#-37SF 1533#-56SF 2044#-75 SF 1314" 703#-26SF 1406#-51SF 2109#-77 SF 2812#-103 SF TYPE OF FASTENER = Expansion Bolts (Raw[ Power Bolt or Equivalent) 3/8"e 2-1/2" 105D#-38SF 2100#-77SF 3150#-115SF 4200#-1,13 SF 3-1/2" 1575# - 57 SF 3150# -115 SF 4725# - 172 SF 6300# - 230 SF 12"e 3" 1399#-51 SF 2798#-102 SF 4197#-153 SF 5595#-204 SF 5" 23329 - 85 SF 14664# -170 SFJ 6996# - 255 SFI 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 ZoneslRegions 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 0.97 130 322 0.92 140-1 37.3 0.86 14072 373 0.86 150 1 42-B 0.80 Screws Metal to Plywood 12" 4 ply 518" 4 ply I 3/4' 4 ply Shear (Ibs.) Pull Out (Ibs.) Shear (Ibs.) I Pull Out Obs. Shear (its.) I Pull Out (Ibs. #8 93 48 113 59 134 1 71 ff10 too 55 120 1 69 1 141 1 78 #12 118 71 131 1 78 1 143 1 94 #14 132 70 145 1 88 1 1S7 1 105 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Stael Mandrel Riv t-Diameler - Tension-(Ibs-.)' -Shear Tensiow(ibs: - - _--,Shear 1/8" 129 176 210 325 5132" 187 263 340 1 490 3116" 262 375 445 1 720 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" Exoosures Maximum Screw / Anchor Size Max Size of Beam Upright Attachment Type Size Description To Wall 0 To Updght/ Beam 0 Y x 4" x 0.044" Angle 1' x V x 0.045 3116" #10 Y x 4" x 0.044" Angle V x 1" x 1116' 0.063 3/16" #12 2" x 5" x 0.072" U-channel 1-12" x 1-12" x 1-12' x 0.125' 1/2' #14 Y x 6" x 0.072' U-channel 1' x 2-1/8' x 1' x 0.050" 5116' 5/16 2"x8"x0.672" P.ngle 1'x1'x-1/8"(0.125) 3116" #12 2"x 10" x 0.072" Angle 1-12' x 1-1/2" 1/16(0.062') 1/4' #12 2'x T x O.072" Angle 1-12' x 1-112" 3/16'(0.1B8") 1/4' #14 2" x 10" x 0.072" Angle 1-12" x 1-12-1/8"(0.062') 1/4' #14 2" x 7- x 0.D72" Angle 1-3/4' x 13/4' x 1/8'(0.125) 114" #14 2" x 10" x 0.07T U-channel 1-3/4' x 1-3/4' x 13/4' x 1/8' 3/8' #14 2"x 10"x 0.072" Angle Yx 2'x0.093' 3!B' yg• 2"z10"x 0.072" Angie Yx2"x1/8"(0.125") 5/16' 5116, 2"x10"x0.072"I Angle 2"xYx3/16"(0.313") 72' 12' Note: 1. # of screws to beam, wall, andlor post equal to depth of beam. For screw siztts use the stitching screw size for beam / upright found in table 1.6. 2 For post attachments use wall attachment type = to wall o1 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 Le. Use In lieu of angles where possible. 4. The thicker of the two members u channel angle should be place on the inside of the connection If 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 12D MPH Wind Zone (35.53 # 1 SF) (For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1" 264#-7 SF 528#-15 SF 792#-22 SF 10569-30 SF 114"o 1-112" 396#-11 SF 7929-22 SF 1188#-33 SF 15M-45 SF 2-12' 660# -19 SF 132D# - 37 SF 1980# - 56 SF 2640# - 74 SF 1" 312#-9 SF 624#-1B SF 936#-26SF 1248#-35 SF 5116"e 1-112" 468#-13 SF 936#-26SF 1404#-40 SF 1872#-53 SF 2-12" 780# - 22 SF 156D# -44 SF 2340# - 66 SF 3120# - 88 SF 1" 356#-10 SF 712#-20 SF 106a#-30 SF 1424#-40 