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HomeMy WebLinkAbout110 Country Pltv 1x C:EIVt Application No: 11 - 1 51 BUILDING & FIRE PERMIT Documented Construction Value: $ OF-SANFORD PREVEN}TI& APPLICATION ill 10 Job Address: 110 C O vA.J fi eky P L , Historic District: Yes No B Parcel ID: 33— 19 - 3 0 - 5-0 I5- OD'a o- O 102 Zoning: Description of Work: S cre e. Room I a >; 7y )T /Ny Ho M e Plan Review Contact Person: W T N dkv%n Title: r 4 p eA. Phone: 5LO `/ Fax: E-mail: Property Owner Information D nName..' t1 S , { Nc)' Phone: ! Street: 110 C'o v J T fxv PL , Resident of property? City, State Zip: 5 0 lt J F t 3;L`7-1 Contractor Information Name 51cf f-e 10 w3M 5 IA.) r Phone: `101- 981 -'7 `'115' Street: A0CKS17Y'1-- J4S AA 44:11, Fax: q07-89 - $9at9 City, State Zip: State License No.: S C C 131 1 y 9 6 4 N Architect/Engineer Information Name: LawV't—fCe. 3eWWt-0- Street: 3 S 0 of bee t 5 City, St, Zip: PO!' t o d' Eq,C{ a, F l 3ZI X%c Bonding Company: Address: Phone: 3A6-767 - Z/ 7 7 `/ Fax: 7b7- 6_S- 6 E-mail: Mortgage Lender: Address: PERMIT INFORMATION Building Permit W Square Footage: Construction Type: No. of Stories: No. of Dwelling Units: Flood Zone' cm,r_1 'f1z0 2Sy'oo F Electrical Plumbing New Service - No. of AMPS: Mechanical. (Duct layout required for new systems) 9•2-Q, -0- 7) New Construction - No. of Fixtures: Fire Sprinkler/Alarm No. of heads: Application is hereby made to obtain a permit to do ,the work and installations as indicated. I certify that no work or installation has commenced prior to, the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OY COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner ofthe property ofthe requirements ofFlorida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy ofthe executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. Signature ofOwner/Agent Date Print Owner/Agent's Name Signature ofNotary -State ofFlorida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID APPROVALS: ZONIN I`UTILITIES: ENGINEE `• 3' 1 t FIRE: COMMENTS: r fignature of Contractor/Agent Date A) L-f // Date BRDIE M. SAWYER NOTARY PUBLIC STATE OF FLORIDA Comm# EE043811 3 a 0 Expires 4/24013 Contractor/Agent is ('-J Personally Known to Me or Produced ID Type of ID WASTE WATER: BUILDING: Rev 11.08 CONTRACT Cannon Screen Rooms Inc. 1232 Rock Springs Rd. Apopka, FI. 32712 407 889-7415 SCC-131149644 Submitted to: Phone: Date: KathyKrasnoff 407 314-6378 6/1/2011 Street: Job Name: 110 Country PI. Krasnoff Screen Room City, State, and Zip: Job Address: Sanford, FI. 32771 110 Country Place Subdivision: Plot NOC Permit Auth. X X Sanford This is a contract to perform the services outlined below. All Labor and Materials are included in this contract as noted. Any agreements contrary to what is stated herein are not binding according to the provisions of this contract. Contract For: Price Material & Labor to build a 66" x 15'6" Screen room with a 6'6" x 26' Insulated roof. Room to include 1 door and a patio over hang on the right side Frame Color ll VO 2. Permit 200.00 Screen Description 1814 Char Labor and Materials: 2,300.00 Roof Style 3" insul Sales Tax when applicable): Trim Description Cap trim Total Contract: 2,500.00 Tint Color n/a Less Deposit: g -S 9;L Concrete yes Balance Due Upon Completion: 6 -7 5_" D Construction Industry Recovery Fund Payment may be available from the Construction Industries Recovery Fund if you lose money on a project performed under contract, where the loss results from specified violations of Florida law by a state -licensed contractor. For information about the recovery fund and filing a claim, contact the Florida Construction Industry Licensing Board at 1940 North Monroe Street, Tallahassee, Fl. 32399-1039 The undersigned, Representative of Cannon Screen Rooms Inc The undersigned hereby authorizes Cannon Screen Rooms Inc. to perform the services acknowledges that all agreements for services are specified herein. as specified in this contract. The undersigned accepts the above Ifthere are any changes, customer will be notified priorto tarting prices, specification, terms of payment and provisions as set forth herein job and a separate contract will be let. ____IheUodersigned also hereby acknowledges the above improvements torealpropertylocatedattheaboveaddress. DO NOT SIGN UNTIL READING ENTIRE CONTRACT Representative's Signature. f Customer's Signature. Approved By Date: (VLo an II Jun 'V30.-(4 09 : 42a Boundary and Mapping 4U'i bbb 1 l nb T P. r- NOTES: I Boundary LAND 1. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THIS SURVEYOR THERE MAY SURVEYORS BE OTHER RESTRICTIONS OR UNRECORDED EASEMENTS THAT AFFECT THIS PROPERTY. And LB 4565 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. Mapping3. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED Associates, Inc. UPON BY ANY OTHER ENTITY. 4. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO 109 WEST ORANGE STREETRECONSTRUCTBOUNDARYLINES. ALTAMONTE SPRINGS, FL5. BEARINGS ARE BASED ON RECORD PLAT DATUM AND ON THE LINE SHOWN AS BASE BEARING (BB). 32714 6. PROPERTY HEREON LOCATED IN ZONE ' X' PER F.I.R.M. COMMUNITY PANEL NO.120294 0040 E DATED 04-17-95. PH. (407) 696-1155 OFFlcf I I CORNER FALLS ON WALL PERMIT # TRACT" A" LOT 9 cl I' S 89048'25W 115.00' UNIT NEXT DOOR) L _ 0.2 REC RB NO # 4.9 J LOT 10 t 0 55.9' b o nLt SI 1QJW04 H CM in oocvvovovvvOLLILUD- Ovv 9••v vv7 1— o I uw7aIt Wit N 13.2' ii O. NL11 0 3' 7 8.0' REC RB NO # 0 SCALE 1' = 20' iV•v, 77v7rcvv' 3.6 voe v O.L. r N 89018'25"E 115.00' LOT 11 CITY OF SANFORD . Rt11I.01MR PIAN REVIEW PLANNING °' 9EVELOPMENT SEA MES APPROVE. Lo DATE Lr ' ` ( l DESCRIPTION: LOT 10, THE COUNTRY PLACE, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 26, PAGE(S) 30, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. 9.9 tom LU LLI Cn r Gi w``?•l• 'Lr?? H v o v %o?jr' i4fY M W fir•%::;•!,•%i• z i.°`{,'.:-r. c C7CD i CORNERFALLS DRNE CERTIFIED TO: WILLIAM H. JOHNSON SUNBELT TITLE AGENCY OLD REPUBLIC NATIONAL TITLE INSURANCE CO. TRUSTCO BANK REC.-RECOVERED LEGEND e7• CONCRETE Not valid wboutftsowtureardlhe ttttvt rr/ iJOBNO.: 04-1725 I.C. FloridaAdditnrmaIRON ILLEEGBLECAP I PRC- POINT OF REVERSE CURVE 0.Q. G0 1F D DATE: CN. - CONCRETE MONMENT R.P. • RWUS POINT dekl m to survey maps or ®parts by FIELD: 06-29-04 RB - REBAR R • RADIUS other Va She sgft pxt or padies is t l RAD. - RADIAL L - LENGTH OF ARC pnbocl sriNM wr tlen consent ofThe W= SIGNED. 06-29-04 NR • NmRADIAL CA • CENfRALANGLE NtD-NALIDISC U.E- UTILITYEASEMENT DRAWN BY: RWJ IF) - PER PLAT N? - AS MEASURED D)-PEROESCRPnaN ME- DRAINAGE EASEMENT LE- LANDSCAPE EASEMENT Pm_ POOL EQUIPMENT f , W N : STATZ OF .-• i / '• .. PF F1',(RtQ Qr P.C.: J.M. P.Ol-POWTONLWE PP: POWER POLE rr/111111\ P.T. P.- POINT CY 0-WOODENFENCE RODNEY W. JACKSON, P 6:: DAVID JOHNSON, CFA. ABA PROPERTY APPRAISER 1101 S. FUM7 sT seecFoxD,c 3277t•146a 407-E'SS-750B P o fL. S 7 OAOO- 0000 r 14.0 f .•,'` m- _ 6 VALUE SUMMARY 2010 CertifiedVALUES 2011 Working GENERAL Cost/MarketValueMethodCost/Market Number of Buildings 1ParcelId:33-19-30-506-0000-0100 1 Depreciated Bldg Value 105,221Owner: KRASNOFF KATHY S 115,632 Depreciated EXFT Value 800MailingAddress: 110 COUNTRY PL 800 Land Value (Market) 17,000Ctty,State,ZipCode: SANFORD FL 32771 17,000 Property Address: 110 COUNTRY PL SANFORD 32771 Land Value Ag 0 0 Subdivision Name: COUNTRY PLACE THE 133,432JustiMarketValue123,021 Tax District Si-SANFORD 0PortablityAdj0 Exemptions: 00-HOMESTEAD (2011) 0SaveOurHomesAdj0 Dor: 01-SINGLE FAMILY 0Amendment1Adj0 Assessed Value (SOH) 123,021 133,432 Tax Estimator 2011 TAXABLE VALUE WORKING ESTIMATE Taxing Authority County General Fund Assessment Value 123,021 Exempt Values 50,5DO Taxable Value 72,621 Amendment ! adjustment Is notapplicable to schoolassessment} Schools City Sanford 123,021 123,021 25,600 50,500 97,521 72,521 SJWM(Saint Johns Water Management), 123,021 50,500 72,521 County Bonds 123,021 50,6001 72,521 The taxable values and taxes are calculated using the current years working values and the prior years approved millage rates. SALES Deed Date Book Page Amount Vacflmp Quallfled 2010 VALUE SUMMARY WARRANTY DEED 11/2010 07472 0988 $235,000 Improved No 2010 Tax Bill Amount: 1,871 WARRANTY DEED 06/2004 06371 0884 $135,000 Improved Yes 2010 Certified Taxable Value and Taxes QUITCLAIM DEED 02/1986 011710 '1997 $100 Improved No DOES NOT INCLUDE NON -ADVALOREM ASSESSMENTS WARRANTY DEED 09/1985 01699 0914 $105,000 Improved Yes Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 0 0 1.000 17,000.00 $17,000 PLATS: Pick... LEG LOT 10 COUNTRY PLACE THE PB 26 PG 30 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wait Bid Value Est Cost New Building 1 SINGLE FAMILY 1985 7 1.783 2,416 1,783 SIDING AVG $105,221 Sketch 117,565 Appendage I Sqft SCREEN PORCH FINISHED / 150 Appendage / Sgft GARAGE FINISHED 1483 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment Enclosed Porch Finished, Base Semi Finshed Permits EXTRA FEATURE Description Year Bit Units EXFT Value Est Cost New FIREPLACE 1985 1 $800 2,000 OTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. Y„ ft, toy will hp teased on Just/Market value. I""IrVINr lBC.BnpYDUrGIi856(] tl IIWIlCJlcaucu rnv - - - - 4111114ONa191a Isrof#IWIIfN101Ian IIla11111 THIS INSTRUMENT PREPARED BY: Name: ', 0 l.© V/L C''-^/\jI/ HARYME NORSEs CLERK OF CIRCUIT CON,RWT Address: Aoc.lx. S• y Inj SENIINME l'Omi BK A7583 1119 (1 ) StaleofN=Norlda CLERIK' S 41 20110F,1132 RECORDED % A)9/Ec111 1,t:a 103 R44 NOTICE OF COMM ENCEM DING FEES 10.4o RECAMDED BY T Saith arcel ID Number(PID) ') ^ 30 c 0 o O t PermitNumber ~ I The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal description of the property and street address if available) Lo- f 10 CO3-A-V1v-y TLafE? 1'f3 9-6 P6-'.>,o _ 1 10 -Ft 3 7 I GENERAL DESCRIPTION OF IMPROVEMENT 5 C r e P . % 6011 A ?r(A U I T tv1 7o e iS.Ny sFl2. OWNER INFORMATION [ /-1 QAX' j / 0 Nameandaddress: N c ou --v ul-V ('>LqC p'V&V0 S l7- nJ [\f JF- 7 1 e Name and address of Fee Simple Title Holder (if other than owner) CONTRACTOR Name and address: iJ \ I 1 \. tnti C 0-.Iou,ta.J C'.\l.. j0-) SC rQ-P.J ilU r"4 .5 ff 1 - i e7 eJ IA- j1 \/ I . \le i o d d 17-f1<O. F t -- •1-7 1 2— Persons within the State of Florida Designated by Owner upon whom notice orotherdocuments maybe served as provided by Section 713.13(1)(b), Florida Statutes. Name and address: In addition to himself, Owner Designates of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement: The expiration date is 1 year from date of recording unless a different date is specified. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. STATE, OF F-) u ';" t j O- COUNTY OF $ EW I ^ O O E SIGN4T4RE OWNERS PRINTED NAME NOTE: Per FIQjIda Statute 713.13(1) (9), owner must sign...... and no one Ise may be rlmhlt1ed' t/o, sign in his or her stead." The foregoing instrument was acknowledged before me thisa day of &WU 20 11 by kaho ViYc S- V)xp Who is personally known to me Name of person t oking statement J ' ORwhohasproducedIdentification El type of Identification produced Fl_ t)L VERIFICATION PURSUANT TO SECTION 92.625, FLORIDA STATUTES. UNDER PENALTIES OF PERJURY, I DECLARE THAT I HAVE READ THE FOREGOING AND THAT THE FACTS STATED IN IT ARg 7UETO THE BEST OF MY KNOWLEDGE AND BELIEF. 1 — e A ON Notary Public State of Fkd rnSilvaMy C MyCommissionEE0888G1 Expkes04/ 21/2015 rdllv U, r G EKPO+, LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: l0A/// I hereby name and appoint: an agent of: S 20V,y, s 2'1CC. to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): M- All permits and applications submitted by this contractor. The specific permit and application for work located at: Street Address) Expiration Date for This Limited Power of Attorney: </Z U License Holder Name: Ul/ Ife(i State License Number: Signature of License H STATE OF FLORIDA COUNTY OF Ur The foregoing instrument was ac owledged before me this day of 2001 , by .l 1 a.M(1 pY) who is rsonally known to me or o who has produced identification and who did (did not) take an oath. Notary Seal) BRANDIE M. SAWYER JNOTARY PUBLIC STATE OF FLORIDA W Comm#EE043811e Expires 4/24/2013 Rev. 3/27/07) S'ipature `V1 BRWdlQ, M .(-h i- L Print or type name Notary Public - State of _ Commission No. My Commission Expires; as Kathy S. Krasnoff ' 110 Country Pl. Sanford, Fl. 32771 1 SLv PP tt% 9 y 6 PERMIT # ram Off Cannon Screen Rooms Inc. 1232 Rock Springs Rd. Apopka, Fl. 32712 SCC. 131149644 kolkop I . '), -J Kathy S. Krasnoff 110 Country Pl. Sanford, Fl. 32771 1c r 57 Cannon Screen Rooms Inc. 1232 Rock Springs Rd. Apopka, F1. 32712 SCC. 131149644 r i Il 1t. 1 t PERMIT # -'s OFFIO 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 ofThe 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 velocityloads, walk-on or live loads, and/or loads as listed in the appropriate span tables. All wind loads used in this manual are considered to be minimum loads. Higher loads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and acopy of his letter ofreview and statement no financial interest is available upon request. A copy of Brian Stiriings' 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. Structuresdesigned using this manual shall not exceed the limits setforth in thegeneral notes contained here in. Structures exceeding these limits shall require site specific engineering. INDEX This packet should contain all of the following pages: SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for Screen and Vunyl Rooms. SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications, Design Statement, and Site Exposure Evaluation Forth. SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room. SHEET 4: Post to base and puriin details. SHEET 5: Beam connection detals. SHEET 6: Knee wall, dowel and footing detals. SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam to gutter detail. SHEET 8-110: Tables showing 110 mphframememberspans. SHEET 8-120: Tables showing 120 mph frame member spans. SHEET 8430: Tables showing 130 mph frame member spans. SHEET B-140: Tables showing 140 mph frame member spans. SHEET 9: Mobile home attachment details, ribbon footing detail, and post tobeam and anchor schedules. SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roofdetals. SHEET 10B: Roofconnection detals. SHEET 10C: Roof connection details, valley connection elevation, plan & section views, pan & composite 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 & properites. 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 Contractors 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 ofthe 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 ofthe plans and the calculations in theASDM; 1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution ofthe ASDM to any third party (other than a local building department as part of any Contractors own work) would constitute infringement of Bennett Engineering Group's copyright; and 1.7. Contractor is 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 ofmerchantability, fitness for a particular purpose, and non -infringement. In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use ofthe ASDM will meet Contractors 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 Contractors use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor forthe ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect, or special damages, arising from or in any way related to, Contractors use of the ASDM, even if Bennett has been advised ofthe 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 ofContractor), with respect to any claim, demand, cause of action, debt, or liability, including reasonable attomays' fees, to the the extent that such action is based upon, or in any way related to, Contractors use of the ASDM. CONTRACTOR NAME: CC-J ni 0 J 5,Ly P P ^) S CONTRACTOR LICENSE NUMBER: `C I nI It?LI COURSE # 0002299 ATTENDANCE DATE: 0 n-7— I ^ v CONTRACTOR SIGNATURE: SUPPLIER W d U ^J 'i V>, j /% V S T l t Q 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. Yes a. Structure's length, projection, plan & height as shown on the plans. . ... . . . . . b. Beam sizes, span, spacing & stitching screws (d required). . . . .. . . . . . . c. Purlin sizes, span & spacing . . . . . . . . . . . . . . . . . . . . . . . . . d. Upright sizes, height, spacing & stitching screws (if required) . . . . . .. . . e. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . . . . . . f. Knee braces are properly installed ('d required) . . . . . . . . . . . .. . . . . g. Roof panel sizes, length & thickness . 3. Checkload bearing uprights / walls to deck for. Yes a. Angle bracketsize & thickness . . . . . . . . . . . . . . . . . . . . . . . . b. Correct number, size & spacing of fasteners to upright . . . . . . c. Correct number, size & spacing of fasteners of angle to deck and sole plate . . . . d. Upright is anchored to deck through brick pavers then anchors shall go through pavers into concrete . . . . . . . . . . . . . . .. . . . . . . 4. Checkthe load bearing beam to upright for. Yes a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . b. Number, size & spacing ofanchors ofbeam to receiver or receiver to host structure c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . . d. Roofpanel attachment to receiver or Frost structure . . . e. If angle brackets are used for framing connections, check number, size & thickness of fasteners . . . . . . . . . . . . . . . . . . . . . . . f. Post to beam attachments to stab . .. . . . . . . . . . . . . . . . . . . . 5. Check roof panel system for. Yes a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . . b. Size, number & spacing of anchors of beam to receiver . . . . . .. . . . . . . c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . . d. Roof panel attachment to receiver or beam . . . . . . . . . . .. . . . . . . . Notes: No No No No No PER1 111T # i- r Town & Country 6005 Indicator Mark instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alldy Indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location ofsuch 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 canjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to ourpre -approved contractors once the materials are purchased. I TCI 6005 SELF-MATIN( ALLOY INDICATOF TCI 6005 HOI PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR VEHICLES RULE 1511—2, THE SPAN TABLES, CONNECTION DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE DESIGNED TO BE MARRIED TO CONVENTIONALLY CONSTRUCTED HOMES AND / OR MANUFACTURED HOMESAND MOBILE HOMES CONSTRUCTED AFTER 1984. THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS FORTHE FLORIDA BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS. JOB NAME: ADDRESS: I C Pi — DRAWING FOR ONE PERMIT ONLY J X W 20Z Z 0 LU LL fn}ZU` W Z W Z i W LU Q UOW D_ 7 V < Z H Q Z Z W LU Zw (J W W J Q 4 Cc o J Lu ll W LL " 2 0 4b a - N J CCO, m ~ n N W X p U >_ p m e-8 m m J r~ 08-12-2010 1 OF uF d o o a Oz w 0 z ww Z z1 ,• W 1 W zzWm 12 c P DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS 1. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009 Suppj ments, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II A; Expos B' or'C'_ or'D Importance Factor 0.87 for 100 MPH and 0.77 for 1 PH and highs 120 MPH or _MPH for 3 second wind gust velocity load; Basic Wind Pressure Design Pressures for Screen / Vinyl Rooms can be found on 3A-fin a. "B" exposure = L_PSF for Roofs & '/ PSF for Walls b. "C" exposure = _PSF for Roofs & _PSF for Walls c. "D" exposure = _PSF for Roofs & _PSF for Walls Negative I.P.C. 0.18 For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page 3iii. 2. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structurewill besolid. 11-•% Phone: '107-gpy =! 1 t c;•'V`1 C cs-/ V Ill `5 Contractor / A on p• Name (please print) r--1\ 6 IDate: n rac or // Authorized SignatureRep• et .,a tjzi' i i t V Ct0 V Flit - Job Name &Address f 0_1- [--ilL 3 ai I 1. Note: Projection of room from host structure shall not exceed 16'. 3. Building Permit Application Package contains the following: Yew No A. Project name & address on plans . . . . . . . . . . .. . . . . . . . . . B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . C. Contractors / Designers name, address, phone number, & signatureon plans D. Site exposure form completed . . E. Proposedproject layout drawing @ 118" or Ill 0" scalewith thefollowing: 1. Plan view with host structure area of attachment, enclosure length, and . projection from host structure 2. Front and side elevation views with all dimensions & heights . . . . . . . . 3. Beam span, spacing, & size . . . . . . . . . . . . . . . . . . . . . Select beam sizefrom appropriate 3A 1 series tables) 4. Uprightheight, spacing, & size . . .. . . . . . . .. . . . . .. . V Select uprights from appropriate 3A.2 series tables) Check Table 3A.3 for minimum upright size) S. Chair rail or girts size, length, & spacing . . . . . . . . . . . . . . . Select chair rails from appropriate 3A.2 series tables) 6. Knee braces length, location, & size . . . . . . . . . . . . . . . . . . . Check Table 3A.3 for knee brace size) 4. Highlight details from Aluminum Structures Design Manual: Ye' No A. *Beam & puffin tables w/ sizes, thickness, space , & spans / lengths. Indicate . Section 3A tables used: 1 • t i QSJ Beam allowable span conversions from 120 MPH wind zone,'B' Exure to f MPH wind zone and/or "C' or "D' Exposure for bad width Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED REQUIRED SPAN NEEDED IN•TABLE 6 1=(bond)= EXPOSURE MULTIPLIER see this page 3) B. Upright tables w/ sizes, thickness, spacing, & heights . . . . .. . . . . . . Tables 3A.2.1, 3A.2.2, or 3A.2.3) Upright orwall memberallowable height / span conversions from 120 MPH wind z B' Exposure to "-MPH wind zone and/or'C' Exposure for badwidth: Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE bond)= V EXPOSURE MULTIPLIER see this page 3) Yet No C. Table 3A.3 with beam & upright combination tf applicable . . . . . . . . . D. Connection details to be used such as: 1. Beam to upright 1 2. ...................fir 3. Beam to Wall. . . . . . . . J 4. Beam to beam . . . . . . . . .. . . . . .. . . . . . . . . . . . . . 5. Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . . . . y6. Extruded gutter connection . . . . .. . . . . . . .. . . . . . . . . . . GENERAL NOTES AND SPECIFICATIONS 1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an architect or engineer to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 16% using a 4" existing slab and 20'-0' with a type II footing, from the host structure. 4. Freestanding structures shall be limited to the maximum spans and size limits 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 uliliy sheds, carports, and / or otherstructures 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 & beamframe adjacent to the mobile / manufactured tome. 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 bea 2" x 3" x 0.050" with an 18" x 2" x 0.044" knee brace at each end of the beam. c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home maybe attached to, then a'fourth 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 beallowed 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 velocityhurricane zones the minimum live load / applied load shall be30 PSF. 9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind velocity of 120 MPH. 10. Spans may be interpolated between values but not extrapolated outside values. 11. Definitions, standards and specifications can be viewed online atwww.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 exWsions shall meet the strength requirements of ASTM B221 after pander coating. 15. All aluminum shall be ordered as to alloy and hardness after heat treatmentand 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 / NSA2100-2 for category I, II, & III sunrooms, non -habitable and unconditioned. 17. Post members set in concrete as shown on the following details shall not require knee braces. 18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats 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. A I 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 fastenersshall not be used. 20. Any structure within 1500 feet of a saltwater 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 panel/solid wall area exceeds 40%, glass room engineering shall be used. SECTION 3A DESIGN STATEMENT The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed structures designed to be married to an existing structure. The design wind bads used for screen & vinyl rooms are from Chapter 20 of The 2007 Florida Building Code with 2009,Supplements. The bads 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 inthe below table are in PSF (NSF). Negative internal pressure coefficientis 0.18 for enclosed structures. Anchors for composite panel roofsystems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific.All framing components are considered to be 6005-T6 alloy except where noted otherwise. Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Exposure "B' Basic Wind Pressure Screen RoomsVin1Rooms Roof Wails Over Hang All Roofs 100 MPH 13.0 10.0 12.0 46.8 In Mom 14.0 11.0 13.0 47.1 120 MPH 17.0 13.0 15.0 48.3 18.0 13.3 15.9 50.8 130 MPH 1 2O.0 15.0 18.0 56.6 140-1 MPH 1 23.0 17.0 21.1 65.7 140-2 MPH 23.0 17.0 21.1 65.7 150 MPH 1 26.0 1 20.0 24.0 75.4 Note: Framing systems of screen, vinyl and glass moms are considered to be main frame resistance components. To convert the above bads 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. IF-- Wind Zone MPH Roof Applied Load Deflection Bending IS d (b) Walls Applied Load Deflection Bending iNS d b 100 10.0 1.09 1.14 12.0 1.08 1.12 11.o 1.06 1.09 13.0 1.05 1.07 13.0 1.00 1.00 15.0 1.00 1.00 123 13.3 0.99 0.99 15.9 0.98 6.97 130 15.0 0.95 0.93 18.0 0.94 0.91 140-0&z 17.0 0.91 0.87 21.0 0.89 us 150 20.0 687 0.81 24.0 0.85 0.79 Table 3A-B Conversion Factors for Over Hangs Wind Zone MPH Applied Load AVS 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 66.6 0.95 0.92 140.1 65.7 0.90 0.86 140-2 1 65.7 1 0.90 0.86 150 1 75.4 1 0.86 1 0.80 Conversion Table3A-C Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Mean Roof Height' Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0 -15' 1.21 0.91 0.94 1.47 0.83 0.88 15' -20' 1.29 0.88 0.92 1.54 0.81 0.87 20'-25' 1.34 0.86 0.91 1.60 0.79 0.86 25'-30' 1.40 0.85 0.89 1.66 0.78 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7.05 SITE EXPOSURE EVALUATION FORM QUADRANTI i 6W EXPOSURE J I i I _ _ 600' QUADRANT IV lolrEXPOSUREI1W 4Voo, QUADRANTII I tar EXPOSURE 6W- I I I I QUADRANTIII 6WEXPOSURE J3I L-•--•--•--•--•- -- --. J NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR 'D' EXPOSURE. ' C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. EXPOSURE C: Open terrain 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 V. 3. Fiat, open country, grasslands, ponds and ocean or shorelines in any quadrant for gr 0 zW wD. Of OILLm O t7 zR w wzZ` w W Oz_ t _ m m COJ U) Q2 Ix Q2CDLLO nO oa LU U) O W Z Z W W06 W1-- ZFnJ W Z W Hco 2 Q :-_iLU N Z V Q W W Z IX U Z CO U W J W 0 Q p 2 d¢ K LL mw o It 3D 8gDiD S SHEET than 1,500 feet 4. Open terrain for more than 1,500 feet in any quadrant / to SITE IS EXPOSURE: '! EVAVJAJED BY: Wt 1 i Q M C 0-'JN I DATE: ` U) 2 r SCC bIIy 1SIGNATURE: LICENSE # ' 2 08-12-2010 OF ui ti r99, u r INTERIOR BEAM PER TABLES 3A.1.3) H" e_l00 TYPICAL SLCIPE ALUMINUM ROOF SYSTEM PER SOLID PANEL ROOF SECTION) RIDGE BEAM PER TABLES 3A.1.4) N.T.S. EDGE BEAM (SEE TABLES 3A.1.1 & 3A.1.2) HOST STRUCTURE OR LWFOR FOURTH WALL FRAME // UPRIGHTH• HEIGHT (h) 1" x 2" PANS OR PANELS k MIN. 3-1/2" SLAB ON GRADE ALUMINUM ROOF SYSTEM VARIES OR RAISED FOOTING PER SECTION 7 (FOR FOOTINGS SEE DETAILS TYPICAL SCREEN, ACRYLIC OR VINYL ROOM PAGE 7) CARRIER BEAM POST W/ SOLID ROOF TYP. FRONT VIEW FRAMING HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALLBEAM) LW` LOAD WIDTH P FOR ROOF BEAM ALTERNATE CONNECTION P/2' 'P/2' @FASCIA ALLOWED SEE SECTION 7 FOR DETAILS Q HOST STRUCTURE OR FOURTH WALL FRAME USE BEAM TO WALL DETAIL TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. i SIZE BEAM AND UPRIGHTS ( ) SEE TABLES) w O.H. F v SOLID ROOF / / X NO MAXIMUM / / w ELEVATION SLAB OR GRADE) P =PROJECTION FROM BLDG. VARIES VARIES I LW = LOADWIDTH NOTES: P. VARIES 1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX OF 2'-0" O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS Qa EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 1100-1231 130 140 150 8 1 #10 1 #12 1 #12 rw icAL SORE OOM SCALE: 118" = 1'-0" J Q D 20 Z0 J LU z L-- N > W w °d 0 U M 1=. —1 Z QUO Q W N Z /n W W Z CK ED m J Q S c a 0 I M - O z k Ll LuLL 2mxA.,+ w 0,W 0: d W 12 LL GO L J' Ig R Z LL C U a npQc° m a pO i LLI LV coN m Lv w m O 41 J mU5p m R wm Z C U 0 OFmHw. co F O Zc! i w o w w l J CO L w S SHEETv LLl W pwco 3 ZZ nm1208-12-2010 OF PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING 4) #8 x 1/2" S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W/ 1" x 1--TANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE 2" x 2" x 0.032" MIN. HOLLOW RAIL I" x 2" TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL NITH MAX. 3.5' LOAD WIDTH SHALL TO CONCRETE W/ FASTENER HAVE A MAXIMUM UPRIGHT PER TABLE) WITHIN 6" OF SPACING AS FOLLOWS EACH SIDE OF EACH POST @ WIND ZONE MAX. UPRIGHT 24" O.C. MAX. SPACING 100 T-0" 110 6'-T 120 V-3" 123 6'-1" 130 V-8" 140182 5'-l" 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 x2 ATTACHED TOCONCRETE WITH 1/4" x 2-1/2" BOTTOM W/ 1" x 1" x 2" x 1/16" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24' O.C. MAX. OR 0. 045" ANGLE CLIPS EACH SIDE AND MIN. (4) #10 x 1/2" S. M.S. THROUGH ANGLE AT 24" O.C. MAX. 1" x 2" x 0.032" MIN. OPEN BACK MIN. 3-112" SLAB 2500 PSI a_ EXTRUSION CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH a • 1-118" MIN. IN CONCRETE ALTERNATE WOOD DECK: T 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" t ALTERNATE CONNECTION BEAM /HEADER DETAIL1" x 2" WITH 3) # 10 x 1-1/2" S.M.S. INTO SCREW BOSS 2) # 10 x 1 1/2" S. M. S. INTO ANGLE CLIPS MAY BE SCREWBOSSSUBSTITUTEDFORINTERNALANCHOR 1" x 2" PLATE TO SCREW SYSTEMS CONCRETE W/ 1/4' x 2-11T CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH MIN. (3) #10 x 1 1/2' S.M.S. POST AND24" O.C. MAX. INTO SCREW BOSS MIN. 3-1/2" SLAB 2500 PSI1' x Y EXTRUSION CONC. 6 x6 -10 x 10 W.W.M. OR FIBER MESH 1-1/8" MIN. IN CONCRETE VAPOR BARRIER UNDER CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 2' =1'-U" HEADER BEAM ANCHOR 1" x 2' CHANNEL TOCONCRETE WITH 4) #10 x 1/2" S.M.S. EACH SIDE 1/ 4" x 2-1/4"CONCRETE OF POST ANCHORS WITHIN 6" OF EACH H-BAR OR GUSSET PLATE SIDEOFEACHPOSTAT24" O. C. MAX. OR THROUGH 2" x T OR 2" x TOR 2' S.M.B. ANGLE AT 24" O.C. MAX. POST MIN. ( 4) #10 x 11T S.M.S. @ MIN. 3-1/2" SLAB 2500 PSI EACH POST CONC. 6x6-10x10 W.W.M. OR FIBER MESH 1' x 2" EXTRUSION VAPOR BARRIER UNDER r ° e 1-1/8" MIN. IN CONCRETE CONCRETEALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: 2" = 1'-0" MIN. 3-112" SLAB 2500 PSI _ CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH ° VAPOR BARRIER UNDER CONCRETE ALTERNATE PQST TO BASE CONNEVION - SCALE: 2" = 1'-0" 2' x 2' OR 2" x 3" POST COMPOSITE ROOF PANELS: 8 x 9/16"TEK SCREWS BOTH (4)1/4" x 4" LAG BOLTS W/ SIDES 1-1/4" FENDER WASHERS PER 4'- 0" PANEL ACROSS THE 1" x 2-1/8" x 1" U-CHANNEL OR FRONT AND 24" O.C. ALONG RECEIVING CHANNEL SIDES CONCRETE ANCHOR PER TABLE) 1- 1/8" MIN. IN CONCRETE 0) 1" x 2-118" x l" U-CHANNEL OR 2" x 2" OR 2" x 3" POST RECEIVING CHANNEL 8 x 9116" 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 2" x 2" OR T x 3" HOLLOW GIRT AND KICK PLATE T x 2' HOLLOW RAIL 8 x 9/16" TEK SCREWS BOTH SIDES 1' x 2-1/8" x l" U-CHANNEL OR POST ATTACHED TOBOTTOM RECEIVING CHANNEL W/ MIN. (3) #10 x1-1/2" T+ S.M.S. IN SCREW BOSSES CONCRETEANCHOR PER TABLE) 1- 1/8' MIN. EMBEDMENT INTO CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 2 SCALE: 2" = l'-0' EDGE BEAM 1" x 2" OPEN BACK ATTACHEDTO FRONT POSTW/ 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 TYPICAL UPRIGHT DETAIL SCALE: 2" =1'-0" IDE WALL HEADER 4TTACHED TO 1" x 2" OPEN PURLIN OR CHAIR RAIL ACK W/ MIN. (2) #10 x 1-1/2" ATTACHED TO BEAM OR POST Q. M.S. W/ INTERNAL OR EXTERNAL'U CLIP OR'U' CHANNEL W/ MIN. 4) # 10 S.M.S. L IDE WALL GIRT ATTACHED TOr — x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW PURLIN, GIRT, OR CHAIR RAIL OSSES SNAP OR SELF MATING BEAM ONLY U RISER PANELS ATTACHED PER ROOF PANEL SECTION HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" 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 x1/2" 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 AND24" O.C. (MAX.) SCREW BOSSES t O I I SNAP OR SELF MATING BEAM ONLY FRONT AND SIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 1/4" x 2-1/4" CONCRETE/ MASONRY ANCHORS @ 6" FROM EACH O FOR WALLS LESS THAN 6-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR POSTAND24" O.C. MAX. AND BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND WALLS MIN. 1" FROM EDGE OF SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES 1" CONCRETE MIN. O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE OFTHECONNECTIONMUSTBESTRAPPEDFROMGIRTTOPOSTWITH0.050' x 1-0/4" x 4' STRAP r `• AND (4) #10 x 3/4" S.M.S. SCREWS TOPOST ANDGIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON THE POST ANDHAVE A TOTAL (12) #10 x 3/4" S.M.S. TERNATE CORNER D AIL SCALE: 2" = V-0" S J Q D z U Q2 20 ZU Z H N > w w od O U< J Z U Of 3Uo Q W co Z /n w w Z J Q O a z * v z_ u- w x 2 $ w D- Lu Em x z ELO a oaLLI 0Cy r` a m N L w a' ELco mcO U ] O Cx LLJ mOar`5z0) O rF- aw z 1 z 11roRwiffl— i I 3O, w L w aO ui U SHEET z z ww a z w4zzw12 08-12-2010 OF J TYPE) PANEr6"MAXIMUM SOLID) ROOFFASTEN PA3A) DETAILS I PERIHEADER XIMUM — I PANS OR w w "-- O COMPOSITE PANELS w zPER SECTION 7 IF KNEE BRACE LENGTH m WEDGE BEAM TABLES: 2WEXCEEDSTABLE1.7 USE w = ? 