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HomeMy WebLinkAbout132 Wheatfield Cira. inr CITY OF SANFORD ILJING & FIRE PREVENTION PERMIT.APPLICATION Application No: 7 Documented Construction Value: $ '7i 5 • P a - Job Address: r3 A W ea.7-(e(d, 01 Historic District: Yes No Parcel ID: 3 C- 3 Z ing: Description of Work: 3 W' men 1 00 m K or-% rOQ-F,_ l G(o0 Plan Review Contact Person: " Zc eZ ' ` < + Title: Phone: Tax: i Property Owner Information ` / • x Name J v I G - J e i e Gr&q b) L L Phone: Street: ')eaT-f'le I d C rc_ (e - S Resident of property? City, State Zip:h'FUr L 3 2 1 + Contractor Information Name Cd el?e%_ Phone: 3,F&- 7 ib-- (-(415_1 Street: a U /) - YU 1 US(/} Aoe_- Fax: ` 3 %:7, 6 0 t3', p< c 3 X oos o7city; State Zi • 61'Cw ce _ 4q .. 02 % (3 • State License No.: Archnect/Engineer Information Name: C ZwY f')Ce &n/Ie-y-y— fi,-101 Phone: Street: RZ DX R fo b Fag: 3&& City, St, Zip: , d -. 1-56 ,o l'o E-mail• Bonding Company: Address: Mortgage Lender: Address: PERMIT'INFORMATION Building Permit • ' "` 'c "',r Square Footage: Construction Type: No. of Dwelling Units: Flood Zone: No. of Stories: Electrical Plumbing New Service = No. of AMPS: New Construction - No. of Fixtures: Mechanical' 0 (Duct layout required for new systems) Fire Sprinkler/Alarm No. of heads: Application is hereby made to obtai;aa pnit 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 NOTICEOF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate'a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past .permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/ Agent is Personally Known to Me or Produced ID Type of ID APPROVALS: ZONING:,/1'1$' 4 - UTILITIES: ENGINEERING: Signature of Contractor/Agee Date egeZ Print Contractor/Agent's Name Signature of Notary -State of Florida Date 2a ANNETTE MEATON DAY COMMISSION # DD994360 EXPIRES May 20,2014. Flondallola servme. coro9"153Coctor/Agent is Personally Known to Me or Produced ID Type of ID WASTE WATER: FIRE: BUILDING: COMMENTS: 1, A lo in#.41l10'A 361 St. run, n mcwwn. Rev 11- 08 I1 ' Y Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: l hereby name and appoint: Grid E?!g Yermle'q an agent of: ECG -,fZ--1W- filo m U C- Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): All permits and applications submitted by this contractor. The specific permit and application for work located at: Street Address) Expir4.tion Date for This Limited Power of Attorney., License Holder Name:%I --Z State License Number: Signature of License E STATE OF FLORIDA COUNTY OF 0/ USI 30 -IA The foregoing instrument was acknowledged before me this.0 day of::S-U /X!—, 20VL , by Qqd Z who is r i g sonally known to me or o who has produced identification and who did (did not) take an oath. 7A— Signature Notary Seal) P ANNETTE M EATON y4. R *: My COMMISSION # DD994360 EXPIRES May 20.2014yjp . . FlondaNWaryService.com407) 398-0153 Rev. 3/27/07) F.'aair, z' % 1 Print or type name Notary Public - State of P UQK 6- Commission No. 3 My Commission Expires: D as This;nstrument prepared by: Name: A 1e / 0, r c/G h C' t -3% (" 3 WYMP JE WMI LUM W CIRCUIT COURT9an. lA Ue D '.. Address: SONI ISM CONY NOTICE OF COMMENCEMENT Bx aaM PO 10601 (1Pq) CLERIC'S #1 2011073212 STATE OF FLORIDA Permit #: wmnvlrvl 07112/.11 l i l,445 AN COUNTY OF SEMINOLE PARCEL ID # ` a - %Q - 3! -mil, c Its FEES 10.00 THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, DED BY T Saith accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1 bl oT l CMG (;Ott ption of Proper : (Le al descr ti 1t,se. Pq 2 General Description of Improvements: i»HaHINI MHNti NIHNMiNH HMNI IM on of the property and street address if avat a e) 3 curs Seen t'o6 M w wc+i on roo-F 3 Owner Name:DI X I j 'j7 -P q'nbl,,l Phone: '1Lh 7 - 31 "7 ' 3,206 Address: l3 W eQfi/l CI C, ii y 11 G r1 7 7 Interest in property: 6wn'e! Name & Address of fee simple titleholder: (if other than owner) Contractor' s Name: r he 2 Ir'111 Phone: o %s V /S Address: 6 n ])IUS Fl e 6y'-CLtlfe C tl't4i FG 32-70--3 5 Surety Name: r' Phone: _ Address: Amount of 6 Lender Name: Phone: _ Address: 7 Persons within the State of Florida designated by Owner upon who notice or other documents may be served 713. 13(1)(a) 7. Florida Statues: Name: Phone: Address: 8 In addition to himself or herself, Owner designates the following person(s) to receive a copy of the Lienor's Notice 713. 13(1)(b), Florida Statutes: Name: Address: 9 Expiration Date of Notice of Commencement: Phone: the expiration date is I year from date of recording unless a different date is specified) in Section WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDEREDIMPROPERPAYMENTSUNDERCHAPTER713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE cot ING RR OTICE OF COMMENCEMENT. Signature of r Owner's Authorized Signatory's Title/Office Officer / Director / Partner / Manager u; , 20 _LY , bTheforegoinginstrumentwasacknowledgedbeforemethis /cc/ ^- day of name of person) as U W ne r (type of authority, ...e.g. officer, trustee, attorney in fact) for name of party on behalf of whom instrument was executed). SEAL. - 6u, ^ /l tzL_ h- M EATON Signature of Notary Public, State of Florida lbM1uldld # DD994360 An ej Ct Ty FAYv A'-, ftF14 E1$ May 20. 2o1a Print, Type or Stamp Commissioned Name of Notary Public ao j i90 ass• --.'i id arvtce.con, Personally Known or Produced Identification Verification Pursuant to Section 92.525 Florida Statutes Under penalties of perjury, I declare that I have read the foregoing -and that the facts stated n t e tlae bzs c y knowledge and belief. C. Signatu r erson Signing Above July 2007 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 FAiZGEL. DETAIL; 15 TR4CTC 33 P'• ` DAvroJOHN5DN. CFA,A6A PROPERTY K411' APPRAISERm31211 IWSEMINOLECOUFL1f01 E.FlR57'ST 8go 9 61eANFaasn, FL32771-1468 407-61U77506 71a 1 7 d a Ea asap- 000o VALUE SUMMARY VALUES 2011 2010 Workinq Certified GENERAL Value Method Cost/ Market CosUMarket Parcel Id: 32-19- 31-518-0000-0110 Number of Buildings 1 1 Owner: GRAYBILL DAVID E & BETTIE J Depreciated Bldg Value 82, 609 101,626 Mailing Address: 132 WHEATFIELD CIR Depreciated EXFT Value 0 0 City,State,ZipCode: SANFORD FL 32771 Land Value (Market) 16,000 19,000 Property Address: 132 WHEATFIELD CIR SANFORD 32771 Land Value Ag 0 0 Subdivision Name: CELERY LAKES PHASE 1A Just/Market Value 98, 609 120,626 Tax District: S1-SANFORD Portablity Adj 0 0 Exemptions: 00-HOMESTEAD (2008) Save Our Homes Adj 0 0 Dor: 01-SINGLE FAMILYAmendment1Adj0 0 Assessed Value (SOH) 98, 609 120,626 Tax Estimator 2011 TAXABLE VALUE WORKING ESTIMATE Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 98, 609 50,000 48,609 Amendment 1 adjustment is not applicable to school assessment) Schools 98,609 25,000 73,609 City Sanford 98,609 50,000 48,609 SJWM(Saint Johns Water Management) 98,609 50,000 48,609 County Bonds 98,609 50,000 48,609 The taxable values and taxes are calculated using the current years working values and the prior years approved millage rates. SALES 2010 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp Qualified 2010 Tax Bill Amount: $1,614 SPECIAL WARRANTY DEED 06/ 2007 06740 1456 $226,100 Improved Yes 2010 Certified Taxable Value and Taxes Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Method Frontage Depth Land Units Unit Price Land Value PLATS: Pick.`: LOT 0 0 1. 