SF 318"e 1-12" 534#-15 SF 1068#-30SF 1602#-45 SF 2736#-605F ' 2-12" 890#-25 SF 1 1780#-50 SF 1 2670#-75 SF 13560#-100 SF CONNECTING TO: CONCRETE [Min. 2,500 psi) for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners i 1 1 2 1 3 4 PE OF FASTENER = "Quick Sat" Concrete Screw (Rawl Zamae Nallin or Equivalent) 1/4"e 1-712" 233# - 8 SF 466# -17 SF 699# - 25 SF 932# - 34 SF 2"I 270#-10SF 540#-20SF I 810#-30SF 1 10809-39 SF PE OF FASTENER = Concrete Screw Rawl Tapper or Equivalent 3116"e 1-12" 246#-7SF 492#-14 SF 738#-21 SF 984#-28 SF 1-314" 31711-9SF 634#-1B SF 951#-27 SF 1268#-36 SF 1/4"e 1-12" 365# -10 SF 730# - 21 SF 1095# - 31 SF 1460# - 41 SF 13/4" 465#-13SF 93D#-26SF 1395#-39 SF 1860#-52SF 318"o 1-112" 437#-12 SF 1 874#=25 SF 1311#-37 SF 1748#-49 SF 1314" 601#-175F 1 1202#-34 SF 1803#-51 SF 2404#-68 SF PE OF FASTENER = Expansion Bolts Raw1 Power Bolt or Equivalent 318"e 2" 10#45 F - 5#-02S#-68S362475#3SF 4620#-136 SF 3- 2 991 2247 SF 12"o 3" 1806#-S1 SF I 3612#-102SF 5418#-152 SFI 7224#-203 SF 5" 1993# - 56 SF 13986# -112 SFI 5979# - 168 SFJ 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 Sit 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 ZoneslRegions other than 120 MPH (rabies Shown), multiply allowable loads and mot 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 55 0.81 Table 9.9 Minimum Anchor Size for Extrusions Wall Connection Extrusions Wall Metal Upright Concrete Wood 2" x 10" 1/4" #14 114' 1/4" 2" x 9" 1/4' #14 1/4' 114" 2" x 8" 1/4' #12 1/4" #12 2" x 7" 3116" #10 3/16" #10 2" x 6' or less 3116" #8 3116' #8 Note: Wall, beam and upright minimum anchor sizes shag be used for super gutter connections. Table 9.10 Alternative Anchor Selection Factors for Anchor / Screw Sizes Metal to Metal Anchor Slze #8 #10 #12 014• 5116" 3/6" #8 1.00 0.80 _ 0.58 OA6 027 0.21 #10 0.80 1.00 032 0.57 0.33 0.26 #12 0.58 0.72 1.00 - 0.78 0.46 0.36 014 0.46 0.57 0.78 1.00 0.59 0.46 5116" 027 0.33 0.46 0.59 1.00 0.79 316" 021 026 0.36 0.58 0.79 1.00 Alternative Anchor Selection Factors for Anchor /Screw Sizes (concrete screws: 2" maximent) Concrete and Wood!114�" Anchor Siza 3116" 3/8" 3116" 1.00 0.83 0.60 1/4" 0.83 1.00 -0.59 318" 0.50 0.59 1.00 Dyne Bolts (1-518" and 2-114" embedment respectively) Anchor Size 3/16" 12" 3116" 1 1.00 0.46 1/2" 1 0.46 1 1.OD dN O Z<j O a = .0 D. m _y dill �E D , m m F'E Z Q 0 ¢n y Qo m o0 M LL z¢ EIx 30 <g Z J O Q ~ W Z W o n O N Z O in 0 X Z Z J w CO W Z > of y W rn V w fj F- U) o tL U Q Z Z 0 LU � W m Z U o f/J m O J `1- 0 N ,I `a (0 N LL LU Z m EE W C7 o U a J O LL a a)Q) ja m F- C O cmto t t- m M a Ld h N L -a o EL Multiply the number of #8 screws x size of anchodscrew desired and roundup to the next even nJH: 0= of screws. of Example: O1 t9 If (10) #8 strews are required, the number of #10 screws desinad Is: W 0.8 x 70 =(8)#10 Z S w w SHEETZZ 12 Z w W Z � Z to06-12-2010 OF 12 g