3A.1.1, 2 CANTILEVERED BEAM Lo w ro z CONNECTIONDETAILSio0wis POST TO BEAM SIZE AND SCREEN OR SOLID WALL POST SELECT PER TABLE 3A.3 OF BOLTS MAY FACE IN OR OUT) USE 2 x 3 MINIMUM SEE TABLE 3A.3) HOST STRUCTURE ROOFING 2" STRAP - LOCATE @ EACH POST, ( 2) 1/4" x 2" LAG SCREWS @ 24" O. C. (MAX.) 2" x " S.M.B. 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 SPLINES2' x 2" x 0.06T ANGLE EACH EXTRUDED SIDE ( 3) EACH #8 S.M.S. EACH OR SUPER LEG INTO POST AND INTO GUTTER MAX. DISTANCETO GUTTER ( MIN.) HOST STRUCTURE WALL FASCIA AND SUB -FASCIA 36" WITHOUTSITE SPECIFIC ENGINEERING NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION U- BOLT HEADER OUGH POST AND ANCHOR 2) # 10 x 314"S.M.S. @ 6" M EACH END AND @ 24" MAX. E BRACE tEQUIRED POST EXTRUDED OR SUPER GUTTER / RISER ALTERNATE 4TH WALL BEAM CONNECTION DETAIL OR TRANSOM) WALL @ FASCIA (WITH SOLID ROOF) SCALE: -N.T.S. SCALE: 2' =1'-0' -"- -- --2"xxX g"0.072"0.224"BEAM Y.- - ----••------------ -- --... wROOF PANEL _ SEE SECTION 7) BEAMS MAY BE ANGLED FOR 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) 6p 1" x 2' MAY BE ATTACHED FOR SCREEN USING ( 1) POST NOTCHED TO SUIT 10 x 1-1/2" @ 6" FROM TOP AND BOTTOM AND 24' O.C. SIDE NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2' = 1'-0' r---------- m w ROOFPANEL _ SEE SECTION 7) 1-3/ 4" x 1-3/4" x 0.063' RECEIVING CHANNEL THRU ANCHORPER DETAIL FOR PAN BOLTED TO POST W/ THRU ® OR COMPOSITE PANEL BOLTS FOR SIDE BEAM SEE TABLE 3A.3 FOR NUMBER I ® FOR NUMBER OF BOLTS AND OF BOLTS) SIZE OF POST (SEE TABLE 3A.3) I® BEAM AND POST SIZES 1" x 2" MAY BE ATTACHED FOR SEE TABLE3A.3) SCREEN USING (1) 10 x 1-112" @ 6" FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" = 1'-W SHOWN tia 1- 3/ 4" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) WHEN FASTENING 2' x 2" THROUGH GUSSET PLATE USE #10 x 2" (3) EACH MIN. ya, ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksl db = DEPTH OF BEAM ds = DIAMETER OF SCREW 2ds 2" x 6" x 0.050" x 0.120' UPRIGHT SHOWN SIZE SIZE ST LENGTH x a # 1 4 x 8' 4 #14 31/4 x a 1a 1a x NOTES: ' ' ALL SCREWS 3/4" LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS ISACHIEVED. 2. SEE TABLE 1.6 FOR GUSSE17 SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x T AND LARGER. 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 5. LAP CUT WITH GUSSEIT 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 314" 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 0.06o" ANGLE OR RECEIVING EXTERNALLY MOUNTED CHANNEL EXTRUSIONS WITH ANGLES ATTACHED TOWOOD J Q INTERNAL SCREWBOSSESFRAMEWALLW/ MIN. (2) 3/8" x MAY BE CONNECTED WITH 2" LAG SCREWS PER SIDE OR Z U) 2) 00 x 1-1/2" INTERNALLY TO CONCRETE W/ (2)1/4" x Q 2 f 2- 1/ 4" ANCHORS OR MASONRY 2 O WALL ADD (1) ANCHOR PER Z O MINIMUM #8 S.M.S. x 3/4' w SIDE FOR EACH INCH OF BEAM 0d' LONG NUMBERREQUIREDmw ~ DEPTH LARGER THAN 3' L U N } --iEQUALTOBEAMDEPTHa0ALTERNATECONNECTION: Q Z IN INCHESwa1) 1-3/4" x 1-3/4" x 13/4" x 1/8' INTERNAL U- CHANNEL W 0 ATTACHED TO WOOD FRAMEW— INTERIOR BEAM TABLES: WALL W/ MIN. (3) 3/8' x 2" LAG SCREWS OR TO CONCRETECl) 3J 3A. 1. 3 Z O OR MASONRYWALLW/ (3)1/4" x 2- 1/4" ANCHORS OR ADD (1) U ANCHOR PERSIDEFOREACHUQ WINCHOFBEAMDEPTHcoZLARGERTHAN3" W- BEAM TO WALL CONNECTION DETAIL Z SCALE: 2' = 1'-U" C7 J DOOR Q 2x2 ITION V A SIONof w 1TION LL It 0 0 w to TIONR 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 314' 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. 5. Top hinge to be mounted between 10 Inches and 20 inches from top of door. 6. If door location is adjacent to upright a 1"x 2" x 0.044" may be fastened to upright with #12 x 1' S.M. S. at 12" on center and within 3" from end of upright. TYPICAL SCREEN DOOR CONNECTION DETAIL SCALE: N. T.S. 4 § c0 CO nJ w M LL WE '-' W C5 m x ttu Lo LL IL rz O) 0) > C m n . m Uj o ` v N -m U-V7 i C m a nm T o z o oowa it 30 8g z O wwa oN z z wmwui E wJU co LIJ rn S 0 o LLO Oz O OUincot7g z oa z-- m ao mK O wJu. N0 a z x O wO x z z ma w U0r O t K o. wwm O0 z 0 j SHEET c ) J N w m 08-12- 2010 OF 5 0 I z z_ iK w wzz2w z z zLuME, ANCHOR ALUMINUM FRAME TO WALL OR SLAB WITH 1/4' x 2-1/4" MASONRY ANCHOR WITHIN 6" OF POST AND 24" O.C. MAXIMUM RIBBON OR MONOLITHIC FOOTING (IF MONOLITHIC SLAB IS USED SEENOTES OF APPROPRIATE DETAILS) 8" x B" x 16" BLOCK WALL MAX. 32") KNEE WALL W W' N k" 32" 12" 2 10'-0" 40" 12" 2 8'-0" 48' 18" 3 6'-W 56" 18" 3 4'-0" 60" 24' 3 2'-8" 72" 30" 4 V-4" CONCRETE CAP BLOCK OR BLOCK (OPTIONAL) 1) #40 BAR CONTINUOUS y ; 1) #40 BAR AT CORNERS AND 10'-0" O.C. FILL CELLS AND2 ( KNOCKOUT BLOCK TOP COURSE WITH 2,500 PSI PEA ROCK CONC. DECK 6 x 6 -10 x 10 WELDED WIRE 12• e MESH (SEE NOTES CONCERNING FIBER MESH) 2) #40 BARS MIN. 2-1/2" OFF GROUND TING FOR SCREEN ROOMS SCALE: 114" = V-0" ALUMINUM ATTACHMENT CONCRETE FILLED BLOCK STEM WALL 8' x 8" x 16" C.M.U. 1) #40 BAR CONTINUOUS r U) 1) #50VERT. BAR AT w K CORNERS AND CELLSW/ cwi ;I 2,500 PSI PEA ROCK t CONCRETE 8" x 12' CONCRETE FOOTINGm7'1 WITH (N) #5 BAR CON. LOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR@ ALL CORNERS Notes: 1. 3-1/2: concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceTM e3"' (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil 90%'density. t2;rLocal:6de footing requirements shall be used in of the minimum footings shown. Orange County footings shall be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. ft.. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 1/4" = V-0" NEW SLAB '` 12 41r" EXISTING SLAB 930 RE -BAR DRILLED AND EPDXY SET A MIN. 4' INTO MIN. (1) #30 BAR 8. EXISTING N. 4' O NEW SLAB6' FROMINTORCONTINUOUS EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SCALE: 3/4" = V-0' USE 2" x 4" OR LARGER SCREWS DETAILS FOR FRONT WALL SEE FASTENER TABLE) UPRIGHTS 1" x2" CHANNEL 1/4" S.S. x —'LAG SCREWS W/ 1/4" x 1-1/2' FENDER 3/4" PLYWOOD DECK WASHER (SEE TABLE 4.2) @ 6- FROM EACH SIDE OF POST I I I AND 24' O.C. PERIMETER 1-1/2" (MIN.) 1-1/4" LAP PERIMETER DOUBLE 2 x 6 OR 2x 8 STRINGER @ 16- D.C. N, 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-0" 1/4' x 6" RAWL TAPPER ALUMINUM FRAME SCREENTHROUGH1' x 2• AND ROW WALLLOCKINTOFIRSTCOURSEOF BRICKS ROW LOCK BRICK KNEEWALL TYPE S ALTERNATE CONNECTION OF MORTAR REQUIRED FOR SCREENED ENCLOSURE FOR LOAD BEARING BRICKWALL BRICK OR OTHER NON- STRUCTURAL KNEE WALL 4- (NOMINAL) PATIO t" WIDE x 0.063' THICK STRAP CONCRETE SLAB (SEE NOTES @ EACH POST FROM POST TO CONCERNING FIBER MESH) FOOTING W/ (2) #10 x 314" S.M.S. STRAP TO POSTAND 1) 1/4" x 1-3/4" TAPCON TO 1) #5 0 BARS W/ 3COVER SLAB OR FOOTING TYPICAL) BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/2" = V-0" 2) #5 BAR CON. OR 3-1/2' (TYP. 7_0"MIN. ALL SLABS) BEFORE SLOPE TYPE I TYPE II FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING 0- 2'/ 12" 2" / 12"- V-10" Notes: 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil shall be verified, prior to placing Ole slab, by field soil test or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3-1/2" (4' nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type II footing is required. All slabs shall be 3-1/2" (4" nominal) thick. 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, 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 IV-0" projection from the host structure up to a maximum 20'-0" - projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-W shall have site specific engineering. SLAB - FOOTING DETAILS SCALE: 3/4" = 1'-W REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY BLOCK KNEE WALL MAY BE ADDED TOFOOTING (PER SPECIFICATIONS PROVIDED WITH APPROPRIATE KNEE WALL DETAIL) ALUMINUM UPRIGHT CONNECTION DETAIL SEE DETAIL) Sd MIN. 16" MIN. TOTAL/. 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH ( SEE NOTES CONCERNING FIBER MESH) 2) # 50 BARS CON. W/ 3" COVER LAP 25" MIN. MIN. UEEN VAPOR BARRIER IOIFAREATO 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 walldetails or connection details to be substituted shall be complied with. 4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForce"' e3T° (Formerly Fibermesh MD) per maufacturers specification may be used in lieuof wire mesh. MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY. FLORIDA SCALE: 1/2" = V-0" EXISTING FOOTING 8" NEW SLAB W/ FOOTING 2) # 5 BARS "DOWELED INTO EXISTING FOOTING W/ EPDXY 8" EMBEDMENT, 25".MIN. LAP TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING SCALE: 1/2" = V-0" TYP. UPRIGHT (DETERMINE HEIGHT PER SECTION 3 TABLES) 10 x 1-112" SCREWS (3) MIN. PER UPRIGHT TOP & BOTTOM 2) 114" MASONRY ANCHORS PER SECTION 9) INTO CONCRETE EXISTING WOOD BEAM OR z HEADER w 1/ 4" x 2" LAG BOLT (2) PER POST p 1" x 2" TOP AND BOTTOM > PLATE SCREW 2'-0" O.C. W. O C7 zEE w w• zz wo, LL H dA m^ m o z j o C0 a m v 0 zQy m o< LLoc 09 x , mW a 30 85 J o Q D o w2 O N Z O 0 0: z J fA Lu LLJ 0 UJIZ Fa a fn W W ° 6 0 W m Cl) N U o Ut- o H Q W z fn z W LLU m Z V o U) Q LL o N EXISTING FOOTING / CO _ i ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL UNDER WOOD FRAME PORCH SCALE: 2" - V-0" 2 1 SHEET 6 08- 12-2010 OF w zz wz zwno12I0 A UNIFORM LOAD UNIFORM LOAD r,71 l a j A B A B SINGLE SPAN CANTILEVER 1 OR SINGLE SPAN UNIFORM LOAD UNIFORM LOAD l I I l i A B C A B D 2 SPAN 3 SPAN UNIFORM LOAD i i l l A B C D E 4 SPAN NOTES: 1) 1 = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. A(w'U SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. ALLOWABLE BEAM SPLICE LOCATIONS SCALE: N.T.S. SINGLE SPAN BEAM SPLICE d = HEIGHTOF BEAM @ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE ALL SPLICES SHALL BE MINIMUM d -.50' STAGGERED ON EACH i1 d-.50' d-.50" 1' MAX SIDE OF SELF MATING BEAM PLATE TO BE SAME + + + + + + THICKNESS AS BEAM WEB •75' PLATE CAN BE INSIDE OR 77' OUTSIDE BEAM OR LAP CUT + + + + + + DENOTES SCREW PATTERN 1' MAX. NOT NUMBER OF SCREWS HEIGHT 2 x (d - .5(") LENGTH Mlnlmum Istanu and Screw Size dsin.) EdgetoCenter 2ds n. Center to Center 2-1/2ds (in.)n. Beam Size Thickness 8 0.16 3/8 7H6 x x .055 x .120"' V16 = 0.063 10 0.1 12 2X ir x0.07 x0.224" 1/8-0.125 12 0.21 16 9116 2'x9'x0.072"x0.224" 1/8-0.125 14 or14" 0.25 1 2'x "x 2'x fi 1/8= 0.125 5116' 0.31 8 314 x t x0.092' x 0. 1/4 - 0. refers to each skle of splice use for 2' x 4' and 2' x 6' also Note: 1. All gusset plates shall be minimum 5052 H-32 Allay or have a minimum yield of30 ksi. TYPICAL BEAM SPLICE DETAIL SCALE: 1" =1'-0" SELF -MATING BEAM SIZE VARIES) SUPER OR EXTRUDED GUTTER 2" x 2" ANGLE EACH SIDE J SELF -MATING BEAM — POST SIZE PERTABLE 3A.3 THRU-BOLT # AND SIZE PER TABLE 3A.3 LOAD PER TABLE 3A.3 AND SIZE OF CONCRETE ANCHOR PER TABLE 9.1 TRUFAST SIP HD FASTENER t"+1-1/2" LENGTH (t+1") @ 8' O.C. t+1-1/4" A. 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 Z (n Q2 20 ZOUW N } J w U M Z U O U ~ Q W U) Z 2W D LUZW U) J Q v, SHEET 1 J' WWCo t7W QN K 08-12-2010 OF 0SF na. z O W 0 Z 0WU 0 W aWW Wm 0 0 WZ 0Z kW Z ZWto 12 I a Table 3A.1.1-110 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic orVinyl Rooms Aluminum Alloy 6005 TS For 3 second wind gust at 110 MPH velocity; using design bad of 11.0 #lSF (47.1 #/SF for Max. Cantilever) 2' x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow Load Width (fL) K Max. Span'L7(bendin W ordeflection'd7) Load width (1L) Max. Span 13(bendin W or deflection d 3 Span 4 Span Cantilever 1&2 Span 3 Span 4Span Max. Cantilever 4 T-2 d 4' d 1'-7' d 4 8'-1" d 9'-11' d 10'- d 1'-6 d 5 5' d 6'-9' d 11 d 5 T 9'-3 d 9'-5 14 d 6 6'3' d 6'S' d 0'-1 rid 6 1 d 8.8 8'-11' 1-3' 7 5'-11- d 6'-l' d 0'-11 d 7 6'-8' d 8'-3' d 8 S-8' d SAO* d 0'-10' d 8 6-5' d 7'-11' d 8'-7' d 1'-2" d 9 5'S'd d 0'-10- d 9 6'- d T-Td 9-d 1'-1" d 10 5'3" d 5'S' d 0'-9' d 10 5'A V d 4" d S- d 1'-P d 11 1 4'- d 5'-1" d 5'3' d 0'-Y d 11 1 5'-9' d T-1' d T3' b 1'-1' d 1 4-0 4-11 d 5'--1 d 0'- d 1 d 6-11 d 6'-11' b 1'-0' d x x Hollow x4 x 0 ollow Load Width (@.) Max. S n 13 bendln 'b' or deflection' Load Width (ft.) Max. Span'L'/(bendin W ordo action'd 1&2 Span 3 Span 4 Span soar. er 1&2 Span 3 Span 4 Span Cantle er 4 8'-11 11'-1' d ll-3 1.8' d 4 105' d 13'-0' d 1 d T-11' d 5 8'4 d 10'3" 10-6 d 7' d 5 9'-9' d 12'-1' d 1Z-4' d 1'-9 d 6 T-1 d 9-8 9'-10" 1'-5 d 6 5- d 1I -4 d 11'-T d 7'-8 d 7 T-5 2' d 9'-0' V-4" d 7 8'-9- d 10'-9 71'0' d 1'-7 d a 7*4' d 8'-9" d 8'-11' d V-4- d 8 8'4' d 10'4- d 10'S' b l'-6' d 9 6'-10' d 9'-5' d 8'-7' d 7'3' d 9 8'-0' d 9'-11' d T-10' b 1'-6' d 10 6'-7- d 8'-7 d 8'4- d 1'-2' d 10 T-9' d 9'-7- d 9'4' b 1'-5' d 11 6'S" d 11' d 8'A" d 1'-2- d 11 T-6- d 9'-2- b 8'-11' b V-4' d 1 6'- S' d 10• 1-2" 1 4- d 8'-10 b 8'-6' 14 d x xHollow Load Width (fL) Max. S n VI(banding W or deflection' 1&2 Span 3 Span 4 Span Max. Cantilever 4 6' 1 3 d 1-7 d 5 67 d 7-6- d T-8- d 1-1 d 6 5' d 1' d d 7 5'S' d S" d 6'-10" d 8 2• d 6'S" d 6-6' d 9 4'41' d 6'-2' d 63" d WI' Id 104'-,0" d 11' d 6'-7' d 11 4-6d 5'-9- d 11' d1 459- d Notes: 1. Above spans do not Include length of kneetrace. Add horizontal distance from upright to center of trace to beam connection to the above spars fortotalbeamspans. 2. Spars may be Interpolated. Table 3A.2110 Allowable Upright Heights, Chair Rail Spans or HeaderSpans 6005 TCIUnder Solid Roof Town & Country Industries, Inc. Aluminum Alloy 6005 T-S For 3 second wind oust at 110 MPH velocity: using design load of 13.0 #1SF Sections db tary Load Width'W'. Member Seacino T- 0' 1 T-6` 1 4'-0' 1 4'-6' 1 5,.v 1 5'•6' 1 6•-0" 1 6'-6" T-0' 7-6` Allowable He ht'H' I Wendt n 'W or deflection d' x ' x 0. Hollow 8- b 1' b I r-5" 6'-11" b 1 6'-8' D 6'4 b 6'-1' D 5'-10- D 5'- 5' D 3" x2"x0.045` Hollow 9-0' 8'-0 bWD26- 3 T- T b T3' b 6'-11' b 6'-T b 6'4' b 6'-1' D 5-11 b x 3" z 0.045` ollow 10'- b 8-8' b 8'-Y b T-10 b S' b 2' b 6'-11" D 6-8' 2` x 3- x 0.060" Hollow 13'4' 0'-11" b 10'4' b 9'-10' b 9'S" b 9'-1- b 8-9" b 8-5' b x4 x0.050 Hollow 2.10 1 S 11 S 9'-1' 8-8 8-5 8-1 2" x 5 x 0.062" Hollow 18-8' 15'3' 14'-5` b 1Y-9' b 13'-2` b 12'-8' b 12'-3' b 1-10' b 2' x 4' x 0.046 x .11 .M. . 