000 16,000.00 $16,000 LOT 11 CELERY LAKES PHASE 1A PB 67 PGS 98 & 99 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 2007 7 1,874 2,290 1,874 CB/STUCCO FINISH $82,609 $84,295 Appendage / Sgft GARAGE FINISHED / 380 Appendage / Sgft OPEN PORCH FINISHED / 36 N OTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi Finshed Permits NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. ff you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www. scp afl. org/web/re_web. serninole_county_title?parcel=32193151800000110&c... 6/ 15/2011 Allied Property anA Casualty Insurance Company Bond Department 1100 Locust Street, Dept. 2006 Des Moines, IA 50391-2006 Bond Continuation Certificate Allied Property and Casualty Insurance Company, hereinafter called Company, in consideration of an Agreed Premium hereby continues in force Bond Number 7900348953 Bond Description General Contractor in the sum of $ $1,000.00 on behalf of Ed Senez Aluminum Specialists, Inc. 720 N. Volusia Ave Orange City, FL 32763 in favor of City of Sanford for the extended term beginning 12:00:00 a.m. October 1, 2010 and ending 11:59:59 a.m. September 30, 2011 subject to all terms, conditions and limitations contained in the original bond. This continuation certificate is executed upon the express condition that the Company's liability under the bond and all continuation certificates issued shall not be cumulative and shall in no event exceed in the aggregate the largest single amount stated on the original bond, any rider attached thereto, of any continuation certificate. SIGNED, SEALED AND DATED 10 / 1 / 2010 Allied Property and Casualty Insurance Company Io i OAPo(4hF Sn, 1%lawk i By: Stephen S. Rasmussen, President Continuation Certificate The Original Certificate is to be filed with the Obligee Named. BD 19 (11-99) 00 7" ervicingO,ffice/Warehduse/Showroom-,k,-,- S 4_LO N. Volusia Avenue VoIusia/F*1a'l' g er, Orange, City, FL 32763' E D ENEZ Seminole/Orange/LakeSSeminole/Orange/Lake Phone 386-775-4915 Mario n f,n I " , " :. I. " '_ - - ALUMINUMSPECIALISis _'ivc. Osceola/SuA/Marion Fax: 386 89 ABLISHED • 'EST '1980,,?,.-- 775-00 service@edsenezaluminum.com Rk-'0059404 • CRC-1 329193 CONTRACT SUBMITTED TO HOME PHONE: DATE: NAME: - 4 HIS WORK: ggM CEI T/P q_ STREET Z1 -40 WORHER J 7 CITY Y 0 SUBDIVISION T YEAR BUILT, is BIRTHDV HER BIRTHDAY: 9ARY-LP- TVD.6-of Estimate: mate:' Re' Green Room El Glass Room El Acrylic'Room 1anai Q placement Windows'-- El Gutters,', Cagq ',3 Vinyl Sidihg'- D Hurrican0Soffit/Fascia .[TVinyl oom"-z:,,`.*"El Pool e Pa Gutter Protection.' 0 Hardie Board,Siding FJ Rescreens :j, El Garage screen Dobrs ,ql,- El Other: El Color #1 El 0-66 #2 7 Details:-, lert4.^/(4`J/'f7' r-.. V - 7 -0frr, sj, {.fl 7 ao, C 0-sfey 7_ 1W dZ_ e0r" > UtZVX Total Price'. Deposit:' - Draw: 00 Final Payment (upon completion). 2- di ringour sales prey a Consultant have been ineffiaed in the sales Thisoticoensurethateveryitemscualesp' * and all understandings arrived at with our Sales price - UNSURE OF ANYTHI&U."please take the time now to clarify, the items in question. Please verify that all verbal commitments ceandnotedonthecoare noted somewhere in the contract package. Any, agreements with any other contractor (such as concrete, or electrical work) will be strictly between the homeowner and the other contractor, unless price is included in our price. ht ' lit 4 the third Buyersrighttocancel" You may cancel this agreement by mailing d,,Writteri notice by certified mail or telegram to the seller postmarked no later than midnig business day after this agreement was signed. You may use this page as thenoti6i by writing "I hereby cancel" at the b6ttom and adding your name and addre7si.L,'_ The Parties vnderstand and agree that the contractor shall not be liable for delays caused by strike or other labor disputes, weather conditions, delays in obtaining materials, acts of God or other causes beyond thec6iiipanys control In the event that Ed Senez Aluminum, Specialists, Inc: is -unable 'to -obtain all of the required permits or approvals from any and all regulatory authorities having,.* jurisdiction over the property in order to commence construction within 90 6S.s of this contract; the contractorbas the option of canceling the contact, refunding the deposit and eqdh will have no further obligation to the other. -Upon cancellation of the contract; I purchaser will have the option to re -write a new contract at the current price. additional' aboveandthat' any Owneracknowledgesthat'llie contractor has agreed to furnish"YAly the materials, improvements, labor and services set forth a materials, improvements, labor and services will require additional, pavrr®rits and an additional contract: Owner further acknowledges and they have read this entire contract;,they fully understand all of the terms contained herein, that they have been given an exact and fully of the seller. completedcopyhereof, and this contract is subject to the final 'acceptance' TERMS: A finance charge of 1,1/2% per month which is an annual percentage rate of 18%, will be added to all accounts 5 days past due. Any costs incurred as airesult of non- invoice including court costs and attorney's fees will be sustai'AKd by the customer. Customer accepts full responsibility for and injury occurring while work paymentofpropertyis done -under customer's direction. Employees of Ed Senez Aluminum Specialists, Inc. are fully covered by Worker's Compens ti and General Liability Insurance for all work done under the direction of Ed Senez Aluminum Specialists, Inc. Ed Senqz Aluminum Specialists,jnc.'accepts no responsibility for anymnitten and0r_'verbal claim(s) not depicted ri thin i ontract. hor zed Si_dhafu'rev 'LaborWarranty - Lifeti6iIb Aut' i' Factor 2. MaterialFactoWarranty" t accepted witW, days FZNOTE: This proposal may be withdrawn bhelf no ij Gal drad unrleDfVA" The' above prices,' specifications and conditions are satisfac'tcr'y`)n'are he eRtq o are,auth ized to 'dothe",work as prices,- I speci Payment will made as outlined a[ specified. Pay )OV6 - 11 : - - _ . I Z .- W,` Sionaiu'r J, y-, Date Signature Leaeende? Symbols,3fid Abbreviations .'R z : •w REROD: Steel Reillilking RodBoundaryLineBrg. Bearing Field Field Measured P.C.P. Perm a ntrol Point P.T. Point of TangencyCenterlineCalc. : Calculated Fnd. Found P.I. Point of , section R RadiusRight-of-way Line C.B. : Concrete Block Gov'I.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered Land SurveyorOverheadUtilityLineCh. Chord L.B. : Licensed Business P.O.B. Point of Beginning R/W Right-ol-wayEasementLineConc.: Concrete O.R. : Official Records P.O.C. Point of Commencement Sec. Section6 : Cenlral Angle Consl.: Construction Pav't.: Pavement P.R.C. : Point of Reverse Curve S/T : Septic TankARCArcLengthc/s : Concrete Slab P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench MarkBlk. Block Elev. Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ : With Boundary Survey; I/ if/oT c9rrEp' PERMIT" # 0 - r .