15'-9" b lb 17-10• b 17-2• b 11'-T b 11'-7' b 10'-8' 10'-3" b 9,A1b x 5 x .050 x 8- 1 155 14.8 13- 1 134' 1 4 11-11 2" x 6' x .050 x .135S.M.B. 21-11' b b 1T-10• b 16'-11' b 16'-Y b 16-6- b 177GY 14'4' 3-10" b x 7 x 0. x .135 . . 26-3" b b 21'S' b 20'4' b 19'4'b 18'- 'b 1 '-10` 1 -b16'- x 8" x 0. x 0. 40 .M. 3 •Y bb 26'3' b 24'-71' b 23'-9" b 27-9' b 21'-10• b 21 A b 20'4 b 2 x9 x0.0 2 x02 9 S.M.B. 37-3 S 3 3 S 28-10' b 2 5 b 264 25 3 244 235 2` x 9^ x 0.082` x 0.321S.M.B. 41-6 b W-b b 35'-11" b 3T-11" b 37-Y b 30'3 b 29'4' b 28'3' b 2 -2• b 26'3' b x 10" x 0. "x 0 11 51'3 49'-0d 4 -7 d 45'-1' b 47-11" b 41-Y b 39'- 1" 36'-1 b Nees: 1. Above spars 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 beamspans. 2. Spars 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 secondwindgust at 110MPHvelocity; using design load of 11.0 #/SF Tribute Load Width 2'-0' 7-0' 4'-0" 5'-0" 6'-0' T-0' B'-0" 10'-0' 12'-0' 14'-0' 16'-0' 18'-0" Hollow Beams Allowable Span V I banding Wor defleetion'd' 2" x 4" x0.050" 13'-3' di 11'-T dl 10'-6' di 9'-9' di 9'-2" dj 8'-9" dl 8'-4' dl T-9• dl T-4- dl 6'-11' d 6'-8' d 6'-4' d Self Mating Beams Allowable S an'121 bendln W or deflectlon'd' 2" x 4' x 0.046" x 0.115" 14'-9' d 17-10• d I V41' d 10'-10' d 10'-2" d 9'-0' d9'-3' d 8'-7' d 8'-1" d T-8• d T-4' d T-1" d 2" x 5" x 0.050" x 0.135' 18'-2' d IS-11" d 14W d 13'S' d 12'-T d 11'-11' d 1 V-6' d 10'-8" d 1(r-W d 9'S• d 9'-1" d 8'-9" d 2" x 6' x 0.050" x 0.135" 21'4• d 18'-8' d 16'-11• d 1S-9" d 14'-9' d 14'-l' d 13'S• d 175' d 11'-9' d 11'-2' d 10'-8' d 10'J" d 2" x T' x 0.057" x 0.135" 24'-5• d 21'4` d 19'-4- d 1T-11' d 16'-11' d 16'-1" d 16-V d 14'-3" 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'-Y d 23'-10' d 27-2" d 20'-10' d 19'-9• d 18'-11' d 1T-7- d 16'S' d15%9" d 15'4' d 14.5- d 2' x 9" x 0.072' x 0239" 33'-1' d 28'-10' d 26'3' d24'4' d 27-11' d 21'.9" d 20'-10' d 19'-4' d 18'-7 d 1T-3' d 16'S" d 15'-11" d 2" x 9" x 0.082" x 0.321" 35'5' d W-11' d 28'-1• d 26'-1' d 24'-7- d 23'-4' d 27-4• d 20'-9" d 19'-6' d 18'-6' d 1T-9' d 1T-0' d2" x 10" x 0.092" x 0.389' 41'-7" d 35-11- d 32'-7- d 30'3' d28'-T d 2T-1- d 2S-11- d 24'-0" d 27-7- d 21'-W d 20'-6• d 19'-9' d Notes: 1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 4U' 2. Spans are based on wind load plus dead bad for framing. 3. Span is measured from center of connection tofascia 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. 1.4-110 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 gust at 110 MPH velocity; using design load of 11.0 #/SF Self Mating SectionsTributeLoad W 2t = Purlln Spacing' S-0• 6• 0" 7'-0" 8'-0" 9'-0' 10'.0 T AllowableSpan / bendln 'b' or deflectlon'd' 2' x 4' x 0.046' x 0.115- 14'S• d 1T-W d 17-11" d 7P'-5' d 11'-9' b 11' 2' b W-8" b 10'-7 b 2" x 5" x 0.050" x 0.135" 1T-11' d 16'-11" d 16'-1' d iS4' d 14'-9" d 14'3" d 13'-9' b 13'-2' b 2" x 6' x 0.050" x 0.135' 21'-l' d 19'-10' d 18'-10' d 18'-0• d 1T4' d 16'S• b 15-8' b 151-0^ b 2" x 7" x 0.057" x 0.135" 24'-1' d 27.8" d 21'-T d 20'-7' d 19'-10• d 19'-l" b 18'3" b 1T-5' b 2' x 8" x 0.072" x 0240" 291$' d 2T-11' d 255' d 25'S" d 24'-5" d 23'-T d 27-10" d 2P'-2' d 2" x 9' x 0.072" x 0239" 37.8' d 30'-9" d 29'-2* d 2T-11' d 26'-10' d 2S-11' d 25'-1' d 24'3" b 2" x 9" x 0.087 x 0.321" 34'-17" d 32'-11• d 31'-3" d 29'-11' d 28'-9' d 2T-9' d 26'-11" d 26'-2" d Y x 10' x 0.092" x 0.389" 40'-T d 38'-2' d 36'-3' d 34'-8' d 334' d 37-2* d 31'-2" d 30'4' dNotes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans 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-6 For 3 second wind gust at 110 MPH velocity; using design bad of 13.01#SF Tri Load Wdt1M=Pnl-0l 6SSections 3'-0T-6' 4%0- T-0" T5' Allowable He ht W/bandin Wordeflactton'd' 3' x 3" x 0.045" Fluted9'-1' b SS• bi T-10' b I TS' bI T-0' b 16'-T b 1 6-5' b I 6'-7 b 1 5-11• b 6-9' b 3' x 3' x 0.060" Square 11'-2" b 10'4' b 9'-8- b 9'-1' b 8'-W b 8'3• b T-11' b T-T b T4' b T-1- b 3" x 3" x 0.1193" Square 1&-W b W-10" b 13'-11' b 13'-1' b 775- b l l'-10' b 11'4- b 10'-11- b 10'-6' b 10'-2- b 3" x 3" x 0A25" Square 19'-1' b 1T5- bi 16'-7• bi 15-7- bi 14'-10" b 14--1' bj 13'5- bj 17-11- b 17S' b 17-1' b 4" x 4" x 0.125" Square 24'-9' b 27-11' b 21'-5" bi 20'-7 bi 19'-2' bi 18.3' bi 1 T5" bI 16'-T Ill 15-7 b 15'-8- b Notes: 1. Above spans do not Include length of knee (race. 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. Town & Country6005 Indicator Mark Instructions For Permit Purposes) To: PlansExaminers 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 indantification of our 6005 alloy materialsto 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 _ ALLOY INDICATOR TCI 6005 HOLLOW CATOR 11 J Q Co Q( J) a 2O m N J W OZ 2 W U LLL iY Q OZ Q LU co WZUO U) U J W Q fn ti 2PJ^ J o; cc") LL luj IL- 2 m W cec dW [2LLJO c (L N L W m - all N U O o c cm J9 ' 119, FA 0, APEN NOFJGI; ZW W HEET Z U' z W 8- 110ZW 08-12-2010 1 OF 12IO Table 3A.1.1-120 Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylicor Vinyl Rooms Aluminum Alloy 6005 T-5 Gnr i enrnnA .vinA nncf a• •1'Jn MPY velrvlM netnn eleninn In.i M 1Q D YK`G rd0. 1 Y/CG Inn Mav r`anfilevs.l 2" x 2" x 0.040" Hollow 2" x 3" x 0.045' Hollow Load WI (fL) Max. Span'L' olio b' or deflectlon'dj Load Width (ft) Max. S an'L'/(bendln 'b' orda0eetton'dj 18.2Span 3 4 Span CaUiever 1&2 Span 3 Span 4 Span x. Cantilever 4 N: d d 11' d 1-1 d 4 9•-5' d d V-6' d 6'-S V-11' d 5 8'-9' d 8'-11d 1-4d 6 4'-9d 5'-11'd 0•-11' d 6 8'3• d 8'S'd 73d 7 4'-7d 5'd 5'-9'd 0'-10d 7 T-10- d T-11d 1'-3d 8 4'4' d 5'4' d 5-W d UAW d 8 WHolm T•6• d T-0' d 1'-Y d 9 4•-2' d 5'- d 5'3' d 0'-10' d 9 T-2' d 4' d 1'-1" d 10 4'-0' d 4'-11" d 5'-l' d 0'-9' d 10 6'-11• d 6'-11• b V-1' d 11 3.11' d 4'-10' d 4'-1 r d 0'-9' d 11 6•-9' d 6'-8" b 1'-0' d 1 3'-10'tl 43' d 4'-9' b 0'-9d 1 6'-6' dxxlow2x4"xw Load Width (fl.) Max. Spa L:I(bandlng b' or deflection d Load Width (R) Max.Span 13(bendin Wordeflectlon'dj 1&2Span 3 Span 4 Span Max. Cantilever 182 Span 3 Span 4 Span Max. Centllever 4 8 d 10S' IV-$' d 1-7* d 4 9•-11- d 174" d 17-7 1'-11' d 5 T-1 - d W-8 d 9'-11- d 1'-6 6 W d 11'SY d 11 -8 1'-9' d 6 T-5' d 9- d T4 d 1-5• d 6 8'-8' d 10-9' d 10-11 1'-8 d 7 7-0' d 8.8' d 6-1 1'4- d 7 8.3' d 10'-2 10'3' b 1-7' d 8 6'-9" d V4' d 6-0• d 1'-3' d 8 T-11' d 9•-9• d 9'-7" b V-6- d 9 6--6- d Tit' d 8'-2• d 1'-3- d 9 7'- d 9'4' b 9'-0' b 1'S' d 10 V-T d T-8' d 7'-10" d 1'-Y d 10 r-0• d I. -II. b 8'-7'b V5• d 11 6'-1' d T-6' d r-T d 1'-Y d 11 T-1' d 8'-6' b 8--2-b V4' d 1 5-10' d 3• d 5' d 1'-1' d 1 6-11' cl 8-1' b I I-IU 14' d x "x Hollow Load Width (fl.) Max. Span'LY(banding W or deflection'd 1&2 Span 3 Span 4 Span Max. Cantilever 4 6'-Y d T-8' d T-1 d T- d 5 6-9- d T-1' T-0' d 1-1- d 7 5'-2' d 64" d 6'-S' d V-11' d e 4'-1V d 6'-l' d 6'-2" d V-11' d 9 4'-9' d 5'-10• d 5'-11- d V-11' d 10 4'-T d 4r d 5'-9• d 0'-10' d 11 4- d 5'-5' d 57- d 0'-10- d 1 4'3" a 5'4' tl 10' Notes: 1. Above spares do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to tine above spans for total beam spans. 2. Spans may be 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 Dust at 120 MPH vetoenv. using design load of 13A SISF Tribute Load Width 2'-0• T-0' 4'-0' s'-0' 6-0• T-0" 8'-0' 1 10'-0• 1 1r-0' 1 14'-0' 1 16-0• 18'-0" Hollow Beams Allowable Span'L' bendirt 'b' or deflection'd' 2"c4" x0.050" 17.6' d 10'-11' d 8'-11' d 8'3' d 6-8' d 8'-3' d T-1 P d 14dl 6'-11' di 6-T di 6'J' di 6'-0' d Allowable Span I:I bendin W or deflection'd' 0. 115" 1T-11-d 12'-Y IVA" d 10'-3' d 9'-W d 9•-Y d 6.9' d 8'-2' d r4r d T3' dR- W6` 4r d 2" x 5" x 0.050' x 1T-Y d 15'4rd d 17-0' d 11'-11' d 11'4' d 10'-10' d 10'-1' d 9'-6• d 8'-11' d w-r d 2" x 6' x 0.050" x 0.135" 20'-Y d 1T-T d 16-0• d 14'-10' d 13'-11" d 13'-Y d 17-8' d 11'-10' d 11%1• d 10'-T d 9'S• d 2" x Tx0.05T x0.135" 23'-1' d 29-Y d 18'4' d 16A I' d 15-11' d 1S-Y d 14'•8' d 13'•6' d 17-W d 17-1• d 11'-1• d 2' x 8" x 0.072" x 0.240" 28'-5" d 24'-10' d 22'-T d 20'-11" d 19'-W d 18'-9' d 1 T-11" d 16-T d 15-8- d 14%10' d3'-8' d' x 9' x 0 0172- x0239• 31'3' d 2T-4• d 24'-10' d 23-W d 21-W d 20'-T d 19'-W d 16J• d 1T-2- d 164' d 1!:Yx 9• x 0.08Y x0.321" 33-W d 293' d 26'-7' d 24-W d 23'3' d 22'-1' d 21'-1• d I W-Td 18'-5' d 1T-T d IVA" d x 0.389' 38'-10• d 33'-11' d 30'-10- d 28'-8- d 26'-11- d 25'-T d 24'S• d 27-8' d 21'-5' d 2D'4' d 19Sd 18'-8' d Notes: 1. It is recanmended that the engineerbe consulted on any miscellaneous framing beam that spans more than 4V 2. Spans are based on wind bad plus dead bad for framing. 3. Span Is measured from center of connection toMscla or wail 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 C.v Y e•n"..A u.,...i ..nef ., a MDY.."I....N... ..-,.... .f....,"" ,-.. -r.," n e.ce Self Mating Sections Tributary Load Width'W a Puriin Space 5,-V 6'-0" -5- 8'-0' 9'-0' Allowable Span' L' I bertdin 'b' or deflaction'd' Y x 4" x0.046" x 0.115" 13'-9" d I 17-11" d 12'-3' b 11'-6' b 10'-10' Y x 5' x 0.050' x 0.13S' 16'-11- d 15-11• d 15'-2' d 14'•6• d 13'-11' b 13'-W b 17-T b 17-l" b 2' x 6" x 0.050' x 0.135" 19'-11' d 18'-8' d 1T-10" d 16'-11" b 15-11' b 15'-2' b 14'-Y b 13'-10' b 2" x T x 0.057" x 0A35" 27-9' d 21'-5' d 20'-4" d 19'-6' d 165• b 1T-7' b 16'-9' b 16'-0' It 2" x 8" x 0.072" x 0.24028'-1" d 26-5' d 26-1' d 24'-0' d 2T-1• d 22'-3' d 21'-5' b 20'-0' b 2" x 9• x 0.07Y x 0231' 30'-11 • d 29'.1- d 2T-T d 26'-5• d 2S-Y d 24'-W b 234' b Yx9'0. 08Yx0.321' 33'-1' d 31'-Y d 29-T d 28'J' d 2T-Y d 26'-3' d ZSS' d M24--9; 2" x 10" x 0.092'x 0.389" 38'-5" d W-1' d 34'4• d 37-10' d 31'-T d 30'-6' d 2W-6' 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 6005T-5 Fnr 1 esnnvl wrnA nncf a11'ln MDY vulufh.• ..aeon Melon IneA nr 1C a YIeG Sectionste oa W Mem r ac n T-0" 3'-6" 4'-0" 11. S-0' 5'-6" 6'-0" 6'-6" Allowable Holaht' b' or deflection'd' x "x 0.040" Hollow 1' bI r-syl b 6'-11' b 6'-6' 1 6'-2' b 11" b1 5'-8" b 5 b Y x 3" x 0.045 Hollow 3 8- 0 bI T-W b r-I* 6'-5' b 6. b5-11' S-8' b 5'7' b9•-10' b 9'-2• bI 8'-W b 8'-1' bN W b 6'-11' b 6'-8 b 6'-5' b 6'•3' b 2 x 3' X .660" Hollow 12'S' b1 T-6• b 10•-9 b 10'-2- b 9•-2- b 8'-10- b 6.5- b 8'-Y b 10- b x 4 x 0.050 Hollow 11-11 b 11-T 1 4 9'-9' 8- 8-5' 8-1 h 10 b 5 2" x 5' x0.06Y Hollow 1T4• b 16'-l' b 16-0 b 14'-2' b 7-10' b 12'3" bi t -10' b 11'4' b 10'-11- b Y x 4' x0.046 x .11 .M.B. 14'- b 13'S' b17.8' b 1 V-1V b0'-10' b 10'4' b 9'-11' b 9'- b 9'-W b 2" x' x 0.050" x 0.S.M.B. 1- b 16'-3- b 3' b 4'4' b27- -v b TT-9-b 1'-11' b 11'-6' b 11'-1' b x6'x0. 050 x .135 S.M. . M-4 18-10 1T-0 6315'-0' 145 13'-10- b 134- b 7-11- b 2" x 7" x0.0 x 0.135' S.M.B. 24'SV b 27- b 21'-2 b 19'-11' b 18'•0' b 1 U b 16-T b 15'-11- b 15'-5- b Y x 8" x0.0 x 0.240 .M. . 29'-11 b 2 -8• b 25'-11' b 24'-Y b 22'-1' 1 21'-2 b 20'4- b19'-T b 16'-11' b x9 x . 0 x0. 39" S.M.B.34.8 32-1 3 -0 283 25- 24-6• 235 223 21-1 2 x 9 x .0 x 0.31' .M. 38'-0' b35'-10' 33'S b 31'-7 b 29'-11 b 28'-T b 27-4- b 26'-3 b 254- b 245• b 2 x 10" x0.092" x 0.389"S.M.B.1'-5' d 48-10• d 46'-9 d 44 -3' b 41-11' b 40'-U' b 384- b 35'-10' 35'-6• b 34-3' 1. Above spares do not include lengthof knee brace. Add horizontal distance from uprighttocenterof bracetobeam connectionto the above spansfor total beamspans. 2. Spans may be 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 Sections Tribute Load Width'IM a Puriln Scin T-0" 3'-6' 4'-0" 4'-0' S'-0" S-0' 6'-0' 6'7 1T-0' T•6" H' 'b' 3" x 3" x 0.045" Fluted FFF b T- 0• b Albwable T4' b Hai 6'- 11- It ht / bendln 6'S- b63- b or deflectlon' d' 5-11• b V-9• b 5'S• bS-4 b 3 10•- 5- b 8'-11' b 8'-6' b 11-W b T-W b T4' b r-1- b 6'-10' b 6'-7' b 3' x 3' x0.093" ogre 14'-11' b 13'-10' b 17-11' b 12'-2• b 11'-7' b 11'40• b10'-T b 10'-Y b 9'-9• b 9'S' b3' x 3" x 0.125' Square 1T-9" b 16460 b 15'S' b14'S' b 13'-9" b 13'-2• b 12'-7' b 17-1' b 11'-V b 11'-3' b 4" x 4" x 0.125" Square I 23'-V b 21'4' b 19'-11' b 18'-9' b 1T-10• b 16-11' b 16'3' b15-8' bi 15'-1' b 14'-T b Notes: 1. Above spans do not includelength of kneebrace. Add horizontal distance from upright to center ofbracetobeam connection to the above spans for total beam spans. 2. Spans may be Interpolatod. Town & Country 6005 Indicator Mark Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloyindentification 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 TC16W5 HOLLOW CATOR 6 LL 6J Q to 3 Z Z (1) d 2OlX 0 IY m N J W O Z W U_ LL J W ad LL IY Q N_ y Z Q g Wce) W ZUO f) U I W Q fn It R O CO r- n k 2 `- u^ J 0: C% r7i Il WLLWiS a: W O LL a a) C ~, T C Ucmnr0) m S s co N L W ro o a a) m C - O m a: m c6 Fujd I- J rSH EETZW r, Z Jw 8-120 Z w 12 m 08- 12- 2010 OF C Table 3A.1.1-130 Town & Country,lndustries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For3 secondwindgust at 130 MPH velocity; using design load of 15.0 #/SF (56.6 #/SFfor Max. Cantilever) 2" x2' x0.040" Hollow Yx3' x 0.045" Hollow Load Width (fL) Max. S n'L'/(bendln b' or deflection d) Width (fL) LoadK7- n'L'/(bandin b' ordaflaction'dl 1&2Span 3Span 4 Span Cantilever 3Span 4Span MM Cantilever 4 513 d S' d 6'- d 0'-11 4 8'-11 d 5 4'-10' d 5'-11 d 6'-1' d 0'-17 84 d tl'-6 d 1' d 6 4r d 5' ' d 5'-9- d 0'-70 d 6 T-10- d 8'-0' d 1-3 d 7 4'4' d 5'4' d 5'S' d 0'-1 d 7 7'-5' d d 8 4'-2' d 5'-1" d 5-3- d 0'-9' d e r-2- d-1' d 9 11' d 4'-11" d 5-0- d 0'-9' d 9 6'-10'd 1- d103'-10" d 4'.9" d 4'-10' d 0'-9' d 10 6'-T d-0' d bO I 11 3'-9" d 4W d 4'-0' b 0'-a" d 11 5'-T d 6'S" b11" d 1 3'- d 4'S'. d 4' b tl 1 5'-1" d 6'- b 11' d x x .0 Hollow x4 x0. Hollow Load Width (ft.) MaxSp n 13(bandingW or deflection' Load Width (fL) Max. Span 13(bondirnVg b' ordo action'dj 1&2 Span 3Span 4Span CaNIver 782 Span 3 Span 4 Span Cantilever 4 IT-1 d 9-11" 10'- d 7S- d 4 W-6' d 11'- d 17'-11' d 1'-10' d 5 T d 93" d 9S d 7 S' d 5 8'-10" d 10'-11 d 11'-1' d 1'-8" d 6 T-1- d 8'3' d 11- d 14' 6 84 d 10'J d 70'4' b 1'-7' d 7 6.8' d 8'-3" d 8'- ' d 13' d 7-11 d 9'-9 d 9'-T b 1'S' d 8 6'-5d 11' d 8'-1' d 1'3' d 8 r-6" d 9'3" b 8'-11' b 1'-5" d 9 6'-2- d T d 7'-9' d 1'-2' d 9 TJ- d 8'-9' b 8'-5' b 1'S" d 10 S-11" d T4" d TS' d 1'-2- d 10 6'-11' tl 8'-3' b T-11- b 1'4' d T- 1' d T-3- b l'-7' d 17 6'-9- d r-11' b T-T b 1'-3" d 1 5. d 6'-11 d fi-11 b 1-1 d 1 6'- d b 3' b 1'-3 d x x low Load Width ( fL) MaxS n'L'/bands b'or deflection'd') 1& 2 Span 3 Span 4 SpanMfg' Cantilever 4 5-11 d T d d 1'-1- d 5 5% 6-9' 6'-11 V-V d 6 S• 4' d 6S' d 0-11 d 7 4'-11' d 6'-l" d 6-2'0 d11' tl 8 4'-W d 5'-9' d 5-11" d Or-1 1" d 9 4'S" d 5'-7` d S-0" d 0'-10- d 10 4'4' d 5'4" d 5'-6" d 0'-10' d 11 4"-d-'-2' d 5-4"d 0.10 d 12 1 4-1 5'-2` d 0' Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to theabove spans for totalbeam spans. 2. Spans maybeinterpolated. Table 3A.2130 Town & Country Industries, Inc. 6005 TO Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic orVinylRooms Aluminum Alloy 6005 T5 For. 3secondwind gust at130MPHvelocity; using design load of 18.0 #/SF Tributary Sections toad Width W - Member Spacina 3'- 0" 1 T-6- 4'-0" 4'-6' 51-0" S-0" 6'-0" 6'S" 1 7--0" I T-6" Allowable e t nd n b or a ec n d 2' x2"x0. Hollow 3' b1 6'-9' b I V-4* b S-11" b I 5'-8' b1 5'4' b1 5'-2" b 4'-11' b1 4'-9" b 1 4'- b 3 x,x .045" Hollow 11' b 4' b1 6-10- b 6'S" b1 6'-2' b 5'-10' b1 5'-7' b 5'S" b1 5-2' b 1 5'-0b 5v3r.x 0.0453 Hollow9 84 10 b 6-11 6-8 4 6- VAI 5S 2"-x' x .060 Hollow 11'.4b 10'-0 9'-10' b 9-3'b 8'-1 T-2' 2'x4 x . 0 Hollow 10 -11" 10'-1' 9'S' b 8'-11' bEbl3'-9* 6- o' b TS' b 5' b;'_W 6'-17 Y x x. 6 Hollow 15'-10" b 4'-0 b 13'-9' b 17-11' b 11'-8` b 11'3' b 10'-T b 0' b 2 x4 x x0. 5 .M. 13-4 1 4 1- 1 -11 9'-10 b 9S 9-1' 8S 2 x x . 0 "x .1 .M.B. 16'-1 14-10" b 13'-11' b 13'-1' b 1'-10' b 114 0-11' b 10- x 6 % .0 x .13 .M.B. 18'-T b 1 3 b 16-1' 15'-2- b 13'-9' b 13'-2" b 17-8' b 11-9" bx x x0.136* .. 1 18-2 16S 15-9 1 -2' 12" x 8 x 0.07 x 0. 40 .M.B. 2T4` b 25'3' 23 - 274" b20'- b 19'4b 18'-Tb 1T3- b2' x 8 x 0.0 ` x . 