- O p 0, C 1 c o Al B.9 _5 %' !1Ftr 01 h u 5 o il?E eoo SO. rr Q V Nv ai N .8 H ° m h'6EME.vT IV E > o nci Z '. • ' i 119 - d E M0M -- wr' 4.5 C zw E01'a Ou Oq I Q o c rc.' c ca .. •3 04 o W u 0; Q r cUQVo la U •c N u O N c b N i v) w s 64 a .or S IJRA/NA62' EASE.s uT D'Uriur' EfhS irJE.r)T 5'0r GO ',,//17'/G .'mil /t i S M6Ur 19-0-001, i P'Ar p T. •.. .P`orr,•r:- N ..I JJ ._-;, 27 s-24 Gl%,yE-ATi%'Gp C//1?CG i cP'Ar, 50'R J 24-'/.96PNfKY ioAd'T, w/Z'Corac Gurr.?S ESC 2/ 77ACA LOT PGr9T Z oa 4-- 7 ,98 .9/1Z> 59 ; I CERTIFIED TO: 4 .SUvo/%s/O.t% fcGoel/t/6 T /YA/ // UBG/G .PEC'o/2o5 OF- SEir1/c/oc GovNTY FGe,E'/17r. ' I hereby certify that this map depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and belief; and that this survey meets the minimum technical standards set forth by the Florida Board of Professional Land Surveyors in Chapter'611317-6, Flori a Administrative Code, pursuant to Section 472.027, Florida Statutes. SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. ( DELAND, FL DELTONA, FL 386) 734-7047 (386) 789-2855 Stan y E. Smith d L DRAWN BY: ,S.E 15 iV1T.y t a . ereand Surveyor REVISIONS: Certificate Number 3736 L; Htvv rlltr: I f NOT VALID UNLESS SEAL IS EMBOSSED SCALE: / //= Z/ DATE: n/U RY' / 7 0006 WO a Note: No instruments of record reflecting easements, limitations, owner- ships, reservations, restrictions and/or right-of-ways, if any, have been pro- vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. uclllitQ G f &C- a 1 1) ATS: gi`o" s aycd ., Low c reTe 'er 5-C,cr-1it I' ser, A T Ta. c L, I ct 5 C, 3 W-0 r7 111) 3 2 WI, e T P;el A ScLr` ic)(rJ Fb 32771 W 0 n 9- c ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT I hereby certify that the engineering contained in tt?a following pages has been prepared in compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building Code. Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live loads, and/or loads as listed In the appropriate span tables. All wind loads used in this manual are considered to be minimum loads. Higher bads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter of review and statement no financial interest is available upon request. A copy of Brian Stirlings' letter is posted on my web site, www.lebpe.com. 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my continuing education class on the use of the manual prior to becoming a authorized user and bi-annually thereafter. 3. Structures designed using this manual shall not exceed the limits set forth in the general notes contained here in. Structures exceeding these limits shall require site specific engineering. INDEX This packet should contain all of the following pages: SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for Screen and Vunyl Rooms. SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications, Design Statement, and Site Exposure Evaluation Forth. SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room. SHEET 4: Post to base and purlin details. SHEET 5: Beam connection detals. SHEET 6: Knee wall, dowel and footing details. SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam to gutter detail. SHEET 8-110: Tables showing 110 mph frame member spans. SHEET 8-120: Tables showing 120 mph frame member spans. SHEET 8-130: Tables showing 130 mph frame member spans. SHEET 8-140: Tables showing 140 mph frame member spans. SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and anchor schedules. SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET 10B: Roof connection details. SHEETIOC: Roof connection details, valley connection elevation, plan & section views, pan & compostile panels to wood frame details, super & extruded gutter to pan roof details. SHEET 100: 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 Q 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 & pmperites. 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 cond;tions are a mandatory prerequisite to Contractor's purchase of these materials. 1. Contractor represents and warrants the Contractor- 1. 1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; 1. 2. Has attended the ASDM training course within two years prior to the date of the purchase; 1. 3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such agreement 1. 4. Will not alter, amend, or obscure any notice on the ASDM; 1. 5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use of the plans and the calculations in the ASDM; 1. 6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other than a local building department as part of any Contractor's own work) would constitute infringement of Bennett Engineering Groups copyright; and - 1. 7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -Infringement. In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractor's requirements (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to Contractor' s use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor for the ASDM. In no event wi!I 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 it Bennett has been advised of the possibility of such damages. 4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand, cause of action, debt, or liability, including reasonable attomeys' fees, to the the extent that such action is based upon, or in any way related to, Contrlaptors CONTRACTOR NAME: /1V7/ 1 CONTRACTOR LICENSE NUMBER: COURSE # 0002299 ATTENDANCE DATE: CONTRACTOR SIGNATURE: 1 /_ SUPPLIER: BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: ( INITIAL) INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS 1. Check the building permit for the following: Yes a. Permit card & address . . . . . . . . . . . .. . b. Approved drawings and addendums as required . . . . . . . . . . . . . . . . a 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) . . . . . . . . . . . 9. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . . f. Knee braces are property installed (d required) . . . . . . . . . . . . . . . . . g. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . . 3. Check load bearing uprights / walls to deck for. Yes a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . . . . . . . b. Correct number, size & spacing of fasteners to upright . . . . . . c. Correct number, size & spacing of fasteners of angle to deck and sole plate . . . . d. Upright Is anchored to deck through brick pavers then anchors shall go through pavers into concrete . . . . . .. .. . . . . . . . . . . . . . . 4. Check the load bearing beam to upright for. Yes a. Receiver bracket, angle or receiving channel size & thickness . .. . . . . b. Number, size & spacing of anchors of beam to receiver or receiver to host structure c. Header attachment to host structure or beam . . . . . . . .. .. . . . . . . . d. Roof panel attachment to receiver or host structure . . . 9. If Ifangle brackets are used for framing connections, check number, size & thickness of fasteners . . . . . .. . . . . . . . . . . . . . . f. Post to beam attachments to slab . . . . . .. . . . . . . .. . . . . . 5. Check roof panel system for. Yes a. Receiver bracket, angle or receiving channel size & thickness . .. . . . . . . . b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . . c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . . d. Roof panel attachment to receiver or beam .. .. . . . . . . . . . . . . . . . Notes: No No No No No Town & Country 6005 Indicator Mark instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below Illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It Is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING _ ALLOY INDICATOR TCI6WS HOLLOW CATOR PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE DESIGNED TO BE MARRIED TO CONVENTIONALLY CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND MOBILE HOMES CONSTRUCTED AFTER 1984. THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS. JOB NAME W-' ADDRESS: ! J X w MO Z Z O W r 0 U) Z U W WZ_ Z N % W W ca QU V w Z] C Q: Z H Q Z Z 2 W w Sw Z 0:0 J CO W 0 J Q DRAWING FOR ONE PERMIT ONLY 08-12-2010 1 OF r 1 k z w12 c DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS GENERAL NOTES AND SPECIFICATIONS 1. Design Statement 1. Certain of the following structures are designed to be married to -Site Built Block, wood frame or DCA approved These plans have been designed in accordance with,the Aluminum Structures Design Manual by Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009 structure is in good condition and of sufficient strength to hold the proposed addition. Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part [-A ,& II -A; Exposure 2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an B'_ or'C'_ or'D' Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; 120 architect or engineer to verify host structure capacity. MPH or MPH for 3 second wind gust -velocity load; Basic Wind Pressure Design Pressures 3. The structures designed using this section shall be limited to a maximum projection of 16', using a 4" existing for Screen Vinyl Rooms can be found on page 3A-ii: slab and 20'-0" with a type 11 fooling, from the host structure. a. "B" exposure = _PSF for Roofs & _PSF for Walls 4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than b. "C" exposure = _PSF for Roofs & _PSF for Walls these limits shall have site specific engineering. c. "D" exposure = _PSF for Roofs & _PSF for Walls 5. The proposed structure must be at least the length or width of the proposed sWcture whichever is smaller, away Negative I.P.C. 0.18 from any other structure to be considered free standing. For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page 3iii.-- a 6;- The following rules apply.to attachments involving mobile and manufactured homes:, ... r, . ,, _ _ • - 2. Host Structure Adequacy Statement: a. Structures to be placed adjacent to a mobile / manufactured home shall use 'fourth wall construction". This 1 have inspected and verify that the host structure is in good rpetygrepair and attachments made to the applies to utiliy sheds, carports, and / or other structures to be attached. structure will be solid. b. "Fourth wall construction* means the addition shall be self supporting with only the roof flashing of the twoPP9Y9 1 J/ t'n/ units being attached. Fourth wall construction is considered an attached structure. The most common'fourth PhGnd d (p C7 '77 wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The hContrr / or' Rep' Name (please print) same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" with an 18" x 2" x Date: 0.044" knee trace at each end of the beam. Contractor / Authorized Rep' ' lure // 1O c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is NOT required. Cf n 3 T1'e l 'rl• S. Section 7 contains span tables and the attachment details for pans and composite panels. Job Name & Address 6. Screen walls between existing walls, floors, and ceilings are considered ills and shall be allowed and heights Note: Projection of room from host structure shall not exceed 16'. 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. 3. Building Permit Application Package contains the following: Yes No 8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. A. Project name & address on plans . . . . . . . . . . . . . . . . . . . . . ' 9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . velocity of 120 MPH. 10. SpansC. Contractor's / Designer's name, address, phone number, & signature on plans may be interpolated between values but not extrapolated outside values. T11. D. Site exposure form completed Definitions, standards and specifications can be viewed online at www.lebpe.com 12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also. E. Proposed project layout drawing Oe 1/8" or 1/10" scale with the following: I 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 1. Plan view with host structure area of attachment, enclosure length, and composite panel roof shall have a minimum 2' diameter hole in all gutter and caps or aftemate water relief ports projection from host structure 2. Front dimensions & heights in the gutter. •' and side elevation views with all . . . . . . . . . 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coaling. 3. Beam span, spacing, & size . . . . . . . . . . . . 15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint Is applied. Example: Select beam size from appropriate 3A.1 series tables) I 6063-T6 after heat treatment and paint process 4. Upright height, spacing, & size . . . . . . . . . `/ 16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA / Select uprights from appropriate 3A.2 series tables) NPEA / NSA 2100-2 for category I, 11, & III sunrooms, non -habitable and unconditioned. Check Table 3A.3 for minimum upright size) 17. Post members set in concrete as shown on the following details shall not require knee braces. i5. Chair rail or girls size, length, &spacing . 18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure Select chair rails from appropriate 3A2 series tables) treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coals of aluminum house6. Knee braces length, location, & size . . . . . . . . . . . . . . . . . . . . . Check Table 3A.3 for knee brace size) 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 4. Highlight details from Aluminum Structures Design Manual: Yes NP Finisher. A. 'Beam & puffin tables w/.sizes, thickness, spacing, & spans / lengths. Indicate . . - SL 19. Al fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or Section 3A tables used: 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. wind zone and/or'C' or"D" Exposure for load width_ 20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall Have fasteners made of non-magneticMPH Look up span on 120 MPH table and apply the following formula: stainless steel 304 or316 series.410 series has not been approved foruse with aluminum by the Aluminum Assoclaton and should not be used. SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE 21. Any project covering a pool with a salt water chlorination disinfection systam shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all tbnnection types. b or d) = 22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC tEXPOSURE MULTIPLIER 1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event. For rooms where the see this page 3) glazed and composite panel/solid wall area exceeds 40%, glass room engineering shall be used. B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . - Tables 3A. 2.1, 3A.2.2, or 3A.2.3) Upright or wall member allowable height / span conversions from 120 MPH wind zone, ' B' Exposure to _MPH wind zone and/or'C Exposure for" width_ Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED F_ REQUIRED SPAN NEEDED IN TABLE bord)= t EXPOSURE MULTIPLIER see this page 3) Yes Np C. Table 3A.3 with beam & upright combination If applicable . . . . . . . . . . . . - D. Connection details to be used such as: 1. Beam to upright 2. .............................. 3. Beam to wall . .. . '.. . . . . . . . . . . ... . . . . . . . . . . . . 4. Beam to beam . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . knee beams & S. Chairrail, puffins, braces to uprights . . . . . . . . . . . . 6. Extruded gutter connection . . . . . . . . .... . . . . . . . . . . . . E. U- clip, angles and/or sole plate to deck . . . . . . . . . . . . . . . . . . Foundation detail type & size . . . . .. . . . . . Must have attended Engineer's Continuing Education Class within the past two years. Appropriate multiplier from page 1. SECTION 3A DESIGN STATEMENT The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The loads assume a mean roof height of less than 30'; roof slope of 0' to 20% 1= 0.87 for 100 MPH zone, I = 0.77 for110 MPH and higher zones. Al loads are based on 20 120 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific.All framing components are considered to be 600546 alloy except where noted otherwise. Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Exposure'B" Basic Wind Pressure Screen Rooms Vin 1 Rooms Over Hang All Roofs Roof Walls 100 MPH 13. 0 10.0 12.0 46.8 110 MPH 14. 0 11.0 13.0 47.1 12D MPH 17. 0 13.0 15.0 48.3 123 MPH 18. 0 13.3 15.9 50.8 130 MPH 2O. 0 15.0 18.0 56.6 110:1 MPH 23.0 110 21.1 65.7 2MPH 23.0 W.0 21.1 65.7 150 MPH 26. 0 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. Exoosure "B" Wind Zone MPH Applied Load IS Roof d) IS DeflectionM0. 8721.0 d Load Wails Deflection d) Bending h 1D0 10. 0 1.09 0 1.08 1.12 110 11.0 1.06 0 1.05 1.07 12D 13.0 1.00 0 1.00 1.00 123 13.3 0.99 5.9 0.98 0.97 130 15.0 0.95 8.0 0.94 0.91 140-182 17. 0 0.91 1.0 0,859 0.85150 20.0 0.87 4.0 0.85 0.79 Table 3A-BConversion Factors for Over Hangs Wind Zone Applied Load S Deflection d 100 46. 8 1. 01 110 47.1 1. 01 120 48.3 1. 00 123 50.8 0. 98 gBendingMPH 130 56.6 0.95 140-1 65.7 0.90 140-2 65.7 0.90 0.86 Conversion Table 3A-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 Banding 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 r- -- -- ---- --- --- --- --- II QUADRANTI i 600' EXPOSURE I I _ _ 600• QUADRANT IV EXPOSUREN I I100 4 re 1re I QUADRAN, T/ II fire ton EXPOSURE ]a i I I i QUADRANT III 600' EXPOSURE I I L- - - - - - - - - - - - - - i •--•---- 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 Wh 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 f . 2. No short term changes in'b', 2 years before site evaluation and build out within 3 yea site will be'b'. 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for gr at than 1,500 feel 4. Open terrain for more than 1,500 feet in any quadrant SITE IS EXPOSURE _ EVALUATED BY: DATE: d rii WyS_y z c xam y 0 n mo_ w C OO cQ 0oCc LLQJ Z C 30 sg J a LU Q U) O 20 od W O UJ OZ ZQw W06 wLU i- U Ztn J WU " Z W Q U) w W LU Z IX UZ 7 fn o W JW l3 Q p tO ti CAD J W Cc') LLx 10 d Wu JOKIg C o rZ m N I.I. KO m L U O (DE a F; V_r" 110iDS a O SHEET U J U) W A0L) rn ui o: 0 t9z cc W w zO ZwwZ zWin SIGNATURE: LICENSE #: 08-12-2010 I OF 12 O u INTERIOR BEAM PER TABLES 3A.1.3) HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS H ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE ALUMINUM ROO SYSTEM SCALE: N.T.S. PER SOLI P EL DST STRUCTURE OR ROOF SECTI \ ^ FOURTH WALL FRAME USE BEAM TO WALL DETAIL RIDGE BEAM PER TABLES 3A.1.4) TYPICAL -GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. EDGE BEAM (SEE TABLES 3A.1.1 8 3Al2) LW` FOR MAX H• UPRIGHT HEIGHT (h) 1" x 2" k— MIN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILS W/ SOLID ROOF TYP. FRONT VIEW FRAMING PAGE 7) HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM) LW LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION p 'p/7 QFASCIA ALLOWED SIZE BEAM AND UPRIGHTS f SEE SECTION 7 FOR DETAILS) SEE TABLES) w O. H. SOLID ROOFNO MAXIMUMU) ELEVATION SLAB OR GRADE) P = PROJECTION FROM BLDG. VARIES VARIES LW = LOAD WIDTH NOTES: K 1w VARIES 1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 7-0" O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 7-0" O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS Q 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 7.0NES USE THE FOLLOWING CONVERSION: 1100- 1231 130 1 140 150 8 1 #10 11 TYPICAL SCREEN ROOM SCALE: 1/8" = V-0" p dA om mm z QLLx ao, e o LLC it mw acc Sin 85 J Q mO ZD U) J J W W 06 17 d' U M I=. J Z U } O_ ULLJ lA y Z W W Z_ 2L) D J Q o m z L WE LLi Z m X mW W LL a : tj v m 0 m N m a m Ld x t J_ O V o m U ZLu 13 m Z F U ZWui a 0 Zd v Sir W W ZSHEETJQ W 0 ZWW 3 W Z m 12 08-12-2010 OF PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING 4) #8 x 1/2" S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W/ 1' x 1' x 2• ANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE 2" x 2" x 0.032" MIN. HOLLOW RAIL I" x 2" TOP RAILS FOR SIDE WALLS NITH MAX. 3.6 LOAD WIDTH SHALL HAVE A MAXIMUM UPRIGHT SPACING AS FOLLOWS WIND ZONE MAX. UPRIGHT SPACING 100 T-0" 110 6'-T' 120 6-3" 123 6-1" 130 S-8" 140182 5'-1' 150 4'-11• INTERNAL OR EXTERNAL L' CLIP OR'U' CHANNEL CHAIR RAIL ATTACHED TO POST W/ MIN. (4) #10 S.M.S. ANCHOR 1 x 2 PLATE TO Y 1 x 2 OR 2 x 2 ATTACHED TO CONCRETE WITH 1/4" x 2-1/2' BOTTOM W/ 1" x 1" x 2" x 1/16" CONCRETE ANCHORS WITHIN 0.045" ANGLE CLIPS EACH 6' OF EACH SIDE OF EACH SIDE AND MIN. (4) #10 x 1/2" POST AT 24' O.C. MAX. OR S.M.S. THROUGH ANGLE AT 24" O.C. MAX. 1" x 2' x 0.032" MIN. OPEN BACK MIN. 3-1/2' SLAB 2500 PSI EXTRUSION CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH a • 1-1/8' MIN. IN CONCRETE ALTERNATE WOOD DECK: 2" 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' =1'-0" ALTERNATE CONNECTION DETAIL 1' x 2' WITH BEAM / HEADER i ;. .(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 SCREW BOSS SUBSTITUTED FOR INTERNAL ANCHOR 1' x 2" PLATE TO SCREW SYSTEMS CONCRETE W/ 1/4" x 2-1/2" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH MIN. (3) #10 x 1 10 S.M.S. POST AND 24" O.C. MAX. INTO SCREW BOSS MIN. 3-1/2" SLAB 2500 PSI E 1" x 2' EXTRUSION CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH 1-1/8" MIN. IN CONCRETE VAPOR BARRIER UNDER ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 2" = l'-W ANCHOR 1" x 2" CHANNEL TO CONCRETE WITH 1/4" x 2-1/4"CONCRETE ANCHORS WITHIN 6' OF EACH SIDE OF EACH POST AT 24' O.C. MAX. OR THROUGH ANGLE AT 24' O.C. MAX. MIN. 3-112" SLAB 2500 PSI CONC. 6x6-10x1D W.W.M. OR FIBER MESH HEADER BEAM 4) #10 x 1/2" S.M.S. EACH SIDE OF POST H-BAR OR GUSSET PLATE 2"x2"OR2"xWOR2'S.M.B. POST MIN. (4) #10 x 1/2' S.M.S. @ EACH POST 1" x 2" EXTRUSION VAPOR BARRIER UNDER 1-1/8' MIN. IN CONCRETECONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: 2" = V-0" ANCHOR RECEIVING CHANNEL TO CONCRETE W/FASTENER PER TABLE) WITHIN 6" OF — EACH SIDE OF EACH POST @ 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 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 ALTERNATE POST TO BASE CONNECTION - DETAIL 1 SCALE: 2" = V-0" 1"x 2-1/8" x l" U-CHANNEL OR 2" x 2" OR 2" x 3" POST RECEIVING CHANNEL 8 x 9/16" TEK SCREWS BOTH SIDES ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER PER TABLE) WITHIN 6" OF EACH SIDE OF EACH POST @ 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 2" x 2" OR 2- x W HOLLOW GIRTAND KICK PLATE 2" x 2" HOLLOW RAIL 8 x 9/16" TEK SCREWS BOTH SIDES 1" x 2-1/8" x l" U-CHANNEL OR POST ATTACHED TO BOTTON RECEIVING CHANNEL W/ MIN. (3) #10 x 1-1/2' S.M.S. IN SCREW BOSSE: CONCRETEANCHOR 4, (PER TABLE) IN. EMBEDMENT INTO CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 2 SCALE: 2" = 1'-0• EDGE BEAM 1' x 2" OPEN BACK ATTACHED TO FRONT POST W/ 10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. FRONT WALL GIRT ALTERNATE CONNECTION: 2) #10 x 1-1/2S.M.S. HROUGH SPLINE GROOVES IDE WALL HEADER TTACHED TO 1' x 2" OPEN