39 .M. 31.8'b 29'3b 2 S' 25'-10' bb 23'4' b 274 27'S' x x0. x .3 ` . B354' b 373' b 30'- b 28'-10' bb 26'-1' 24'- 1 b 23-11' b 4- b2 x `x0.09 x .3 9 S. . S 0 10 405 36S 11 33- 313 tee: 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- 130 Town & Country Industries, Inc. TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T5 For 3 second wind gust at 130 MPH velocity; usingdesign load of 15.0 #/SF Tribute Load Width 7- 0" -03'" 4'- 0' T-0' 6'-0` T-0"I 8'-0' I 10'-0" 1 12'•0' 1 14'-0' 1 16'-0" 1 18'-0- Hollow Beams Allowable Span' L' bendln 'b' or deflection'd' 2" x 4" x 0.050" 11'-11" d 1g'-5' d 9'S' d T-10' d 8'-3' d T-11' d T-6' d 6'-11' di 6'-1 di 11 di 5'-11' d 5-91" d Self Mating Beams Allowable S n'L' / bendl 'b' or daflectbn'd' 2" x 4" x 0.045" x 0.115" 13'3' d 11'-Td 10.6- d 9.9- d 9'-2- d 8'-9- d 8'4- d TA' diT-4" d 6'-11' d 8'-8' d 6'-4' 2" x S" x 0.050" x 0.135" 16'-S d 14'4" d 1T-Wd 17-1' d 114' d 10'-10" d 1g'4" d 9'-T d 9'4' d 8'-Td 8'-Y d T-11' d 2" x 6" x 0.050" x 0.135" 19'3" d 16'-10' d 16-3' d 14'-2' d 13'4' d 17-8' d 12'-1" d 11'-3' d 10'-7' d 10'-7" d 9'-7" dd3d2' x 7- x 0.05Tx 0.135` 21'-1 V d 19'-2' d 1T-F d 16'-Y d 15-0- d 14'-6' d 13'-10' d 12'-10" d 17-1- d 11'-6" d 10'-71- d2' x ' x 0.07Yx0.240" 2T-7' d 23'-8" d 21'-6i' d 19'-11' d 18'-9' d 1T-10' d 1T-1' d 15'-10' d 14'-11' d 14'-2' d 13'-T d9x0.07Y x o239' 29'-10" d 26'-0' d 23'-8' d 21'-11'd 20'-0" d 1T-8' d 18'-9" d 1T-5' d 16'S' d 1S-T d IVA I" d2" x 9" x 0.082" x 0.321" 31'-71' d 2T-11' d 254' d 23-6' d 27-2- d 21'-0' d 20'-1' d 18'-8' d 1T-T d 16'-8' d 15'-11' dYx 10" x 0.092" x 0.389" 3T-l' d 374' d 29'S' d 2T-4' d 25-6- d 24'-5' d 23'4" d 21'-Vd 20'S" d 19'4' d 18'-6' 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 kneebrace. 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 gustat 130 MPH velocity; using designload of 15.0 #/SF Self Mating Sections Tributary Load Width'W' a Pullin Spacln 5'-0` 6'-0" T-0' 8'-0" 9'-0' 10'-0- 11'-0- 12'-0" Allowable Span / bending'b' or deflection'd' 2" x 4" x 0.046" x 0.115' 13'-1' d 174' d 11'S' b 10'-8' b 10'-1" b 9'-7" b 9'-1' b 8'-9" b 2' x 5" x 0.05V x 0.135" 15-2" d 163' d 14'S' d 13'-9' b 17-11" 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 1 S-9' b 14'-10' b 14'-1' b I T-5" b 17-11' b Y x 7" x 0.057" x 0.135" 21'-9' d 2g'S' d 19'S' d 15-7 b 1T3" b 16'•4- b 1 S-T b 14'-11" b Y x 8" x 0.07Y x 0.240" 26'-9' d 25'-2' d 2-T-I I" d27-11' d 27-0' d 20'-11' b 19'-1 V b 19'-l' b Y x 9" x 0.072" x 0.239" 29'-S d 2T-8' d 25.4' d 2S-2' d 24'-0' b 27-9- b 21'-9- b 20'-10- b 2' x 9" x 0.082" x 0.321' 31'-7" d 27-8' d 28'-Y d 26'-11' d 25-11' d 2S-0" d 24'-1' b 23'-7" b Y x 10' x 0.092" x 0.389" 36'-Td 34'S' d 37-rd 31'3' d 30'-1' d 29'-0' d 2g'-Y d 2T4' d Notes: 1. Tablas assume extrusion oriented with longer extrusion dimenslon parallel to applied load. 2. Spans may be Interpolated. Table 3A.2130 HST Allowable Upright Heights, Chair Rail Spans or HeaderSpans for Screen, Acrylic or VinylRooms Aluminum Alloy 6063 T- 6 For 3 secondwind gust at 130 MPH velocity; using design load of 18.0 r#SF Sections Tri Load Widlh' IM = Pullin Spacln 3'-0" 3'-0" 4'-0" 4'-0' 5'-0' 5'•6' 6'-0" 6'-0" T-0` T-0" AllowableHaight 'H' I bendin 'b' or deflection'd' 3" x3" x 0.045' Fluted T-B- b T-Y b 6'-8" b 6'4' b 5Ab b6-5" b 5'3' b S-1' b 4'-10' b 3" x 3' x 0.060" Square 9'-0' b S-9' b 8'-2- b T-9- b b3" x 3- x 0.093" Square 13-T b 17-T b 11'-10' b 11'-1' b 1b 9'-8' b 9'3" b 8'-11- b 8'-T b 3"x3"x0.125" S uare 153' b 15-0' b 14'-1- b 13'3' b 1 b 11'-8' 6 11'-0- b 10'-8" b 10'3- b 4" x4' x 0.125' Square 20'-11'b 19'S' b 18'-2' b 1T-2' b 1 b 14'-10' b 1 14'3' hi 13'-0" b 13'3' b Notes: 1. Above spans do not Include lengthof kneebrace. Add horizontaldistancefrom uprightto center of bracetobeam connection to the above spans fortotal 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 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 INDICATOI TCI 6005 HO J a U) Z Q a Z m LU LU Z W 1Z U_ LL CL lZ Q M fn Z Q W M W Z_ Of U O U) UW J to a u) d O Z L^ c c 2a # f W c9 g WmuO c a NW r x N lJ O m ra N n3mJIetc5 w w EET Z 0Z• w 8-' 1301Zw m OF 12 0 Table 3A.1.1-140 Towr) & Country. industries, Inc. 6005 TCI Allowable Edge Beam Spans - Hollow Extrusions forScreen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 140.1&2 MPH velocity; using design load of 17.0 #/SF (65.7 l4SF for Max. Cantilever) 2" x2" x 0.040" Hollow 2" x 3" x 0.045' Hollow Load Width (f .) Max. Span 1:1(bonding V or deflection d) Load Max. Span'L'/(bendi 'b' or deflectlon'd 1&2Span 3Span 4 Span Cantilever 182 Span 3 Span 4Span Max. Cantilever 4 5'-0' 6'-2' 6'-4' 0-11 d-11 d 8- d 8-9 d 1'-4 d 5 4' S-9 5-10 Al d6 11 d 8- d 1'3' d 6 4S' d 5'S' S' d 1 d6'-1P140 d S d TS d 1'- d 4'-2' d V-2' d 5'-0' d 0'- dS-9' T-4' b 1'-1 d 8 T-11" d 4'-11" d 3.4r d 0'-9- d5'-6' d 6'-10' d 6'-10' b 1'-1' d 9 T-10" d 4'-9- d 4'-1 D 0'-9' d5'-4' d 6'-7" d 6'-5' b 1'-0' d 10 3'S' d 4'-7' d 4'- b 0'-8' d 5'-Y d 6'4" b 6'-1' b 0'-11" d 11 3'-T d 4'-5' d 4'4' b 0'-8' d 11 4'-11' d 6'-0' b 5-10- b Ill- d 1 3'-6 d 44' d 4'-Y b 0'-0 d 1 4'-1 5'-9' b D 0-11' d x x. 50 Hollow x 4 x 0. ollow Load Width (ft.) Max. Span 13(bandIna b' or deflection' Load Width (fL) Max. Span 1'/(bending b' or deflttclion 'd 1&2 Span 3 Span 4 Span Centflver 1&2 Span 3 Span 4 Span Max Cantilever 4 d 9'- d 9'- 1' d 4 9'-1 11' d 11'-6 1'-9- d 5 2-d 8'-11' d 9'-1' -T 4 d S 5' d 10'S' d 10-7- b 7- d 6 6'- d 8-4' d 8-0 1-3d 6 11 10 d 9 1'-6 d 7 6'-5 d 11' d 1 1 T d 3' 8'-11 b 1-5" 8 S-Y d T-T 0 T-9' tl 1'-Y d 8 T-3" d 8'-W b 8'-5' bE14_ d 9 5'-11" d T-4' d T-5' d T-1' d 9 6'-11" d 8'-Y b 7'-11" b d 10 5'-8" d 7'-1- d Y b T-1- d 10 6'-9" d 9- b TS' b' d 11 5'S' d 5-10" d 6'-10- b 1'-1- d 11 6'-6- d TS' b T-2' b' d1 4dSS' 1'-0- d 1 6'4 1 b 6'-10- b d x " x Hollow Load Width ( fL) Max. S n'L'/ bends W or deflection'di 1& 2 Span3 Span 4 Span Max. Cantilever 4 5'-0' d 6-11 TO d 1'-7- d 5 5.9 d 6' d 7 d 4'- 11- d 4 d 6'-3' d 0-11 d 7 4'4" d 5'-1 d S- 1' d 0'-11' d 8 4'-6- d V-T d S-0' d 0'-10' d 9 44' d 6-4- d SS" d 0'-1 D- d 10 1 4'-2- d 5'-2- d 5-3- d 0'-9' d 11 1 4'-W tl 4'-11' d 5'-1' 9 d 1 3'-11 d 4'-10' 4-11R. Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to theabove sparsfor totalbeam spans. 2. Spans may beinterpolated. Table 3A.1.3440 Town & Country Industries, Inc. TClSO05 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 Fora second windgust at140-1&2 MPH velocity; using design load or 17.0 XSF TrI Load Width 2"- 0' 3'-0" 4'-0' 5'-0' 6'-0" T-0' 8'-0' 10'-0" 1 17-0" F 14'-0'1 16'-0' 1 18'-0" Hollow Beams AllowableS n'L'/bends 'b'ordeflsction'd' 2" x;4" x o.0S0" 11'S' d 10'-0' d 9'-1' d SW d T-11' d T-Td T-3' di 6'S' di V-4' di 5-11' di 5'-9' dI 5'S' b SelfMating Beams Allowabls Span V I bonding W or deflection 'd' 2' x 4' x 0.046" x 0.115" 17-9' di d 10'-1' d 9'-5' d 8'-10' d 8'S' di 8'-W d T-S di T-0' d S$' d 6'-4' b 5'-11' b 2" x3' x 0.050" x 0.135" 15-9' d 13'-T d 1 Z-6" d 11'-7- d 10'-11' d 10'-4' d 9'-11" d 9'-2" d 8'-W d 8'3' d T-10' d T-T d 2" x 6' x 0.050" x 0.135" 18'S' d 16'-1" d 14'-8' d 13'-7' d 1Y-9' d 17-7 d 11'-7' d 10'-9- d I 2- d 9-8- d 9'S' d 8'-9' b 2" x 7" x 0.057" x 0.135' 21'-1' d 18'-5' d 16'-9" d 15'-6' d 14'-7- d IT-1 Vd 13'-Y d 12'4" d iv-7, d 11'-0' d 1a-7" d 10'-2- d 2" x 8" x 0.072" x 0.240" 25'-11' d 22'S' d 20'-W d 19'-2' d 18'-0' d 1T-l' d 16'4' d 1 S-Y d W4" d 1T-7' d 12'-1 V d 12'S" d x 0.239' 2" x 9" NOR 2S'-T d 24'-11* d 27$' d 21'-1' d 19'-10' d W-10' d 18'-0' d W-9" d 15-9" d 14'-11' d 14'4' d 13'-9" d Y x 9" x O.OBY x0.321' 30'S" d 26'-9' d 24'4' d 27-T d 21'-W d 20'-Y d 19'4' d 1T-11" d 15-10' d 16'-0" d 154' d 14'-9' d 2' x 10" x 0.09Y x 0.389" 35.6' d 31'4' d 28'-Y d 26'-T d 24'S' d 23'S' d 22'S- d 20r4r d 19'-T d 18'-T d 1T-9" d 1T-1" d Notes: 1. Ills recommended that theengineer be consulted on any miscellaneous framing beam thatspans more than 40' 2. Spans are based on wind bed plus dead load for framing. 3. Span is measured from center of connection to fascia or wallconnection. 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 spats. 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 For 3 second wind gust at 140 MPH vetootty; using design load of 17.0 NSF Self Mating Sections Tributary Load width 9M - Pullin S aein S- 0" 6'-0" T-0" F-5- 9'-0" 10'-0" Allowable5 an'V/ ruling W ordeflection'd' 2" x 4" x 0.046" x 0.115" 17-7" d 11'-7" b 10'-9- b W-1- b 9'-0' b 8'-11' b 8'-7- b 8'-2- b 2" x 5" x 0.050" x 0.135" 15'-6' d 14'-T d 13'-10" b 17-11' b IZ-Y b 11'-T b 11'-0' b 10'-T b 2' x 6" x 0.050" x 0.135" 19-3" d 1T-l' b 15'-10' b W-10' b IT-11" b 13'-3' b 12'-8' b 17-1' b 2" x 7" x 0.057" x 0.135' 20'-10" d 19'-T d 1&-e b 1T-2' b 16'-2" b 15'-4" b 14'-B' b 14'-0' b 2" x 8' x o.072' x 0.240" 25'-V d 24'-Y d 27-11' d 21'-11' d 20'-9' b 19'-8' b 18'-V b 1T-11' b Y x 9' x 0.072" x 0.239' 28',3' d 26'-T d 25'-0' d 23'-11' b 27-7 b 21'S' b 20'S' b 1T-6" b 2" x 9" x 0.082" x 0.321' 30'-3" d 28'-V d 2T-l' d 25'-10' d 24'-10" d 23'-9' b 2Z-S* b 21'4r b 2" x 10" x 0.092" x 0.389" 35-1' d 33'-0' d 31'-4' d 30'-W d 28'-10" d 2T-10" d 26-10" b 2&-V b Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad. 2. Spans may be Interpolated. Table 3A.2140 Town & Country Industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or HeaderSpans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3second wind oust at 140 MPHvelocity: usino design load of 21.0 *ISF Sections dbuta Load Width'W'=Member eel T- D" 3"-6" W-V 4'-6' S'-0" 5'-0" 6'-0"1 6'.6' 1 7-0' 1 T-6- Allowa e Holaht HI bandinoWor effect on 2" x 2" x 0.040" Hollow 6'-3` b 5'-1 b 5'S- b 51-Y b 4'-11' b 4'-9' b 4'- b 4'-5' 3` x 2" x 0. Hollow b 6'-9' b 6'-4' b 5'-11' b 5 S' b 5'S' b 5'-Y b 4'-11' b 4'-10' D 4'S' b 28xxHollow9' 3 6-1 6-5 6-2 5'-11 5-0' SS 5'J' b 2" x 3" x 0.060" Hollow b 9'-9' b 9'-1' b 8'-T b 8'-Y b 7'-9' b T-5" b T- b A V b 6'-W b 2` x 4 x 0.050' Hollow b 9'-0' b 8'-9' b 8'-0' b T-10' b S' b 7'-1' b 6'-10' b 6'-T b 6'-4' b 2" x "x 0.062" ollow b 13'- b 17-9' b 11'-11' b 11'4' b 10'-10' b 10'S b 9'-17' b 9'-T x4" x .046x0. 5 1 S' 1-0 b 1 -1 7 9-Y B- 85 b 8'-1- T-10- 2" x 5 x .050 x 0.13 S.M. b 13'-9' b jb2T-5* 7- 10' b 17-Y b 11 -6' 10'-i 1' b 10'Sb 10'-1' b 9'-9' b 9'-5' b 2" x 6" x 0.050" x 0.1S.M.N. b 16-11- b 4'-11' 14-1" b 134- b 12'-9- b 17-2 b 11-0` b 11'-3- b 10'-11- b x x0.0 x .35 . .1 1 AG 16-10 15-11 15-3 1 - 14 135 13-1' 2 x8"x0.072"x0. 40 S.M.. b 2T-5' b 21'-11' b 20-8'b 19'-Tb 1B-8- b iT-11" b 1T-Y b 16'-7- b 15-11- b 2" x 9 x .07Y x .239 .B. b 2T-1' 25'4'b 23'-11 b 22'-0' D 21'-0'b 20'-8b 19'11' 19-2' 2 x 9" x 0.0 x .32 .M. . b 30'-w 2 -4' b 2S-0' b 25'4' 24'-Y b 23'-1' b 22'-Y b 21-5' D 2 x 0 x .09 x .3 9 S. . 42.5' 3-0 3 S 355 33-10' 3 S 31-1 29-11 2B-11 Noss: 1. Above spans do not Includelength of kneebrace. Add horizontal distance from upright to centerofbraceto 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 6063 T-0For 3 second wind gust at 140-1&2 MPH velocity; using design load of 21.0 WSF Sections Tdbuta Load VlOdth'1M=PyIE acln 3'- 0" T-6' 4'-0- 4'-0" S-0" S-0" 6'-0" 6'-0" Allowable Height W / bonding 'b' or deflection'd' 3" x3"x 0.045" Fluted T-2' b 1S-T b I6=e' b I 5'-10' b I 5'S" bi 5'J" bi 5'-1- bi b 3" x 3" x 0.060" Square 8'-9" b 18'-1' b T-T b 1 T-Y b 6'-10' bi 6'S" bi 6'-2" bi 5'41" b 6-9" bi S-T b 3" x 3" x 0.093" Square 12'-T b 11'-8' b 10'-11- b 10'-0- b 9'-9- b Er-4- b 8'-11- b 8'-T b 8'-3- b T-11- b 3' x 3" x 0.125' Square. 1540- b 13'-11' b 13'-W bi 12'-3" bi 11'-8' bi 11'-1' bi 10'S- bi 10'S' b 9'40" b 1 W-6- b 4' x 4" x 0.125' Square 1 19'S' bI 1T-11' b 16'-10" b 15'-10" b 15'-1' b 1 14'4' b 113'-9' h 1 13'-2' b I 174r b 12'4" b Notes: 1. Above spans do not Includelength ofkneebrace. Add horizontal distance from upright to centerofbraceto beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. m d cS minram E I w0 3 = ao. m m s y o z[ e e 08 LL m of 30 8g Z Q fQ G ZWQQ o w 2OOfZOWrnL m Z J Lu LU Z uj tU n. W tu L J LL N H } = c O H Q Z W a Z Q 5 W Z m o Z W O e Cl) U o J1 a nm O N 3 ro ZZO Town & Country 6005 Indicator Mark Z ED ZIt ? ^ Instructions For Permit Purposes) W K J W rN'rtLCtit " To: Plans Examiners and Building Inspectors, o W O c 2These alloy indentification marks have been provided to g J O IL di contractors and yourself for permitting purposes. The details below a illustratethealloyindentificationmarksandthelocationofsuchmarks. ui C ti These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that theyreceive anduse only rn o. j m ` m 6005 alloy shapes when using this engineering. We are providing this p bo N '$^ t document to simplify the indentification of our 6005 alloy materials to U W -a o abe rnusedinconjuctionwithour6005engineering. U > dE OmA separate signed and sealed document from Town & Country O wN U c will be provided to our pre -approved contractors once the materials are co Z' m purchased. co, TCI 6005 SELF -MATING ALLOY INDICATOI Yts7[ drbFl:fa7 rn t7 z• w' HEET WZ t9 ZW8- 140 to OF 12 1 O REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS / RAFTERTO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/#8x 1' DECK SCREWS @ 16- O.C. VERTICALLY REPLACE VINYL SIDING ALTERNATE: 4' x 4' P.T.P. POST W/ SIMPSON 4• x 4" POST BUCKET INSTALLED PER MANUFACTURERS SPECIFICATIONS TOP & BOTTOM THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THATOF MOBILE MANUFACTURED HOME JSTALL NEW 48' OR 60" AUGER ANCHOR PER RULE 5C @ EACH NEW PIER. JSTALL 1/2' CARRIAGE BOLT HRU PERIMETER JOISTAND TRAP TO NEW AUGER NCHOR ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = 1'-0" REMOVE VINYL SIDING AND SOFFITON THE WALL AND zINStALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS /,RAFTER TO BOTTOM bE,WLIBL'E TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/#8x l" DECK SCREWS @ 16- O.C. VERTICALLY REPLACE VINYLSIDING 8"'12 BOLT @ 32- O.C. TYPE III FOOTING OR 16" x 24" RIBBON FOOTINGW/ (2)1950 BARS, 2,500 PSI CONCRETE THE FLOOR, WALL, AND ROOF SYSTEM ARE THATOF MOBILE MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME KNEEWALL W/ 2x 4 P.T.P. BOTTOM PLATE, STUDS & DOUBLE TOP PLATE NAIL PER TABLE 2306.1 FLORIDA BUILDING CODE EACH STUD SHALL HAVE A SIMPSON SP-1 OR EQUAL SHEATH W/ 1/2' P.T. PLYWOOD NAILED W/ #8 COMMON 6' O.C. EDGES AND 12' O.C. FIELD OR STRUCTURAL GRADE THERMAL PLY FASTENED PER THE MANUFACTURERS SPECIFICATIONS STRAP SIMPSON COIL STRAP OVER SHEATHING ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = l'-O" INTERIOR BEAM (SEE TABLES 3A.1.3) BEAM SPAN USE W/2 FOR BEAM SIZE) SEE INTERIOR BEAM TABLES AFTER COMPUTING LOAD WIDTH' LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED KNEE BRACE (SEE TABLES 3A.3) LENGTH 16" TO 24" MAX. ALL FOURTH WALL DETAILS POST SIZE (SEE TABLE 3A.3) MAX. POST HEIGHT (SEE TABLES 3A.2.1, 2) TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A MOBILE / MANUFACTURED HOME SCALE: 1/8" =1'-W Table 3A.3 Schedule of Post to Beam Size M nhnum post beam may be used as mkhknum knee brace Knee Brace' Knee Brace Min. Length Maz Len M 2•xe 1'•4• 2•-0• r xr rs 2'-0• rxr rr 2.0- 2• x3' r•8• 2'-0• rx4• 1'S T-0• STUD WALL OR POST RIBBON FOOTING SCALE: 112" = I -(r Minimum Ribbon Footing Wind Zone Sq. FL 1 x I Post Anch @ 48" O.C. Stud' Anchors 100 -123 10 -14-0 B 44 SP7 @ 3r O.C.A430 -1 1'.0 ABU O.C.130-140.1 SP1@32 14D-2-150 30 -20 V3" 1 ABU 44 1 SPH4 @ 4B' O.C. Maximum 16' projection from host structure. For stud walls use 1/2 x 8" LSotts @ 48' O.C. and T square washers to attach sole plate to fooling. Studanchors shag be at the sobplate only and coil strap shag lap overthetopplate on to thestuds anchors and strapsshagbe per manufacturersspecifications. 