LACK W/ MIN. (2) #10 x 1-1/2" M. S. PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST W/ INTERNAL OR EXTERNAL'L' CLIP OR'U' CHANNEL W/ MIN. 4) # 10 S.M.S. VVVV IDE WALL GIRT ATTACHED TO x 2' OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW OSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 1/4" x 2-114" 1" x 2" OPEN BACK ATTACHED CONCRETE / MASONRY TO FRONT POST W/ ANCHORS @ 6" FROM EACH 10 x 1-1/2" S.M.S. MAX. 6' POST AND 24" O.C. MAX. AND FROM EACH END OF POST WALLS MIN. l' FROM EDGE OF AND 24" O.C. 1' CONCRETE MIN. TYPICAL & ALTERNATE CORNER DETAIL SCALE: 2" = V PURLIN, GIRT, OR CHAIR RAIL J SNAP OR SELF MATING BEAM ONLY 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 x 11T S.M.S. IN SCREW BOSSES x 2" OPEN BACK BOTTOM JL x 2-1/4' MASONRY ICHOR @ 6" FROM EACH IST AND 24" O.C. (MAX.) SCREW BOSSES SNAP OR SELF MATING BEAM ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 2' -1'4r OFOR WALLS LESS THAN V-8" FROM TOP OF PLATE TO CENTER OF 13EAM CONNECTION OR BOTTOMOFTOPRAILTHEGIRTISDECORATIVEANDSCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE OFTHECONNECTIONMUSTBESTRAPPEDFROMGIRTTOPOSTWITH0.050" x 1-3/4" x 4' STRAP AND ( 4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6' LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10 x 314" S.M.S. U' zLu wa0 OLLC3 Q W mz z cc wwz0 z wK OLLJ Q Z U) 20 Z0 0 fn J J U) i W OM CU M FJ Z F Q Lu U) Z W W Z_ T- J Q c k 2 c' n N LL juco Mzc, a LLIiPm a LL 0Jv rz C a C U m q n a W agee Q) J m ii C : 0 m O a r) SHEET U) U) 4 0wU) 9 08- 12-2010 OF OQ 0o° LL Q J za 30 Sg z OF 0 w 0N N z zw2 J a ay N w 0 OUU' z0 J_ D mc s O LL n 0N 0 N A m or c9 zrr w wz0 zwr- w z w12 0 ISITE OR PAN SOLID) ROOF PA ELLSPAN(0 7PEDGE BEAM TYPE) FAS(PER DETAILS IN SECTION 7 AND 1 O U W W (9 QEx0z IF KNEE BRACE LENGTH j W EXCEEDS TABLE 1.7 USE w = 5M F z CANTILEVERED BEAM w m CONNECTION DETAILS zofxawO SCREEN OR SOLID WALL MAY FACE IN OR OUT) HOST STRUCTURE ROOFING 2"STRAP -LOCATE @ EACH POST, (2) 1/4" x 2" LAG SCREWS @ 24" O. C. (MAX.) EACH STRAP 2) #10 x 1/2" SCREWS USE ANGLE EACH SIDE FOR 2 x 2 TO POST CONNECTION WITH HOLLOW POST 1/4" BOLT @ 24- O.C. MAX WITHIN 6' OF EACH POST FASTEN 2 x 2 POST W/ (2) EACH #10 S.M.S. INTO SCREW SPLINES 2' x 2" x 0.062" ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH LEG INTO POST AND INTO HEADER 6" MAXIMUM PANS OR COMPOSITE PANELS PER SECTION 7 EDGE BEAM TABLES: 3A.1.1, 2 A EXTRUDED OR SUPER GUTTER MAX.DISTANCETO GUTTER (MIN.) HOST STRUCTURE WALL FASCIA AND SUB -FASCIA 36"WITHOUTSITE SPECIFIC VEERING EXTRUDED OR SUPER GUTTER / RISER OR TRANSOM) WALL (al FASCIA (WITH SOLID ROOF) SCALE: 2" = l'-0" POST TO BEAM SIZE AND POST SELECT PER TABLE 3A3 # OF BOLTS USE 2 x 3 MINIMUM (SEE TABLE 3A.3) BEAMS MAY BE ANGLED FOR GABLED FRAMES BEAM AND POST SIZES SEE TABLES 3A.3) POST NOTCHED TO SUIT ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 3A.3) 1" x 2" MAY BE ATTACHED FOR SCREEN USING (1) 10 x 1-1/2' @ 6' FROM TOP AND BOTTOM AND 24" O.C. SIDE NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" =1'-0" U) W ROOF PANEL SEE SECTION 7) 1-3/4" x l-X4' x 0.063" RECEIVING CHANNEL THRU ANCHOR PER 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) 1 ® SIZE OF POST (SEE TABLET3A3)=_lI® BEAM AND POST SIZES I SEE TABLE 3A.31 1" x 2" MAY BE ATTACHED FOR SCREEN USING (1) 10 x 1-1/2" @ 6" FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: T = l -(r 2" x _" S.M.B. NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION U-BOLT HEADER OUGH POST AND ANCHOR 2) #10 x 3/4" S.M.S. @ 6' M EACH END AND @ 24" MAX. E BRACE EQUIRED POST ALTERNATE 4TH WALL BEAM CONNECTION DETAIL z• x s' x 0.072• x 0.224= BEAM SCALE: N.T.S. SHOWN ryas STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) WHEN FASTENING T x T THROUGH GUSSET PLATE USE #10 x 2" (3) EACH MIN. I a' ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi db = DEPTH OF BEAM ds = DIAMETER OF SCREW A!1 2'x6"x0.05o•x0.120" UPRIGHT SHOWN k® kk ke \ o kk kk kk \ k k k » \ kk kk kk \ Xk kkk kkek \ c k k k krkXrk kkke e \ k k k k v ® ekk®®ke r v e e n e J J e V e e e 2" \ \ ti> ryla' STRAP TABLE BEAMSIZE SIZE LENGTHH x a #12 x 4 #14 x a#14 1xt NOTES: r ' ALL SCREWS 314' LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2' x T AND LARGER. 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION SCALE: 2" = 1'-0' PRIMARY FRAMING BEAM SEE TABLES 3A1.1, 2) 1-1/2" x 1-1/2' x 0.080" ANGLE EACH SIDE OF CONNECTING BEAM WITH SCREWS AS SHOWN MINI. #8 S.M.S. x 3/4' LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-112" INTERNALLY INTERIOR BEAM TABLES: 3A,1.3 BEAM TO BEAM CONNECTION DETAIL SCALE: 2" = l'-0• BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" ANGLE OR RECEIVING EXTERNALLY MOUNTED CHANNEL EXTRUSIONS WITH ANGLES ATTACHED TO WOOD INTERNAL SCREW BOSSES FRAME WALL W/ MIN. (2) 318" x MAY BE CONNECTED WITH 2" LAG SCREWS PER SIDE OR 2) #10 x 1-112" INTERNALLY TO CONCRETE W/ (2)1/4" x 2-1/4' ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER MINIMUM #8 S.M.S. W SIDE FOR EACH INCH OF BEAM LONG NUMBER REQUIREEDD M DEPTH LARGER THAN 3" EQUAL TO BEAM DEPTH w ~ IN INCHES w ALTERNATE CONNECTION: a 1) 1-3/4" x 1-3/4' x 1,/4" x 1/8" INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME INTERIOR BEAM TABLES: WALL W/ MIN. (3) 3/8' x 2" LAG 3A.1.3 SCREWS OR TO CONCRETE OR MASONRY WALL W/ (3)1/4" x 2-1/4" ANCHORS OR ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 2" = 1'-0" DOOR HINGE LOCATION 2 x 2 EXTRUSION — — I I I I I I a---- 2 x 2 EXTRUSION F mW HINGE LOCATION a aOLL wm HINGE LOCATION O OZ tu w NOTES: z 0 1. Door to be attached to structure with minimum two (2) hinges. zW W 2. Each hinge to be attached to structure with minimum four (4) #12 x 314' S.M.S.. oa 0 3. Each hinge to be attached to door with minimum three (3) #12 x 314" S.M.S.. w 4. Bottom hinge to be mounted between 10 Inches and 20 inches from ground. J EQ Z U) oW. E O Cr Z F z 75 J (n Lu U) > CIL W czsW 0 U QCO r U O o 0 F Q w z Z to w m Z O o U) M J Q A0 N U) z— JLW M l. W rL " W z CO a.W O u. J N , a C F_ C U m r arny N 00 x0 L CD J m U a C m N d m 5. Top hinge to be mounted between 10 inches and 20Inches from top of door. M ` ' 16IE:A. 6. If door location is adjacent to upright a 1" x 2" x 0.044" may be fastened to upright with #12 x V SHEET S.M.S. at 12" on center and within 3' from end of upright to 5 TYPICAL SCREEN DOOR CONNECTION DETAIL SCALE: N.T.S. 08 A2-2010 0F vt9zK wwz zw r_ wzzW 12 0 ANCHOR ALUMINUM FRAME' .e• 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 SEE NOTES OF REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY, ALUMINUM FRAME SCREEN*'--*a-- ..-__4•.._ -- - - - -. -- - WALL BLOCK KNEE WALL MAY BE ROW LOCK ADDED TO FOOTING (PER BRICK KNEEWALL TYPES SPECIFICATIONS PROVIDED 2500 P.S.I. CONCRETE MORTAR REQUIRED FOR WITH APPROPRIATE KNEE 6 x 6 -10 x 10 WELDED WIRE LOAD BEARING BRICK WALL WALL DETAIL) MESH (SEE NOTES ALUMINUM UPRIGHT CONCERNING FIBER MESH) 4" (NOMINAL) PATIO CONNECTION DETAIL CONCRETE SLAB (SEE NOTES (SEE DETAIL) # 50 BARS C . W/3" OVER LAP 257 CONCERNING FIBER MESH) CMIN. INAPPROPRIATE DETAILS} ' 6 x 6 -10 x 10 WELDED WIRE FOOTING W/ (2) #10 x 3/4' m c 72• c MESH (SEE NOTES S. M.S. STRAP TO POST AND - — - — s- — - : —•^S a 3 1/2" 8' x 8" x 16" BLOCK WALL CONCERNING FIBER MESH) a Sd MIN. : 7 MIN. MAX. 32), ,,"(1) 114" x 1-3/4' TAPCON TO (1) #5 0 BARS W/ 3" COVER 16" MIN. . 2) # 40 BARS MIN:2-1/2" OFF -.--SLAB OR FOOTING - • --.-- (TYPICAL) - - _.. TOTAL \/ d //•- .' I-//%////,. . GROUND KNEE WALL FOOTING FOR SCREENED ROOMS BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS w 6 MIL.VISQUEEN VAPOR SCALE: 114" = V-0" SCALE: 1/2' = V-0" BARRIER IF AREA TO BE ALUMINUM ATTACHMENT (2) #5 BAR CONT. O ENCLOSED h' W' N x'" 32' 12" 2 10'-0" 40' 12' 2 8'40"' 48" 18' 3 6'-U" 56" 18' 3 4'-0" 60" 24' 3 2'-8" 72" 30" 4 V-4" CONCRETE CAP BLOCK OR ._ 1/4'.x.6" RAWL TAPPERa _ BLOCK ( OPTIONAL) yTHROUGH 1 " x 2' AND ROW' LOCK INTO FIRST COURSE OF 1)•# 40 BAR CONTINUOUS BRICKS 1}# 40 BAR AT CORNERS AND ALTERNATE CONNECTION OF KNOCKOUT OUTBLOCK TOP O. C. FILL ND KNO SCREENED ENCLOSURE FOR COURSE WITH 2;500 PSI PEA BRICK OR OTHER NON - ROCK CONC. DECK STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO cam) CONCRETE FILLED BLOCK STEM WALL 8" x 8" x 16' C.M.U. N 0 16' MIN. TERMITE TREATMENT OVER UNDISTURBED OR 1) 940 BAR CONTINUOUS m COMPACTED SOIL OF r— - UNIFORM 95% RELATIVE 1) # 50 VERT. BAR AT DENSITY 1500 PSF BEARING w x CORNERS AND Notes: W uWi I Y O.C. MAX. FILL CELLS W/ 2, 500 PSI PEA ROCK 1. All connections to slabs or footings shown in this section may be used with the above footing. CONCRETE 2. Knee wall details may also be used with this footing. 3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. 8' x 12" CONCRETE FOOTING 2) #5 BAR CONT. 4. Crack Control Fiber Mesh: Flbennesh 0 Mesh, InForce- e3- (Formerly Fibenoesh MD) per maufacturels WITH ( N) #5 BAR CONT. 2' MIN. specification may be used in Kau of wire mash. LOCATE ON UNDISTURBED 1" PER FT. MAX. FOR _ (1)# 5 BAR CONT. l _ a _ MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA 4aZHALL. HAY-F.-AEILLER,GEL AND.VEUCALBARQALL.COR.NERS-r_sue:_---- NATURAL SOIL IOs 2'- 0' MIN. TI.- BEFORESLOPE._ ALL ABS)P. ALL SLABS).__ y,_• a 4 '. -'-- -_ SCALE: 1/2"=1' - Notes: — — 1. 3-1/2' concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fbermesh 0 Mesh, InForce— e3- (Formerly Fibermesh MD) per maufacturer•s specification may be used in lieu of wire mesh. 8" 12' Visqueen vapor barrier under slabs having structures above compacted Dean fill over (scarified) natural soil g- 90% 4density. TYPE 1 TYPE 11 TYPE III EXISTING FOOTING —I` NEW SLAB W/ FOOTING 2:- Locai "code footing requirements shall be used In of the minimum footings shown. Orange County footings FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING shall be a minimum of 12' x 16' with (2) #50 continuous bars for structures /buildings over 400 sq. R. 0-2"/ 12' 2' / 12"- 1'-10' > 1'-10" r , Notes: RAISED PATIO FOOTING 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil KNEE WALL FOOTING FOR SCREENED ROOMS shall be verified, prior to placing the slab, by field soil test or a soil testing lab. SCALE: 114" = V-0" 2. The slab / foundation shall be Geared of debris, roots, and compacted prior to placement of concrete. a , I Y„ • , 3. No footing other than 3-1/2" (4" nominal) slab Is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type 11 fooling is required. All slabs shall be 3-1/2" (4" nominal) thick. NEW SLAB 12 4 4" EXISTING SLAB 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: Fibenmesh ® Mesh, InForce"' ell" (Formerly Fbennesh MD) per manufacturels specification may be used In lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing 30 EPDXY SETA MIN. RE - BAR DRILLED AND 5. If local building codes require a minimum footing use Type II footing or footing section required by local EPDXYINTOcode. Local code governs. MIN. ( 1) #30 BAR EXISTING SLAB AND A MIN. 4' (See additional detail for structures located in Orange County, FL) CONTINUOUS8' INTO NEW SLAB 6' FROM EACH END AND 48" O.C. --- 6_ Screen and,glass rooms exceeding 16'-0' projection from the host structure up to a maximum 20'-0' ... projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding W-0' shall have site specific engineering. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SLAB -FOOTING DETAILS SCALE: 3/4' = V-W SCALE: 3/4' = V-W SCREWS SEE FASTENER TABLE) 1" x 2" CHANNEL 3/ 4' PLYWOOD DECK 1- 1/2" (MIN.) 2x6OR2x8 @ 16- O.C. USE 2' x 4' OR LARGER, DETAILS FOR FRONT WALL UPRIGHTS 1/ 4' S.S. x_ LAG SCREWS W/ 1/4' x 1-1/2- FENDER WASHER ( SEE TABLE @ 6" FROM EACH SIDE OF POST AND 24" O.C. PERIMETER 1/ 4" LAP 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) PEfiNfvtETER D9tFBtE•.w..._,.._...........<.,..,-.,« ......•"...r..,.:.,...__........_..__......__ ......---.,..._:. .",......:.-.,,.r.,-.:.i..-f...,..-..."...,.,,.. _.,....,...--.... •...-.« ....-- STRINGER # 10 x 1-1/2" SCREWS (3) MIN. PER UPRIGHT TOP & BOTTOM ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/ 4" P.T.P. Plywood 2f 5/4' P.T.P. or Teks Deck 3 2" P.T.P. ire-, . xr._•_s ..- _ __,ryo_•. . .. s--„.h.>>^r,.--. _. ._ ._a-,.ia: - .. _.. .... s, _ .w _ .. _.. ,. .. - ,.:.c.. SCALE: 3' = 1'-0' 2) 1/4" MASONRY ANCHORS PER SECTION 9) INTO CONCRETE EXISTING WOOD BEAM OR _Z HEADER M ofW114" x 2" LAG BOLT (2) PER POST 0 0 1" x 2" TOP AND BOTTOM > PLATE SCREW 2'-0" O.C. m O a EXISTING FOOTING W ALUMINUM SCREEN ROOM (NON LOAD- BEARING) WALL Ilmn;= p Wr1Atl GRAMF PARf_" SCALE: 2"-1'-0" rc oQ 909 w- LL rc za 3D sg J Q Q 2 2O Z M fn >_J_ W Z Q N > W 0:U M I=— J Z 0 U U ~ HQ w U) Z 2W 3 W Z W J Q U) O k 2 n I M W W rL" IL w LL 0 C C.) Ed n m = x N L W vso N m 2V,7 mIm- SHEET 08- 12- 2010 I OF 0 z zw w z0z w luz zzm12 0 UNIFORM LOAD UNIFORM LOAD A B A B SINGLE SPAN CANTILEVER 1 OR SINGLE SPAN UNIFORM LOAD UNIFORM LOAD l L 4L I 1-4 A B C A B C D j2 SPAN 3 SPAN UNIFORM LOAD t t t t A B D E 4 SPAN NOTES: _ (:_:.. - .. 1) Z = Span Length a. = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. Cr U o Iz 19,0 C(13M-L) TRUFAST SIP HO FASTENER P+1-1/2" LENGTH (t+1') @ 8' O.C.l+1-1/4' SELF -MATING BEAM SIZE VARIES) SUPER OR EXTRUDED GUTTER THRU-BOLT # AND SIZE PER TABLE 3A. 32" x 2' ANGLE EACH SIDE J BEAM SIZE PER TABLE 1.10 SELF -MATING BEAM POST SIZE PER TABLE 3A.3 THRU-BOLT # AND SIZE PER _ TABLE 3A.3 LOAD PER TABLE 3A.3 AND SIZE OF CONCRETE ANCHOR PER TABLE 9.1 ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER y ng 4 tZ Q m 0 CISCo Ilig0 mj o 12 3Q 8g J Q D Z CO Q7- 20 Z0 I' W us -j J 0 > LU LLI W W 06 o U M F J Z O 0 U F Q W U) Z CO E LU LU Z_ X 2 0 J Q A (yr L7 I I\ I 0 I I fl rZ t t J % Z LL tu ALLOWABLE BEAM SPLICE LOCATIONS LU ZSCALE: N.T.S. W D- W LL SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM Q. @ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE p LL C , IL ALL SPLICES SHALL BE MINIMUM d -.50" C o n STAGGERED ON EACH d-.50' d-.50" 1' MAX. CIDm $ n n SIDE OF SELF MATING BEAM to y w rLLI -a xPLATETOBESAME THICKNESS AS BEAM WEB TS d-.50" d OF a) S O PLATE CAN BE INSIDE OR U OUTSIDE BEAM OR LAP CUT DENOTES SCREW PATTERN 1" MAX. Lu z J NOT NUMBER OF SCREWS HEIGHT 2 x (d - .5(") LENGTH Z lu Mlnlmum stance and Cna'tr,n of Genova r... .. ....,,-.. ... .. ... .. .... ,.... .. .. .. _ ..., .. ..-.. ..,, .... -.. _. ,. .. _, -. .._ .. ..-. i— e.,.. ,.- o: tL Screw Size ds in.) dge to Center 2ds n. enter to Center 2-1/2ds In. Beam Size Thickness n. 8 0.16 318 W16 x x . 55 x 0.120— 1/16 = 0.063 10 0.19318 112 2-x8'x0072'x0. 