3A.8 Anchor Schedule for Composite Panel Room Components Connection Description 80 -100 MPH 110 -130 MPH 140 -150 MPH Receiving channel to roof 10x (T'+12') SMS 910x (T+1/2") SMS 10x (r+12') 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 ofthe panel and of the panel and 0.024" or 0.030" metal 1 @ 12. O.C. 1 a 8' O.C. 1 @ 6" O.C. 114" x 1-1120lag 114" x 1-12' lag 318" x 1-12' lag Receiving channel to 1 @ 6' from each and of 2 @ 6" from each end of 2@ 6' from each and of wood deck at front wall. receWing channel and receiving channel and receiving channel and 2 pine or p.tp. framing 1 @24" O.C. 2 @ 24. O.C. 2 @ 24' O.C. 1/4' x 1-10 Tepcon 1/4' x1-12' Tepcon 3/8' x 1-12' Tapcon Receving channel to 1 @ 6' from each end of 1 @ 6" from each end of 2 @ 6" from each end of concrete deck atfront wall. receiving channeland receiving channel and receiving channel and 2,500 psiconcrete 1 a 32" O.C. 1 @ 24" O.C. 2 @ 24- O.C. Receiving channel to uprights, 8x3/4' SMS 10 x3/4" SMS 14 x3/4" SMS headers and other wall 1 @ 6" from each and 1 @ 4" from each end 1 @ 3" from each and connections ofcomponent and of component and of component and 0.024" metal 1 LIZ 36" O.C. 10 24" O.C. 1 @ 24- O.C. 0.030" metal 1 @ 48" O.C. 1 @ 32. O.C. 1 @ 32- O.C. Receiving channel to existing lW x 1-12' lag 114" x 1-12' lag 3/8' x 1-1w lag woodhost awoodbeam, host structure, deck 1 @ 6" from each end 1 @ 4" from each end 1 @ 3" from each end connection to wood ofcomponent and of component and of component and 1 @ 3D' O.C. 1 @ 18.O.C. 1 @ 21.O.C. Receiving channel to existing 1/4' x l V4' Tapcon 1/4" x 1-12" Tapcon 3/8" x 1-t2" Tapcon concrete beam, masonry wall, 1 @ 6' from each and 1 @ 4" from each and 1 @ 3' from each end slab, foundation, host structure, of component and of component and of component and or Infill connected to concrete. 1 @48. O.C. 1 @ 24. O.C. 1 @ 24- O.C. 1 @ 6" from each end i @4" from each 1 @ 3" from each Roof Panel to topof wall ofcomponent end of component and of component 1@12"O.C. 1@8. O.C. 1@6"O.C. a. To wood 10x"r+1-12" tox"r+1-1/2" lox•r+1-12" b. To 0.05"aluminum 10 x'r+1/T 10x'r+12' tOx9"+12' Notes: 1. Theanchorschedule above Is formean roofheight of 0.20, enclosed structure, exposure "B', I =1.0, maximum frontwall projectionfromhoststructureof16'. withmaximumoverhangofT. and 10' wallheight ThereIs no restriction on room length. For structures exceeding this criteria consult the engineer. 2. Anchors through receiving channel into roof panels, wood, or concrete / masonry shall be staggered We to side atthe required spacing. 3. Wood deck materials are assumed to be #2 pressure treated pine. Forspruce, pine or firdecrease spacing of anchors by 0.75. Reduce spacing of anchors for 'C exposure by 0.83. 4. Concrete Is assumed to be 2,500psi@ 7days minimum. Forconcretestrength other than2.500 psi consultthe 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 orexceed 41 W for 1-12' embedment at minimum 5d spacing from concrete edge to center ofanchor. Roof anchors shag require 1-1/4' fender washer. Table 4.2 Schedule of Allowable Loads i Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load / Maximum load area (Sq. FL) @ 12D M.P.M. wind load Diameter Anchor x Embedment Number ofAnchors 1 2 3 4 1/4"x 1" 264#/11SF 528#22SF 792#/33SF 1056#/44SF 114" x1.12" 39BN17SF 792#/33.SF 1188#/SOSF 15BW66SF 1/4' x2.12" 66O#/28SF 1320#/55SF 1980#/63SF 2640J#110SF 5/16"x1" 312J#13SF 624#/26SF 936N39SF 1248#/52SF 5/16' x 1-12' 468#20SF 9W#139SF 1404#/59SF 1872#178SF 5116"x2-12" 780#/33SF 1560#/65-SF 2340J#98SF 3120#1130SF 318" x 1" 356J#15SF 7121#30SF 1068#/455F 1424#/59SF 3/0"xt-12' 534#122SF 106BW45SF 1602FJ67SF 2136#J89SF 316'x2-12" 89DW37SF 1780#174SF 2670#/111SF 3560Xl48SF Note: 1. Anchor must embed a minimum of2" Into the primary host WIND LOAD CONVERSION TABLE - For Wind Zones/Reglons other than 120 MPH (Tables Shown), multipty allowable loads and roof areas lathe eawarslon factor. WIND REGION Applied Load CONVERSION FACTOR 100 26.6 1.01 111) 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 O.B6150 1 47-8 0.80Allowable Load Coverston Factors for Edge Distances Lass Than 9d Edge Distance Allowable Load Tension Muhlpliers Shear 12d 1.10 1.27 11d 1.07 1.18 10d 1.03 1.09 9d 1.00 1.00 8d 0.98 0.90 7d 0.95 0.81 lid 0.91 0.72 Sd 0.88 0.63 Note: 1. The minimurn distance from the edge of concreteto the center of theconcrete anchor and the spacing between anchorsshallnotbelessthan9dwheredIstheanchordiameter. 2. Concrete screws are tknlled to 2" embedment by manufacturers. 3. Values gated are allowed loads with a safety factor of 4applied. 4. Products equal to rawl may be substituted. S. Anchors receiving bads perpendiailar to the diameter are in tension. Anchors recelvbg loads parallel to the diameter are shear bads. Example: Determine the number of concrete anchors required by dividing the uplift load by the anchorallowedload. For a 2" x 6" beam with: spacing =T-W O.C.; allowed span = 25'-9" (Table 1.1) UPLIFT LOAD =12(BEAM SPAN)x BEAM & UPRIGHT SPACING NUMBEROFANCHORS = [ W(25.75)x Tx7#1 Sq. FL)/ALLOWED LOAD ON ANCHOR NUMBEROFANCHORS = 630.876#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. cop d v om ram O 2 LL iCo. 42 Q y j d w $ F z Q m z y06mLLo0 M tL 6ua cc 3a 85J Q z UJ M 0 Q Z 0 m to W OJ0 > 0 = w a(n IXQ U Cr W fJ Q M CI V% z z z W 0 Q LU ZV LU U) fn J Q CD zW waO LLW mO z zK WwzCD zWK OLLv SHEET J co W 9 0Wco9 08- 12-2010 1 OF uj d z w Wwzt7 z Wk z zWCo12 0 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 rapacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to told 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 verity host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live load shall be 30 PSF. 5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the. manufacturer ofthe 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 ata deflection limit of U180. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift bads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added bysecuring 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 cleanerprior to applying caulking. 14.AII aluminum extrusions shall meet the strength requirements ofASTM 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 thematerials listed above. The protective materials shallbe as listed insection 2003.8.4.3 through 2003.8.4.6 of theFlorida 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 fastenersAhat are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall not.beused. ROOFP;ANELS DESIGN STATEMENT: The'roof systems are main force resisting systems and components and Gadding in conformance with Ahe2007,1`lorida Building Code w/ 2009 Supplements. Such systems must be designed using bads for componerit's and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 3U; roof slope 0 to 20":ZI _ 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen:Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative Internal pressures are U.U0,for open structures, 0.18 for enclosed structures. All pressures shown are In PSF. 1, 'Freestanding structures with mono -sloped roofs have a minimum live bad of 10 PSF. The design wind loads are those foran open structure and are reduced by theASCE 7-05 open mono-slDped 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 100to 140-1 MPH windzones and 30 PSF for 140-2 to 150 MPH wind zonesand wind loads are from ASCE 7-05 forglass 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. S. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for roll formed roof panels by 0.93 and composite panels by 0.89. Design Loads for Roof Panels (PSF) Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Mean Roof Height' Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending I Deflection Bending Deflection 0 -15' 1.21 0.91 1 0.94 1.47 0.83 0.88 15' - 20' 129 0.88 1 0.92 1.54 0.81 0.87 20'-25' 1.34 0.86 0.91 1.1 0.79 0.. 25'-30' 1.40 0.SS 0.89 1.66 0.78 0.85 Use larger mean roof height ofhost structure orenclosure Values are from ASCE 7-05 INDUSTRY STANDARD ROOF PANELS 1 12.00' 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: T =1'-0" Ig 12.00" 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2" =1'-W WET 1 12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2' =1'-0' ALUMINUM SKIN TABLES F-r'::' E.P.S. CORE Open Structures Mono Sloped 1 n 0.87 for90to 100 MPH 1= 0.77 for 100 to 150 MPH KCpi - 0.D0 Zone 2 loads reduced by 25% Screen Rooms Attached Covers 1- 0.87 for 90 to 100 MPH Ia 0.77 for100to 150 MPH KCpi - 0.00 Zone 2 Glass & Modular Enclosed Rooms RoofOvers 1-1.00 KCpI . 0.18 Zone 2 Overhang ICantilever All Rooms 1-1.00 KCpi - 0.18 Zone 3 Basic Wind Pressure EffecWeAma Bask Wlnd Pressure Effective Area Basle Wind Pressure Effective Area Basic Wind Pressure EffectiveArea 5o 20 10 50 20 10 50 20 10 SD 20 10 100 MPH 13 13 16 25 17 20 23 26 17 23 27 30 17 27 38 45 110 MPH 14 14 17 20 18 21 25 28 18 27 32 36 18 33 46 55 120 MPH 17 17 20 23 22 25 30 33 22 32 39 43 22 39 54 65 123 MPH 18 17 21 24 23 26 32 35 23 34 41 45 23 41 57 69 130MPH. 20 20 1 23 1 27 26 29 35 39 26 38 45 51 26 46 64 77 140-1 MPH 23 23 1 27 1 31 30 34 40 46 30 44 53 59 30 53 74 89 140-2 MPH 23' 23 27 31 30 34 40 46 30 44 53 59 30 54 74 89 150 MPH 26- 28 32 36 34 39 46 52 34 51 60 68 34 61 85 102 Minimum live bad of 30 PSF mntrois in high wind vatoclty zones. To convert from the Exposure "B' loads above to Exposure "C or "D' seeTable 713 on this page. Anchors for composite panel roof systems were computed on a load width of 10' and a maximum of 20' projection with a 2' overhang. Any greater load width shall be site specific. SCALE: 2" = T-17 ST SIDE CONNECTIONS VARY DO NOT AFFECT SPANS) PRIMARY CONNECTION: 3) L-2 SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. (2) PER RAFTER OR TRUSS TAIL 10x 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" = V-0' SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS 1-.1/2" x 1/8' x 11-1/2' PLATE OF 6063 T-5, 3003•H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS ROOF PANELS SHALL BE ATTACHND TO THE HEADER WITH (3) WH # ' x 1/2' LONG CORROSION RESISTANT SHEET METAL SCREW ITH 1/2- WASHERS. CREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET B R 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 THEABOVESCREW TYPES ANDTHE ABOVE SPECIFIED RIZER SCREW. #_' x 9/16" TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # ' x 11T 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 2) #10 x 1-11T S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I I 10 x 3/4' S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 6" x T x 6" 0.024" MIN. BREAK FORMED FLASHING PAN ROOF PANELZ7; . J - Zr wao _ ZE POST AND BEAM (PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION PAN ROOF PANELS SCALE: 2" = V-0' INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1' TABATTOP 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. G ti J a J 0 co W Z Uc) p W o 20 w Z O IU _ Oa~ i fp U W uJ 09WZaZi ONW001- p J rqof U Z W QwN IL 0MU F Q W W UU 0 z U) Z W U of o 2 W 5 Z alf ZZW CO a w o LL o U. Q 0 UiYU) N 3 8 O n2 O J C." z <L W iL- W j3 0 xz W W O X LL QLO > C Ona won CL w LU aLtom O ' 1-- U > pC Z N U Z w ccO % Q 47 1- SHEET 10A 08-12-2010 1 OF 12 Wa: Z ZWm W WUZW g O ZO rn m o_ Wn. Z W F F- O a z tYO W 0 x Z 0WU 0O aWo: Wm O O Z N J Z'. uW Wz C9 zW ZzzLu X EXISTING TRUSS OR RAFTER 10 x 1-1/7 S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL 10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 17 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: T = l'-0" #14 x 1/7 WAFER HEADED WOOD FRAME, MASONRY OR , / — S.M.S. SPACED @ 12" O.C. OTHERCONSTRUCTION FOR MASONRY USE 2) 1/4' x 1-114" MASONRY ANCHOR OR EQUAL @ 17 O.C. FOR WOOD USE: 14 x 1-1/2" S.M.S. OR WOOD SCREWS @ 17 O.C. FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: T = T-W 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 T. THEWALLTHICKNESS 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)'6HORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CQNVERSION: j.. EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE 11DO-1231 130 1 140 150 8 1 #10 1 #12 #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 lu Sao 1-1/2' x 1/8' x 11-10 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: T =1'-0' EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PERRAFTER OR TRUSS TAIL HOST STRUCTURE REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE 8x 112" S.M.S. SPACED @ 8" O.C. BOTH SIDES FLASH UNDER SHINGLE COMPOSITE ROOF PAN HEADER NEW 2x_FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 7 = T-0' EXISTING TRUSS OR RAFTER 2) #10x 1-1/2' S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I 10 x3/4" S.M.S. OR WOOD SCREW SPACED @ 17 O.C. EXISTING FASCIA 6" x T x 6' 0.024' MIN. BREAK FORMED FLASHING i ROOF PANEL' SCREW #10 x (f + 1/2") W/ 1-114" FENDER WASHER FOR FASTENING TO ALUMINUM USETRUFAST POST AND BEAM PERHDx (R" + 3/4") AT 8" O.C. FOR UP TO 130 MPH 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: 7 = 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 POSTAND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) Z BREAK FORMED METAL SAME CISg THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN.ANCHORTO FASCIAAND RISER OF PAN AS SHOWN 8 x 3/4' SCREWS @ 16' O.C. 8x 1/7 SCREWS @ EACH RIB ROOF PANEL uj _ Q w — ap 1-1/2' x 1/8' x 11-1/T 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) FOR MASONRY USE 1/4' x 1-114" MASONRY ANCHOR OR EQUAL @ 24- O.C.FOR WOOD USE 10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 17 O.C. 8 x 1/2" ALL PURPOSE 1 g64SCREW@17O.C. g g BREAKFORM FLASHING 6 10' o z' j 3 LL47H a ZO w c c E 3" COMPOSITE ROOFp 3 Q wSEESPANTABLE) oy 'lmLL 0 STRIP SEALANT B: HEADER TWEEN FASCIA AND 112" SHEET ROCK FATEN TO o PANEL W/ 1" FINE THREAD 3 0 SHEET ROCK SCREWS @ 16" WHEN SEPARATION BETWEEN 8 5O.C. EACH WAY DRIP EDGE AND PANEL IS FASTENING SCREW SHOULD LESS THAN 3/4' THE FLASHING J OBEAMIN. OF 1' BACK FROM SYSTEM SHOWN IS REQUIRED THE EDGE OF FLASHING w ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS Q 2i U S SCALE: 2" =1' 0" Z 0 H rn NOTES: (7 O' w z 1. FLASHING TO BE INSTALLED A MIN. 6' UNDERTHE FIRST ROW OFSHINGLES. = J o w 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL COIL N i Z w 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 0 Z O a4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. i U N5. HEADER WILL BE PUTTYTAPED AND CAULKED EVEN THOUGH FLASHING IS TOBE W °d w mINSTALLED. W C) Z o 6. IFTHE DROP FROM THE EDGE OFTHE SHINGLE DOWN TO THETOP OFTHE HEADER IS : — Z MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS F" i OU oDROP. V J p 7. WHEN USING FLASHING (.) THE SMALLEST SIZE HEADER I 03 MIL ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADERSIINCE T KEEPS THE Q Z z FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. (n Z a o 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/7 w SEPARATION MINIMUM. = LLI w0 m 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. z 0 c O J U- Q o 0N EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME z THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1' cl' MIN.ANCHORTO FASCIAAND RISER OF PAN AS SHOWN 1' FASCIA (MIN.) 10 x 1-1/7 S.M.S. @ 16" O.C. 0.040" ANGLE W/ #8 x 1/7 S.M.S. @ 4" O.C. r- COMPOSITE ROOFPANEL HEADER (SEE NOTE BELOW) 8 x (d+1/2•) S.M.S. @ 8" O.C. 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. ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 2' = 1'-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: T =1'-0" S.M.S. W/ 11T WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOFPANELS SHALL BEATTACHED TO EXTRUDED HEADER W/ (3) EACH BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/7 SCREW EACH. THE #8 x (d+1/T) LONG CORROSION RESISTANT S.M.S. PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #Bx 1' OFTHEABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. C.0 u) C CD m Tk 2 J 1mLLWI-i Ld z=W Lu OLLa gQ vm N Z. a C (3 M n0) Z) o m m m r ayNtLLIeao J m C a L m mf.. wwm 08-12-2010 OF ffelin 12 O` z Lu wwz zw wzzwm Lo, i CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3' COMPOSITE OR PAN ROOF SPAN PER TABLES) 8 x 1/2' WASHER HEADED CORROSIVE RESISTANT SCREWS @ 8" O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER COMPOSITE ROOF: 8 x'P +1/2" LAG SCREWS W/ 1-1/4"0 FENDER WASHERS @ 8" O.C. THRU PANEL INTO 2 x 2 2"XYx0.044"HOLLOW EXT. 5/16"0 x 4" LONG (MIN.) LAG SCREW FOR 1-1/2" EMBEDMENT (MIN.) INTO RAFTER ORTRUSS TAIL CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL ALUMINUM USE TRUFAST HDx ("P + 314") AT 8" O.Cf:FOR UP TO 130 MPH WIND SPEED "D" EXP.OSURE; 6" O.C. ABOVE 130 MPH AND UP JO•A •150'MPH WIND SPEED "D' EXPOSURE. WEDGE ROOF CONNECTION DETAIL SCALE: 2" =1'-0' COMPOSITE PANEL 1" x 2" OR 1" x 3" FASTENED TO PANEL W/ (2)1/4" x 3" LAG SCREWS W/ WASHERS FOR 140 & 150 MPH USE 2) 3/8' x 3" LAG SCREWS W/WASHERS BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF 12 Q 6 w A II le ATBII zO F- w tD O wIL EXISTING TRUSSES OR VVVJ4 RAFTERS IIHOST STRUCTURE II II II II II FASCIA OF HOSTSTRUCTURE 2' x _ RIDGE OR ROOF BEAM SEE TABLES) SCREEN OR GLASS ROOM WALL (SEE TABLES) PROVIDESUPPORTS AS REQUIRED W / VARIES K ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLETABLES UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB SCREEN OR SOLID WALL ROOM VALLEY CONNECTION JL:ALt: lid- = 1•-U- 3D# 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 FASTEN W/ (2) #8 x 3" DECK EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS A - A - SECTION VIEW SCALE: 1/2' = 1'-0' RIDGE BEAM 2" x 6" FOLLOWS ROOF SLOPE ATTACH TO ROOF W/ RECEIVING CHANNELAND 8) #10 x 1" DECK SCREWS AND (8) #10 x 3/4" S.M.S. RIDGE BEAM 2' x 6' EXISTING 10 OR 7/16" POST SIZE PER TABLES SHEATHING SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4" =1'-W B - B - ELEVATION VIEW SCALE: 1/2" = 1' W I B - B - PLAN VIEW SCALE: 1/2" =1'-W 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 SCALE: '3" = "-'* FOR FASTENING TOWOOD USE TRUFAST SD x Cr+ 1-1/2') AT 8" O.C. FOR UPTO 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 1&-W OR LESS 3) #8 WASHER HEADED SCREWS W/ 1' EMBEDMENT CAULK ALL EXPOSED SCREW HEADS AND WASHERS UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2" = V-0" • • PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER 10 x 2" S.M.S. @ 12' O.C. EXISTING FASCIA SEALANT 3" PAN ROOF PANEL MIN. SLOPE 1/4" : V) 3) #8 x 3/4" S.M.S. PER PAN W/ 314" 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 SCREWMIDWAY BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 POST SIZE PER TABLES SCALE: 2" =1'-W INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" EXISTING FASCIA PLACE SUPEROR EXTRUDED ALUMINUM U-CLIP W/ (4) 1/4-x EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE 1-10 LAG SCREWS AND (2) SEALANT 1/4" x 4' THROUGH BOLTS 10 x 2" S.M.S. @ 12" O.C. TYPICAL) 1/2" 0 SCH. 40 PVC FERRULE TRUSSES OR RAFTERS SEALANT 2)1/4" x 4" LAG SCREWS AND 1) # 8 x 3/4' PER PAN RIB WASHERS EACH SIDE ONLY CAULK EXPOSED SCREW HEADS POST SIZE PER TABLES EXTRUDED OR 3" PAN ROOF PANEL INSTALL W/ EXTRUDED OR 1/4" x 8" LAG SCREW (1) PER SUPER GUTTER MIN. SLOPE 1/4' : 1') BREAK FORMED 0.050" TRUSS/ RAFTER TAILAND W HEADER EXTRUSION ALUMINUM U-CLIP W/ (4) 1/4" x 1/4" x 5" LAG SCREW MID WAY FASTEN TO PANEL W/(3) 1-1/2" LAG SCREWS AND (2) BETWEEN RAFTER TAILS 8 x 1/2' S.M.S. EACH PANEL1/4" x 4" THROUGH BOLTS TYPICAL) SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 SCALE: 2" = V-0' 0g Rog-, mw oa 30 8g a Z W 20 =' a 5 w cl LI Z O_ F.. W °d W U ZZU } O J I— acoZD 2 W U- W J a It co O w z LLLL W rL 2 6W x. Of 0_ WOLLiwaj o v m pLL a) O a) :3 m m iij LLI y 5c LLIm O J mL) # z m N a w z m c36 F zw 1X' OLL 61 "'I z z U SEAL 0: w zSHEET. •' Q LL1 z w Lu 10C z w n1 m 08-12-2010 OF 0 • BREAK FORMED OR EXTRUDED HEADER' PLACE SUPER GUTTER SEALANT BEHIND DRIP EDGE 10 x 4" S.M.S. W/ 1-11TO FENDER WASHER @ 12' O.C. CAULK SCREW HEADS & 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 114" : V) TRUSS / RAFTER TAIL 1/2" 0 SCH. 40 PVC FERRULE EXISTING FASCIA EXTRUDED OR SUPER GUTTER EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2" = 1'-0" OPTION 1: 2" x _ x 0.050' STRAP @ EACH COMPOSITE SEAM AND 112 CAULK EXPOSED SCREW WAY BETWEEN EACH SIDEW/ HEADS 3) #10 x 2" INTO FASCIAAND PLACE SUPER OR EXTRUDED 3) #10 x 3/4" INTO GLITTER GUTTER BEHIND DRIP EDGE OPTION 2: 1/4" x W 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. , _ 1: • :•; 3" COMPOSITE(O MIN. SLOPE 1/4 V) PANEL EX)STING TRUSS OR RAFTER EXTRUDED OR SUPER GUTTER 3" HEADER EXTRUSION FASTEN TO PANEL W/ 8 x 1/2" S.M.S. EACH SIDEEXISTINGFASCIA@12' O.C. AND FASTENTO SEALANT GUTTER W/ LAG BOLTAS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2" = V-0" GUTTER BRACE @ 2'-0' O/C CAULK SLOPE CSOFFITCOMPOSITEROOFJ / SUPER OR HEADER - EXTRUDED CAULK GUTTER 2" x 9' BEAM i 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" ALTERNATE 3/4"0 HOLE GUTTER PAN ROOF FASCIA COVERS PAN & SEAM OF PAN & ROOF 3/8' x 3-112" LOWERVENTS OR 3/4"0 WATER RELIEF HOLES REQUIRED FOR 2-11T 3' RISER PANS GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 314"0 HOLE OR A 3/8'x 4" LOUVER @ 1Y 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-W FLASHING 0.024" OR 26 GA. GALV. 2" x Tx 0.06" x BEAM DEPTH + 4" ATTACH ANGLE "A" TO FASCIA W/ 2-3/8" LAG SCREWS @ EACH ANGLE MIN. Tx 3" x 0.050" S.M.B. (4) 10 S.M.S. @ EACH ANGLE EACH SIDE A = WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: 2) Tx 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 118" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 3/8' x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1W 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" = V-0" RECEIVING CHANNEL OVER BEAM ANGLE PROVIDE 0.060' SPACER @ RECEIVING CHANNEL ANCHOR POINTS (2) 910 x 2-1/2" S.M.S. @ RAFTER TAILS OR @ 2" O.C. MAX. W/ Tx 6" SUB FASCIA Tx 6" S.M.B. W/ (4) #10 S.M.S. @ EACH ANGLE EACH SIDE NOTCH ANGLE OPTIONAL MUST REMAIN FOR ANGLE STRENGTH CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) SCALE: 2" =1'-0" PAN ROOF ANCHORING DETAILS RIDGE CAP 8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS & WASHERS 8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: 8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER SEALANT PAN HEADER (BREAK - FORMED OR EXT.) HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR GABLED APPLICATION U' z wwa PAN OR COMPOSITE ROOF w PANEL LL0 a 8 x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM > wm ROOF PANEL TO BEAM DETAIL oWHENFASTENINGTOSCALE: 2" = V-0' 7 ALUMINUM USE TRUFAST HD x z t" + 3/4") AT 8" O.C. FOR UP TO FOR PAN ROOFS: w 130 MPH WIND SPEED w3) EACH #8 x 1/2" LONG S.M.S. zEXPOSURE "D'; 6" O.C. FOR PER 12" PANEL W/ 3/4' t9 ABOVE 130 MPH AND UP TO ALUMINUM PAN WASHER zw150MPHWINDSPEED EXPOSURE .D. ................. O` LL CAULK ALL EXPOSED SCREW HEADS & WASHERS ROOF PANEL a FOR COMPOSITE ROOFS: FOR TABLES SECTION 1) 10 x (t + 1/7) S.M.S. W/ SUPPORTING BEAM 1-1/4"0 FENDER WASHERS PER TABLES) @ 12 O.C. (LENGTH = PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT SHOWN) AND 24- O.C. @ NON -BEARING ELEMENT (SIDE WALLS) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 2" = V-W 3 A LL pm<- pLL mw o 30 85 J Q D Z C4 a Q c' W 0 Z O_ 0 U ZZV } O J Q Qcoa W LLW c J Q cO LL W M " 2 m u d W m LL. VJO aC a) m m $ a iw L J U > pCU SHEET V- co 10D 08-12-2010 OF 12 t, z z wwz zzw zwm rIMu 0.024" x 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION f ROOF PANEL J 1/8' x 3" x 3' POST OR SIMILAR 10 x 4" S.M.S. W/ 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 HEADSAND WASHERS 3) 1/4"0 THRU-BOLTS (fYP.) 8 x 9/16"TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM 0-) POST DETAIL SCALE: 2" = 1'-W 0.024" X 12' ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 2" x —SELF MATING BEAM 5 REJAR IMBEDDED IN TOP iOF_CONCRETE COLUMN (BY OTHERS) FASTENING OF COMPOSITE PANEL' SEALANT 8 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 1/8" WELDED PLATE SADDLE W/ (2) 1/4" THRU-BOLTS 1 WHEWFASTENING TO ALUMINUM USE TRUFAST HD x ("I" + 3/4") AT 8' O.C. FOR UP TO 130 MPH WIND SPEED D.XPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D' PANEL ROOF TO RIDGE BEAM @ CONCRETE POST DETAIL SCALE: 2" = V-0" 0.024' ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET TYPICAL INSULATED PANEL SCALE: 2' =1'-0" 8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS @ 24- O.C. ALTERNATE #8 x 1/2" S.M.S. W/ 11T 0 WASHER. NOTES: 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OFWILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8x 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 8.1.20 FOR H-14 OR H-25 METAL COVERED AREA TAB AREA 3/8' TO 1/2" ADHESIVE BEAD FORA 1"WIDEADHESNE STRIP UNDERSHINGLE 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 11T DIAMETER SO THAT THERE IS A 1' WIDE STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANEL 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 OFTHE 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 OFADHESIVE UNDERTHE SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA - ADHESIVE: BASF DEGASEALT 2000 COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE: N.T.S. COVERED AREA TAB AREA W/ 1" ROOFING NAILS INSTALLED PER MANUFACTURERS SPECIFICATION FOR NUMBER AND LOCATION MIN. ROOF SLOPE 2-1/2: 12 0 0 0 0 0 o SUBSEQUENT ROWS 0 3/8" TO 1/2" ADHESIVE BEAD FORA 1" WIDEADHESNE STRIP UNDER SHINGLE STARTER ROW COMPOSITE PANELW/ 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 MANUFACTURERS INSTRUCTIONS. 2. CLEAN ALL JOINTS AND PANEL SERFAGE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 3. SEAL ALL SEAMS WITH BASFDEGASEAL" 2000 AND CLEAN THE ROOF TO REMOVEANY DIRT, GREASE, WATER OR OIL. 4. APPLY 3/8"0 BEAD OF BASF DEGASEALTM 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL 7/16" O.S.B. OVERTHE GLUE AND PANELS. ALLOWAT LEAST30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. • INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.38. 6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.3. 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK SCREWS @ 8- O.C. EDGES AND 16' O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6" O.C. EDGES 12' O.C. FIELD FOR 140-1 AND UP TO 150 MPHWIND ZONES. COMPOSITE ROOF PANEL WITH O.S.B. AND STANDARD SHINGLE FINISH DETAIL SCALE: N.T.S. mw J Q Z U) Q :2 U) 20 — Q 7r-I of J 0 LJ Z O0 — LU W U Z J O U } U J I"' Q QU) z < w LLLLI cr J Q m N a WW LL W W z ca u d W O U- x Lu C U M rn y t ILmWIL wIxjM C G m LI mu F u z 72 O c7 1 Zf SEAL w t0i ulzSHEET Z. all 10E w 5 z w 12W12-2010 OF MANUFACTURERS PROPRIETARY PRODUCTS SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE io ON TOP AND BOTTOM LOCK GROOVE v ih 48" 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 RA NUM ELITE STATEWI OVAL #550 & FL 7561 ELITE LU INUM CORPORATI N ELITE PANEL SCALE: 2" = V-0" Table 7.2.1 Elite AluminumCorporation Roof Panels Allowable Spans and Design / Applied Loads• (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 Wind n truetures Mono lop&dRoofl Screen Rooms Attached Covers Glass& Modular Rooms Enclosed Overhangi Zone 1&2 4 1 4 1 3 4 Cantilever MPH s Moad' s nlload' s Moad' s Moad' s Moad' s Moad' s nnoad' s annoad' s anlload' 1 8 13 23-2' 13 2 4' 1 16'-6 20 18'-6' 0 1T-1 20 15'S23 1T-0' 23 16'-8 23 4-0 4 1 20'-1 14 27-014 21-9 14 16- 21 18' 21 1 -5 21 1 '-1 32 15'-11' 27 15'-0 2 4'-0 55 120 1 -2' 17 4 17 19-8 1 13 6 15'-11 25 11'-10' 39 13'- • 39 17-9- 39 4-0 65 123 1 - 17 19'-10 17 19-2 1 13'-Y 32 15'- 6 11'- 41 12'-11 47 12'-6 41 4-0 69 130 16'-9' 18'-B' 20 18'-1• IZ-6' 35 V62 35 11'-0' 45 12'-0' 45 11'-11' 45 4'-0•140- 1 15-7' 2 1 -S. 16'-10' 23 11'-8' 40 2'-8' Tt6-' 40 11' 4 1 ''45 11'-11' 45 3'-11' 89 140. 2 15-7 23 1T5• 23 16'-10' 23 11'-B' 40 2' 40 9-7' 59 11-4' S3 70'-11' S3 3'-11' 89 150- 13'-Y 32 16'-0.' 28. 15'-10' 28 10'-11' 46 1'= 46 8C-11' 68 10'-8' 60 10'-4• . 3'-8' 102 Wind Open Structures M loved oof Screen Room Attached CovoreI Glass & Modular coma EnclosedOverhang 1 Moad' s ardload' 4 s annoad' 1 s Moad' 3 s annoad' 4 s anlicad' 1& 2 s an1load' 3 s annoad' 4 s anlload' Cantilever 10' 13 26'-8' 13 25'-9 1 19'-1 20 21'-4' 20 20'-7- 20 1T-9' 19'-10• 23 19'-Y 23 4-0 45 Y 14 25'-11 14 5'-1 14 18- 21 20'-9' 21 20'-1 21 16S 7 1&4- 27 1T-9' 27 4' S5 11' 17 23'-5• 1 22'-B 17 1T-0' 25 19'-1' 25 18'-5 25 15'-1• 32 16'-10' 32 16'-3 32 4'-0- 65 If57727-70' 172T-1' 17 16'-8' 26 18'- 26 1T17 26 13'4' 47 16'5' 51 4-0694' 21T2010' 15-10 29 1T-8' 29 1T1' 29 17.8' 45 15'-5' 38 13-9 45 4 77 11• 23 20'-1' 23 19'- - 23 13'-6• 40 16'4- 34 15'-9' 34 17w 45 1 '-5' 38 13'-9' 45 4'-0' 89 11' 23 20'-1• 23 19'-5' 23 13'-0' 40 16'4' 34 15'-9' 34 11'-8' S3 13'-1- 63 1T-W S3 4'-0' 8910' 2618'-10' 26 1W-3• 26 77-7- 46 15'-3- 39 13'-7- 46 10'-11' 60 174' 60 11'-11' 6o 4'4Y102 Note: Total roof panel width =room width + wall width + overhang. 'Design or app0edbad based on theaffectivearea of thepanel Note: Below spans are based on test results from a Florida approved test lab & analyzed by Lawrence E. Bennett & U180 Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide ProductApproval #FL 5500 & FL 7561wilnd n fractures Mort o oof croon ooms Attached overs Modular Rooms Enclosed Overhang ZoneMPH 1 s annoad' 3 span/ load' 4 s Moad' I s an/load' s anMad' 4 spa d* 1 span/ load' s Moad' 4 s annoad• Cantilever 100 22-8 13 25'-4' 13 24-6 13 1 18'-1- 20 20'-3 120 V-r- 110 22.-0 14 24-8 14 23-10' 14 1T-0' 21 1 -9' 21 19'-1' 21 15'- 2 1TS 2 16'-10 27 4'-0 55 1 0 i -11' 17 27-01 21'-0' 17 16- 25 18'-1' 25 1T-6' 25 1 -11 39 1 -T 3 15'-6 32 4'-0' 65 1 19'-5' 17 21'-8' 17 20'-11' 117 16-10' 26 7 -8 26 1T-1' 26 17-W 41 15'- 34 15'-1 34 4' -0' 69 130 18.4• 20 20'-6• 19'-10' 20 1&-W 29 1 -10' 29 16'-3• 29 17-1' 45 13'-0' 45 13'-0' 145 4' 77 740-1 1T-7' 23 19'-1' 23 18'-5' 123 1 '-10• 40 15'-6' 34 15'-0' 34 17-1' 45 13'-0• 45 13'-0' 45 4-4r89 140. 2 1T-1' 23 19'-7• 23 18'-Y 23 17-10' 40 15'-0' 34 15'-0' 34 11'-1• 53 12-y 93 77-0' S3 4'4r 89 150 16•-0' zs. 1T-11•-26--1T-4'---2s 1r-1r 48--13'-4-- 46 IT-11'- 46 10'-Y 60 1P-8• so 1T3' so a'-0' 102 Wind wctures Mon to oof creen Rooms Attached overe .. lass Modular Dome nc osed Overhang ZoneMPH 1& 2 s annoad• 3 s annoad' 4 spa Nbad' 1 s aMoad' 3 s Moad' 4 s Moad' 2 s Moad' 3 a Moad' 4 s annoad' Cantilever 10 26'- 13 29'-0' 13 28'-3' 13 20'-10 20 2&-4 20 22'-7- 20 19'-0' 21'-9' 23 21.0' 23 4'-0' 45 115'-5' 14 2 S' 14 2 S' 14 204 21 9' 21 274Y 21 1T-11 27 20'-1' 27 19'S2 4'-0' 55 1211' 1 25-8' 17 24'-10' 17 18'-8' 25 20'-10• 25 2v-Y 25 16'-6 32 18'S' 32 1T-10' 32 4'-0- 65 1 4' 1 25-0 17 24'-2' 1 1 -3 26 2 5- 26 19'-8' 26 1 -7' 34 1T-11' 34 1T4 34 4'-0• 69 13 1'-Y 20 23'-8' 10 1T4 29 1 -5 29 18'-9' 29 15'-2' 38 16'-11 38 16'4 38 4.4r 77 140.1 19'-8' 23 21'-11' 23 21'-3• 23 1 '-0' 34 1T-11• 34 1T-3' 34 15'-Y 38 16'-11' 38 16'4' 38 4'-0' 89 140.219'-8- 23• 21•-11' 21'-3' 23 16'-0' 34 1T-11' 34 1T-3' 34 12'-10' S3 15'-9• 44 15'-2' 44 4'-0' B9 150 181-W 26 20--8• 26 19'-11' 26 13•-9- 46 16'-8- 39 IS - mum; la i rom Pnm wmm = room WM +wan wmm + ovemang. 'Design or applied load based on the affective area of the panelo i$iii IwoCW 0 zQ to m m go ago OLLR. aj 20 3ui 8g Z J E w w Z CO fA o ti Mom Z o Z o Z to J D- 2. w G Z W a Z LuZ = M w ° EL to 3: U LL 2 O 0 V o g 17 V) F- Q -1 CD M ZItZ 0 2S(L W W m Z X 1- o CO w 0 W jQ LL N 0 OxFF- as 2 R Z Z ; LL I- W Z5 m X p m _ W lu LL p U Cl)n ofn Z W (0coL Q. m J m W OU> p m m CZNUaOm H W3F— mZ Z_ 9 // J c O / 4/ Cp SHEET 10G 12 08-12-2010 OF r 2.0(r I I A = 0.434 in? 0.040" o Ix = 0.234 in' 11 Sx = 0.240 in.' 6005 - T5 2" x 2" x 0.040" HOLLOW SECTION SCALE 2• = V-W 12.0OW" T 0.045' c A = 0.538in? M Ix = 0.642 in' Sx= 0.428 in? 6005 - T5 2" x 3" x 0.045" HOLLOW SECTION SCALE 2" = T-W 2.00" I 0.0 I g A = 0.768 in? Ix = 0.530 in' Sx = 0.5W in? 6005 - T5 2" x 3" x 0.060" HOLLOW SECTION SCALE 2• = 1'-0' 2.00" 0.050"-, I I A = 0.697in? Ix = 1.428 in.' Sx = 0.714 in? 6005 - T5 2" x 4" x 0.050" HOLLOW SECTION SCALE 2" = l'-0' 3.00" A = 0.552 in? 0.045" f-I Ix = 0.342 Im- cNi Sx = 0.342 in? 6005 - T5 3" x 2" x 0.045" HOLLOW SECTION SCALE 2• = 1'-0" 2.00" 0.06• A = 0.954 in? Ix = 2.987 in' Sx-- 1.195 in? 6005 - T5 2" x 5" x 0.062" HOLLOW SECTION SCALE 2• = 1'-0• 2.00" I I A = 0.776 in? Ix = 1.953 in. 4 0.046" g Sx = 0.977 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24- O.C. TOP AND BOTTOM OF EACH BEAM 2" x 4" x 0.046" x 0.115" SELF MATING SECTION SCALE 2" =1'-0" 12.ONO " A = 0.964 in.' c Ix = 3.688 in. ' 0.050" Sx = 1.475 in? LIU 6005 - TS STITCH W/ (1) #10x3/4• S.D.S. HEXHEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 5" x 0.050" x 0.135" SELF MATING SECTION SCALE 2• = T-0' 2.00" A = 1.098 in? 0.050' Ix = 5.938 in. ' Sx = 1.979 in? 6005 - T5 STITCH W/ (1) #10x3/4• S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 6" x 0.050" x 0.135" SELF MATING SECTION SCALE 2" = 1'-0" 2.02" g A = 1.277 in.' 0'0" Ix = 8.873 in. 4 Sx = 2.534 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 7" x 0.057" x 0.135" SELF MATING SECTION SCALE 2" = 1'-0• 2.00" 0.072• T 16 A = 1.855 in? Ix = 16.622 in' Sx = 4.156 in? 6005 - T5 STITCH W/ (1) #10x3/4• S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 8" x 0.072" x 0.240" SELF MATING SECTION SCALE 2" = 1'4r 2.00" 0.072• $ A = 1.999 in' Ix = 22.116 in' Sx=4.915in? 6005 - T5 STITCH W/ (1) #10x3/4• S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM . 2" x 9" x 0.072" x 0.239" SELF MATING SECTION SCALE 2" = 1'-0" 2.00" 0.082" g A = 2.398 in? Ix = 27.223in' Sx = 6.050in? 6005 - T5 STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.082" x 0.321" SELF MATING SECTION SCALE 2" = V-W 2.00" 0.090' $ c A = 3.023 in? Ix = 42.466 in' Sx = 8.493 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24.O.C. TOP AND BOTTOM OFEACH BEAM 2" x 10" x 0.092" x 0.389" SELF MATING SECTION SCALE 2" = 1'-0' 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 ofsuch marks. These alloy marks are used solely forour 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 ofour 6005 alloy materials to be used in "uction 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 I Q Q2 MO Z 0 WfY W} a N > w o5 a U" o H J Q U.W F Q` _ y Z U) W W_ Z J Q J Cr i LL W E , CUW20 9 0- W O LL 0 v mNELyC lb a LU a oxS J m C U O m O a 1 mm U a 0 7 10 z L w J S EET z to zw 11 z zW nm1208-12-2010 OF GENERAL NOTES AND SPECIFICATIONS: 1. The Fastener tables were developed from data for anchors that are considered to be 'Industry Standard" anchors. The allowable loads are based on datafrom catalogs from POWERSFASTENING, 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 orH-25 alloy 2. Extrusions, 6063 T-6alloy B. Concrete, Ec = 2,500 psi @ 28 days • ^ - ' C. Steel, Grade D Fb /c= 33.0 psi y 1 D. Wood; tT l S 1. Framing Lumber#2 S.P.F. minimum 2 . Sheathing, 1/2' 4 ply CDX or 7/16' OSB 3. 120 MPH wind load was used for all allowable area calculations. 4. For high velocity hurricane zones the minimum live loadJr appliedload shall be 30 PSF. 5. Spans may be interpolated between values butnot extrapolated outside values 6. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products orpressure treatedwood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or thewood orother absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 7. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 8. Any structure within 1500 feet of a saltwaterarea; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use withaluminum by the Aluminum Associa[on and shouldnot be used. 9. ' Any project covering a pool with asalt water chlorination disinfection system shall use the above recom{nended fasteners. This is not limited to base anchoring systems but includes all connection types. SECTION.9 DESIGN STATEMENT: The anchorsystems in the Fastenersection are designed fora 130 MPH wind load. Multipliers for other wind zones have been provided. Allowable loads tinclude a 133% wind load increase as$rovided for in The 2007 Florida Building Code`wilh 2009 Supplements. The use of this multiplier is only allowed once and i }have selected anchoring systems which include strapping, nails and other fasteners. Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55,000 psi; Shear24,000 psi Table 9.1 Allowable Loads for Concrete Anchors Screw Slza d = diameter Embedment IDepth in.) Min. Edge DIsL & Anchor Spacing 5d (in.) Allowable Loads Tension Shear ZAMAC NAILIN (Drive Anchors) 114" 1-112- 1-1/4- 273# 236# 2' rt-1/4"_ 3164 236# TAPPER Concrete Screws 3116' 1-1/4' 1 15116" - i•.288# 167# 1.3/4" 1 16116" 371#- 259# 114" 1-114" 1.1/4' 427# 200# 1 W4' 1-1/4' 544# 216# 318" 1-12" 1.9116' 511# 402# 1-374' 3.1/8' 703# 455# POWER BOLT (Expansion Bolt 1/4 2- 114. 624# 261# 5116" 3" 1-718" 936# 751# 318" 3.112' 1-9116' 1 1,575# 1.4259 112" 5" 2•1n' 1 2,332# 2,220# POWER STUD (Wedge -Bolt4D) 1/4' 2-3/4' 1.114" 812# 326# 3/B" 4-1/4' 1-7/8' 1,358# 921# 112' 1 6" 2•112" 1 2,271# 1,218# SIB" 1 7- 2-1/4" 1 3,288# 2,202# Wedge Bolt 1/4' 2-1/2' 2•t!4" 878# 385# 318' 3-tn' 3-1/4' 1,705# 916# 112" 1 4" 1 3.314' 1 1,774# 1.09511 Notes: 1. Concrete screws are limited to 2' embedment by manufacturers. 2. Values listed are allowed bads with a safety factor of 4 applied. 3. Products equal to rawl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable loads are Increased by 1.00 for wind bad. 6. Minimum edge distance and centertocenter spacing shall be Sd. 7. Anchors receiving loads parallel to thediameter are shearloads. 8. Manufacturers recommended reductions for edge distance of 5d 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' x6- beam with: spacing - r4r O.C. allowed span - 2(r T (Table 1.1) UPLIFT LOAD=1n(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS= 1n(20.42)x7'x10#/Sq.FL ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 714.70# =1.67 427# Therefore, use 2 anchors, one (1) on each side of upright Table Is based on Rawl Products' allowable loads for 2,500 ps.i. concrete. Screw/Bolt Allowable Tensile Loads on Screws forNominal Wall Thickness ('11 (Ibs.) 8 0.164" 122 139 153 200 228 255 10 0.190' 141 161 177 231 263 295 12 0210" 156 178 196 256 291 327 14 0250" 186 212 232 305 347 389 529 114" 0240" 179 2D3 223 292 333 374 508 5116" 0.3125" 232 265 291 381 433 486 661 318" 0.37V' 279 317 349 457 520 5a4 793 112" 0.60" 373 423 465 609 693 779 1057 Allowable Shear Loads on Screws for Nominal Well Thickness ('r) (Ibs. Screw/Bolt Single She Size Nd Low 0.050" 0.055' 1 0.072- 0.082" 1 0.092" 0.125" 8 0.164' 117 133 147 192 218 245 10 0.190" 136 154 170 222 253 284 12 0210" 150 171 188 246 280 293 14 0250" 179 203 223 292 333 374 508 1/4- 0240' 172 195 214 281 320 358 487 S116" 0.3125" 223 254 279 366 416 467 634 318" 0.375" 268 305 335 439 499 560 761 1n' O.SD" 740B 447 585 668 747 1 1015 Allowable Shear Loads on Screws for Nominal Wall Thickness Ibs. Double Shear 0.044" 0.050" 0.055" 0.072" 0.082' 0.092' 0.125' 343 390 429 551 639 717 974IN446so5587328329341269 536 610 570 878 714 812 894 1170 7332 idea 2030 Notes: 1. Screw goes through twosides ofmembers. 2. AN barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wag thickness of connection. Use tables to select rivet substitution for screws of anchor specifications Indrawings. 3. Minimum thickness offrame members Is 0.036' aluminum and 26ga. steel. Multpliersfor OtherAlloys 6063 T•6 1269 5052 H-25 1 1522 6005 T-5 1 2030 Allowable Load Coverslon Multipliers for Edge Distances More Than Sd Edge Distance Multipliers Tension Shear Sd 1.00 1.00 6d 1.04 120 7d 1.08 1.40 ad 1.11 1.60 9d 1.14 1.80 10d 1.18 2.DO 11d 1.21 12d 125 Table 9.5A Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures @ 27.42 #/SF Fastener diam, min. edge distance min. ctr. to ctr. No. of Fasteners / Roof AreaS 1 / Area 2/ Area 3 / Area 4 / Area 114" 1/2" 518" 1,454 - 53 2,908 -106 4.362 -159 5.819 - 212 5116- 3/8' 1 7/8" 1,894 - 69 1 3.788 - 138 5.682 - 207 7.576 - 276 31B' 3/4" 1' 2,272 - 82 1 4.544 -166 6,816- 249 9.088 - 331 1n" 1' I 1-1/4" 3.030-110 6.060-221 9,090-332 12,120-447 Table 9.5B Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures @ 35.53 #/SF Fastener diem. min. edge distance min. ctr. to ctr. No. of Fasten erc Roof Area S 1 / Area 2/ Area I 3l Area 1 4 /Area 114" 1 /Y 518" 1.454 - 41 2.908 - 82 4,362 -125 5,819 - 164 5/ 16" 3/8" 7/8" 1,894-53 3,788-107 5,682-160 7,576-213 314" 1' 2,272 - 64 4.544 -128 6,816-1921 9.088.256 tn" 1" 1_114" 3,030.85 6,060-171 9,090-256 12,120-341 Notes for Tables9.5 A, B: 1. Tables 9.5A & B are based on 3 second wind gusts at 120 MPH; Exposure 'B"; I = 1.0. 2. Minimum sparing Is 2-1/2d O.C. for screws & bolts and 3d O.C. for rivets. 3. Minimum edge distance Is2dfor screws, bolls, and rivets. Allowable Load Conversions for Edge Distances More Than5d Edge Distance Allowable Multloffers Load Tension I Shear 12d 1.25 lid 121 10d 1.18 2.00 9d 1.14 1.80 8d 1.11 1.60 7d 1.08 1.40 6d 1.04 120 Sd 1 1.00 1.00 Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for Screws in Tension Only MaximumAllowable - Load and AttributableRoof Area for 120 MPH Wind Zone (27.42 01 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/ 4'e 1" 264#-10 SF 528#-19 SF 792#-29 SF 1056#-39 SF 1- 112" 396#-14 SF 792#-29 SF 1188#-43 SF 1584#-58 SF 2- 112" 660#-24 SF 1320#-48 SF 1980#-72 SF 2640#-96 SF 511 re t' 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF 1- tn" 468#-17 SF 936#-34 SF 1404#-51 SF 1872#-68 SF 2412" 780# - 28 SF 15609 - 57 SF 2340#- 85 SF 3120# - 114 SF 3/ 8"0 1" 356#-13 SF 712#-265F 1068#-39 SF 1424#-52 SF 1. 1n' S34#-19 SF 1068#-39 SF 1602#-58 SF 2136#-78 SF 2- 1/2" 1 890# - 32 SF 178W - 65 SF 1 2670#- 97 SF 13560# -130 SF CONNECTINGTO: CONCRETE In. 2,500 per) for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners11 1 2 1 3 1 4 TYPE OF FASTENER -"Quick Set' Concrete Screw Rawl Zamac Nallln or E ulvalent 1/4' 0 1-1n' 273#-10SF 546#-ZO SF 819#-30 SF 1092#-40 SF 2" 316#- 12SF 632#-23SF 948#-35SF 1 1264#-46SF TYPE OF FASTENER - Concrete Screw (Rawl Ta per or Equivalent) 3116"o 14/4" 576#-21 SF 864#-32 SF 2#--52SF#1S 11.34" 4F 2#- 44451/ 4' o 1-1/4" 365#-13 SF 730#-27SF 1095#-40 SF 1460#-53 SF 1-3/ 4' 427#-16 SF 854#-31 SF 1281#-47 SF 1708#-62 SF 3/8" e 1-1/2" 511#-19 SF 1022#-37 SF 1533#-56SF 2D44#-75 SF 13/4' 703#-26 SF 1406#-51 SF 2109#-77 SF 2812#-103 SF TYPE OF FASTENER. Expansion Bolts Rawl Power Bolt or Equivalent 318"o 21n2 10#-3SF 150-115 4200#-1. SF 15-57SF 321500# 775F 0 S11 74725#-172SF6300#-230 SF 1n'o 3" 1399#-51 SF 12798#-102 SFI 4197# - 153 SQ 5596#-204 SF 5'1 2332# - 85 SF 14664# -170 SFJ 6996#- 255 SFI 932811- 340 SF Note: 1. The minimum distance from the edge of the concrete to the concrete anchorand spacing between anchors shall not be lass than Sd where d Is the anchordiameter. 2. Allowable roof areas are based on loads for Glass / Enclosed Rooms ( MWFRS): I = 1.00. Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support WIND LOAD CONVERSION TABLE For Wind Zones/ Regions other Nan 120 MPH Tables Shown), multiply allowable loads androofareasbythe conversionfactor. WIND REGION APPLIED LOAD CONVERSION FACTOR 10O 26. 6 1.01 110 26.8 1.01 120 27.4 1.00 123 28.9 0.97 130 3220. 92 1411 37.3 0.86 140-237. 3 N. 150 42.8 0.a0 SerewO Metal to Plywood 1n"4ply 5/ 8'4 ply 314"4 ply Shear Ibs.)lbs. Pull Out Shear lbs. Pull Out Iba. Shear lbs. Pull Out lbs. 8 93 48 113 59 134 71 10 100 55 120 69 141 78 12 118 71 131 1 78 143 94 14 132 1 70 1 145 1 88 1 157 105 T.,r.h„ 07 A!urnrnurn Dive/n .,,nt" A!....,r..,..." .." c..."r aa..."a...r Aluminum Mandrel Steel Mandrel Rivet Diameter Tensibe Ibs. Show Teeslod lbs. - Shear Ila" 129 176 210 325 5132' 187 263 340 490 3116' 262 375 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size wl Wind Zone Use Next Larger Size for "C" Exoosures Maximum Screw I Anchor Size Max Size of Beam Upright Attachment TypeSize Description To Wall 0 To Upright / Beam 0 2" x 4' x 0.044" Angla 1' x 1' x 0.045' 3116, 102"x4"x0.044" Angle 1'x1"x1116' 0.063 3/16' 122' x 5" x 0.072" U-channel 1-112' x 1-1/2' x 1-112" x 0.125' 1/2' 914 2" x 6" x 0.072" U-channel 1' x 2-11W x 1' x 0.050' 5116" WIG 2"x8"x 0. 072' Angle 1'xt'x 1/8"(0.125) 3116' 12 2' x 10' x 0.072" Angle 1-1n" x 1-11T 1/16(0.062") 1/4' 12 Y x T x 0.072' Angle1-1n" x 1-1/2' 3/16(0.188') 1/4' 14 2" x 10" x 0.072" Angle 1-10 x 1-10 1/8'(0.062) 1/4' 14 2" x 7- x 0.072" Angle 1.914' x 1-W4' x 1/8'(0.125') 1/4' 14 2" x 10" x 0.072" U-channal 1J/4' x 1.T/4' x 1-3/4' x 118- are, 14 2"x 1o"x 0.072" Angle 2"x2"x0.093" 3/8' 318" 2'x10"x0.072" Angle Z'x2"x118'(0.125') 5/16" S/16" 2x10'x0.072" Angle 2'x2"x3/16"(0.313') 1/2' 1n' Note: 1. # of screws to beam, wall, and/orpost equal to depthof beam. Forscrew ales use the stitching screw size for beam I upright found In table 1.6. 2. For post attachments use wait attachment type - towall of member thicknessto determine angle or u channel and usenexthigher thicknessforangle or u charnel thantheupright wall thickness. 3. Insidaconnections members shall be used whenever possible I.a. Use in lieu of angles where possible. 4. The thicker of the two members u channel angle should be place on the Inside of the connection If Dossible. Table 9.3Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # / 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- 7 23 4 114"o 1' 264# - 7 SF 528# -15 SF 792# - 22 SF 1056# - 30 SF 1-1/2" 396#- 11 SF 792#-22 SF 1188#-33SF 1584#-45 SF 2-112' 6SO#-19 SF 1320#-37 SF 1980#-66 SF 2640#-74 SF 5/16"s 1" 312#-9 SF 624#-18 SF 936#-26 SF 1248#-35 SF 1-1n" 468#-13 SF 936#-26 SF 14D4#-40 SF 1872#-53 SF 2-112" 78W-22 SF 156D#-44 SF 2340#-66 SF 3120#-88 SF318"e t" 356# - 10 SF 712#-20 SF 1068#-30 SF 1424#-40 SF 1-1f2' 534#-15 SF 1068#-3OSF 1602#.45 SF 2136#-60 SF 2-1/2" 89D#- 25 SF 1780#-5o SF 21711-75 SF 311-11 SF CONNECTINGTO: CONCRETE [MIn. Z500 psi) for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4PE OF FASTENER = "Quick Set" Concrete Screw Rawl Zamae Nallln or Equivalent 1/4"o 1-11Y' 233#-8SF 466#-17SF 699#-25 SF 932#-345F 2" 270#-10 SF I 540#-20SF I 81D#-30SF 1 1080#-39 SF PE OF FASTENER Concrete Screw Rawl Tapper or Equivalent 3116"o 1-1/2" 246#-7 SF 4920-14SF 1 738#-21 SF 984#-28 SF 1JI4" 317#-9 SF 634#- 18 SF 951#-27SF 1268#-36 SF 1/4"o 1-112" 365#-10 SF 730#-21 SF 1D95#-31 SF 1460#-41 SF 1-314" 465#-13 SF 930#-26 SF 1395#-39 SF 1860#-52 SF 318"e 1-tn' 437#- 12 SF 874#-25 SF 1311#-37 SF 1748#-49 SF 1J14" 601#-17 SF 1202#- 34 SF 1803#-51 SF 2404#-68 SF PE OF FASTENER= Expansion Bolts Rawl Power Bolt or Equivalent 3f8"0 2-1,rr 1205#-345F 2410#-68SF 3615#-102 SF 482D#-136 SF 3-1n" 1303#-37SF 2606#- 73 SF 3909#-110 SF 5212#-147 SF 1n"o 3" 1806#-51 SF 3512#-102 SF 5418#-152 SF 7224#-203 SF S. 1993# - 58 SF 3986# - 112 SF 5979# -168 SF 7972# - 224 SF Note: 1. Tha minimum distance from the edge of the concrete to theconcrete anchor and spacing between anchors shall not be less than 5d where d Is the anchor diameter. 2. Allowablebads have been Increased by 1.33 for wind loading. 3. Allowable roof areas are based on loadsfor Glass / Partially Enclosed Rooms (MWFRS) 1-1.00 WIND LOAD CONVERSION TABLE: For Wind ZoneslRegions other than 120 MPH rabies Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGIONAPPLIED LOAD CONVERSION FACTOR 100 25 1. 22 110 30 1.11 120 35 1.03 123 37 1.00 130 42 0.94 l112 48 0.88 150 56 0.81 Table 9.9 Minimum Anchor Size for Extrusions Wall Connection Extrusions Wall Metal Upright Concrete Wood 2' x 10' 114" 14 1/4' 1/4' 2' x 9" 114" 14 1/4' 1/4- 2" x 8" 114" 12 1/4" 12 2"x7" 3116" to 3116' 10 2" x 6" or less 3116" 8 3/16" 8 Note: We#, beam and upright mkdmum anchor sizes shall be used for super gutter connections. Table 9.10 Alternative Anchor Selection Factors for Anchor / ScrewSizes Metal toMetal AnchorSize 8 10 12 14' 511 a" 318" 8 1.00 o.80 0.58 OAS 027 0.2110 0.80 1.00 0.72 0.57 0.330.26 12 OS8 0.72 1. 00 0.78 OA6 0.36 14 0.46 0.57 0.78 1.00 0.590.46 5116" 0.27 0.33 0.46 0.59 1.000.79 318' 021 026 0.36 0.58 0.791.00 Alternative Anchor Selection Factors for Anchor / Screw Sizes Concrete and Wood Anchors concrete screws: 2" maximum embedment) Anchor SW 3116" 114' are" 3116' 1.00 0.83 0.50 114" 0.83 1.00 0.59 318" 0.50 OS91. D0 Dyne Bolts (1518' and 2- 114" embedment respectively) Anchor Size 3116" 1/2' 3/ 16" 1.00 0. 46 112" 0.46 1 1. 00 Multiply the number of #8 screws x size of anchodscew desiredand round up to the next even numbs of screws. Example: If (10) # 8screws are required, the number of #10 screws desired Is: 0.8x10-(8)#10 _ g 64 Cl 0 t¢ K IX to uT z4aM 3UP 8g J Q Z 1: 0 Q 20 ZD 3 13f J W Z c > U) W c6 WU W U LL U Q F CO) Z 2W U.l 20 Z U) J Q CID D Ev J LL $ W12, 2macU.1 Z u tU E LL m Jj0comQtD iii na cjU_Ixro o J m U CF7fflo1 W Sa SHEET 12 0 W Q K 08- 12-20101 OF PERMIT #