4 1/8=0.125 12 0.21 18 9116 2'x 9'x0.07 x0.224' 118=0.125 14 or14': 0.25 112 518 2'x9'x0.082'x0.306' 1/8=0.125 5/16' 0.31 518 314 x10'x .09 x0.36 - 1/4=0.25 refers to each side of spice use fort x4"and 2'x 6'also Note: 1. AM gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi. SCALE: 1" =1'-0" a0O 20 c Z KV03W zSHEET 0Z W W 7S2 Z Wm n12OB-12-2010 OF C Table 3A.1.1-110 Town & Country, Industries, Inc. 6005TC1 Allowable Edge beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 TS Fnr 3 earl,nd wind nuct at 11n MPH „einn daeinn road of 11 O 81SF IA7.1 eISF roll Mar. r`antil-A. 2' x 2" x O.D40' Hollow 2" x 3- x 0.045" Hollow Load Wldth (%t Max. S n'L'/ bandin b' or deflection' Load Width (It.) Max. S an'L'/(bendin 'b' or deflactlon'dl 1&2 Span 3 Span 4 Span Cantlever 182 Span 3 Span 4 Span Max. ell 4 5'-10' d T-2' d T-4" d. 1-1' d 4 8'-1- d 1 5-11- d 10'-2' d- V-6' d 5 51S d 6•-8 d 6'-9' d 11 5 T-6' d 1 93 d 9'-5 d' 14 d 6 5'-1' d 6.3' d' 6•-5' ir 6 T-1' d 8-W d 8'-11' d 1-3" d 7 4'-10' d 5'-11' d 6'-1' d IV- 7 8' d 5-- Y 8'-5 d 1-3 d 8 4'-T d 5.5' d 5-10" d 0'-10' d 8 6'-5' d- T-11' d 1' d 1'-2* d 9 4'S' d 5'-6' d 5'-7' d 0'-1(' d 9 6'-2d 7-d 7-9' d 1'-1 - d 10 4'3' d 5'3' tl S-S d 0'-9' d 10 5'-11' d T4' d T-6' d 1'-1' d 11 4'-Y d. S-1- d 5'3' d 0'-9' d 11 11)- d T-1' d TJ' b 1'-1- d 1 4-0 4-11 d 1' d. U-u d 12 5-7 d 6'-11d 6'-11' b 1'-0' d x x Hollow 2" x 4 x .0 Hollow Load Width ( fL) Max.S n'L:I(bandlng V or deflection d) Load Width (fL) Max. Sp nVI(bending Wor do action'dj 1&2 Span 3 Span 4 Span Cant Niever 182 Span 3 Span 4 Span Canute r 4 8'- 11' d 11'-1' d 11'-3' 1'-8' d 4 10' 13'-0' d 133' d 1'-11 d 5 84 d 1 3' d 10'-6- d 76' d 5 8•-9 d 22'-1" 12'4 d 1'-9 d 6 T- 1 9'-8' d 10' d TT--d- 6 9'- d 11-4 7-1-7-2 1.8' 7 TS 9'-2 d 9'4 d 1'4' d 7 8'-9' d 10'-9' d 11'-0' d 1-7' d 8 T- l' d 8'-9' d 6'-11" d T4" d 8 6'4" d 10'4' d 10'-5' b 1'-6' d 9 6'- 10' d 8'S- d 8'-7- d T-W d 9 8'-0" d 9'-11" d 9'-10' b V-6' d 10 6- 7" d 8•-2' d 8'4" d T-Y d 10 T-9" d 9'-7- d 9'4' b 1'-5' d 11 6' 5' d T-11' d 8'-1" d 1'-2' d 11 1- d 1-2*b 8'-11' b 1'-4" d 1 6'- d 0' d 10" a 1 1'-2' a 12 1 1'4- d I 8'-10 b 1 8'-6' b i'4- d x xHollow Load Width ( R) Max. Span' L'/(bandln W or deflsction'dl 1&2 Span 3 Span 4 Span Max. Cantilever 461S d 8'-1' 8*-W d 1-2' d 5 5- 1 d TS' d T-8 d 1-1' d 6 5' 1 T- d 1-1' 7 1- 5 d d 6'-to. d 11' d 8 5- 2* d 6'-5' d 6'S' d 0•-11" d 9 4'- 11" d 6-2"d 6'.3' d 0•.11• d 10 1 4'-10- Cl 5'-11" d 1 6'4" d 0•-11• d 11 1 4-8' a W-W d 41' d 0'-10' d 12 1 4'-6- d 9 d 1 0-10- d Notes: 1. Above spares do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A. 2110 Allowable Upright Heights, Chair Rail Spans or Header Spans 6005 TCI Under Solid Roof Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 F.v 1 "u•nnA u.rnA nnet "f 14. MDY vaW.H.n .wino A-— - of 11 n 4H/ Sections Tributary Load Width . Membell acin T-0' 3'-6' 4'-0' 4.4- 5'-0" 5'.6' 6'.0 6'4"1 7--0" 7-6- Al11owa la Hellaht ' I bendln b or ect d' x x 0" Hollow 8'- b 11" b 5. b 6'- - b 6'-8' 1 6'4' b I 6'-I" b 5'-10' b 1 5'-5' b 3" x x 0.045' Hollow 9'4' bN2W-9* b 8'- t' b T-T T-3 b 6'-1t b 6-T b 6'4' b 5'-11 b 2' x 3 x 0.045` Hollow 10'- b b 9'-2' b 8'-0' b B-Y b 1 5' b 2 b 6'-8 b x x .0 Hollow 134' b b 11'- b 0'-11' b 104" b 9'-1 b 9'S' b 9'-1' b 8'S b 2 x4 x . 0 0 ow 2-10 b 11-1 b 10'S' 9- 1' 5 1' 8•-0' b 8-12 x "x 0.062 Hollow 18'-0' b b 15-2' b 15'-3' b 14'-5' b 13-9 b 13-2' b 12'-0' b a6b 1'-10'b 2'x4"x0. 04 x .11 .M. 15-9'b b 13'-T b 17-10' b 17-Y b 11'b 11'-1' b 1___ b 9'-11'x x .0 x0. 811 64 155 8 131 34 to 1-11"2 x B x . 050 x .135 .M. 21 -11' b b 18'-11'b 1T-10'b 16'-11'b 16-Y b 15S' b 14'10" 3'-10' b x x0.0 x0. 1 .. 26'3'b b 27-9' b 21'-5" b 20'4' b 19'4'b 18•- 'b 1 -to- b 16'-T b 2" x e x 0.0 2' x 0.240"S.M.B.3 Y b b 2T-10" b 26'3'b 24'-11' b 23'-9'b 22'-9- b 21'-10' b 21'-0' b 20'4- b 2 x x . 72` x S. . 373 3 3' 305 28-10 S 264 25 244'b 232" x 9 x .082"x 0.321"S.M.B. 41-0b b 35'-11' b 33•-11' b 37-2- b 30'-8' b 29'4- b 28'3- b 27'-Yb 263'b 2"x10"x .092" x .38 .M. 53-11 d d 49'-0' d 4 -Y d 45--1' b 4 -11- b 41-Y b 39'- W-1' b 36'-10' 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of trace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. Table 3A.1.3- 110 Town & Country Industries, Inc. TCI 6005 Allowable Beam Spans for Miscellaneous -Framing Beams'for Screen, Acrylic or Vinyl Rooms - Aluminum Alloy 6005 T- 5 For 3 second wind oust at 110 MPH veloelty: using rl slnn load of 11-0 WSF TributaryLoad Width 2'-0' 1 T- 0' 4'-0" 1 5'-0" 1 6'-0" 1 T-0" I 8'-0" • 10'-0' 1 12'-0' 1 14%0" 1 16'-0' 1 18'-0' Hollow Beams Allowable Span band 'b' or deflection'd' 2" x 4' x 0.050' 13'3' d 11'-T d 10'-6' d 9'-9' d 9'-Z'd 8'-9' d 8'-4' d T-9- d T-4' d 6'-11- di Sat Mating Beams Allowable SpanV1 riding Wor deneation'd' 2" x 4" x 0.046' x 0.115" 14'-9' dl 12'-10' d 11'-8' d 10'-10' d 10.2- d- 9'-W d 9'-3- d 8'-7- d 6'-1- d T-8' d T-0' d T-1- d 2" x 5" x 0.050" x 0.135" 18'-2" d 164 V d 14'S' d 13'-5" d. 12'-7-d i t'-11' d 11'-V d 10'-8' d I(r-W d 9'-T d 9'-1' d 8'-9" d 2" x 6" x 0.050" x 0.135" 211•4" d 18'-W d 16'-11' d 15'-9' d 14'-9" d W-1• d IT-Y d 12'-6' d 11'-9" d I V-Y d 101-W d 10%3' d 2" x 7' x 0.057" x 0.135" 24'-5' d 21'4' d IT-4" d 1T-11• d 19-11" d 164" d 154' d 14'-T d 13'-5' d 17-9' d 12'-2" d I V-9' d 2" x 8" x 0.072" x 0240" 30'-1' d W-3' d 23'-10' d 27-2' d 20'-10' d 19'-9' d 16'-11' d 1T-7' d 16'-6' d 15-9' d 15'-0' d 14'-5* d 0.072D.239" MR" x" 33•-1" d28'-10- d 26'-3' d 24'4• d 2P'-11" d 21'-9' d 20'-10" d 19'4" d 18'-2' d 1T-3' d IV-6" d 15'41" d 2' x 9" x x 0.321" 35-5' d 30'-11" d 28'-l' d 26'-1' d 24'4' d 23.4' d 22'4' d 20'-9" d 19.5" d IV-6" d 1T-T d 1T-0- d 2" x 10" x 0. 092" x 0.389' 41'-1" d 35-11- d 32•-7' di 30'-W d 2V-6' d 2T-1• d 2S-11" d 24'-0" d 27-7" d 21'S" di 20'-T d 19•-9" d Notes: 1. It Is recommended that the engineer be consulted on arty miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fasda or 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.1.4-110 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 Fn" 1 ""nnnA ".A Self Mating Sections Tdbuta Load Width 9M 1 Purlin Spacl 5-0' 6'-0' T- 0' 8'-0" 9'-0" Allowable S n'L' I banding V or deflection d' 2" x 4" x 0. 046" x 0A 15" 14'-6' d IT-8" d 12'-1 V d IZ-5' d 11'-9' b 11'-2' b I (r-8W b 10'-2T* b 2" x 5" x 0. 050" x 0.135" 1T-11' d 16'-11' d 16'-1' d 15'4" d 14.9' d W-W d 13'-9' b 13'-2r* b 2" x 6' x 0. 050" x 0.136' 21'-1• d 19'-10' d 18'-10" d I W-O' d 1T4' d 16'-V b 15-8' b 1S-0' b 2" x 7' x 0. 057" x 0.135' 24'-1" d 22'-8- d 21'S" d 20'-7' d 19'-10` d 19'-1' b I lr-W b 1T-5' b 2" x 8" x 0. 072" x 024g" 29'-8• d 2T-11" d 26'S' d 25'S- d 24'-5* d 2T-7" d 27-10" d 2Y-2' d 2" x 9' x 0. 072" x 0.239' 1 37-W d 30'-9- d 29'-2" d 27-11' d 26'-10- d 25-11- d 25--1- d 24'-0' b 2" x 9' x 0. 032' x 0.321' 1 34'-11' d 3741' d 31'-3- d 29--11- d 28'-9" d 2T-9- d 26'-11' d 25-Y d 2" x 10' x 0. 092" x 0.389" 1 40'-7- d 38•-2' d 36'-W d 34'-8' d 334. d 37-2" d 31'-2' di 30'4- d Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied lead. 2. Spans may be Interpolated. Table 3A.2 110 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 FDr 3 aamnd wind m, at at 11n MPH yakuiN- „_elnn dweinn WA..r 11 n iucF Sections Tri Load Wldth'IM= PurilnS aei119 T-0' 1 T-6- 1 4'-0" 1 4'-6" 1 5'-0" 1 5-0' 1 6'-0' 16'4" 1 T-0" T-0' Allowable Hel ht 'H' / bendin W or deflac0on'd' 3" x 3" x 0. 045" Fluted 3" x 3" x 0. 060" Square 11'-2' b 10.4' b 9'-8" b 9•-1" b 8'-8' b 8'-W b T-11" b 77 b T-4' b T-1- b 3" x 3" x 0. 093" Square 16'-W b W-10' b IT-11- b 13'-1' b 175' bi 11'-10" b 11'4' b 10'-11" b 1(Y-0- b 10'-2' b3" x 3" x 0. 125" Square 17-1• b 1T-8• b 16'-T b 15'-T b 14'-10' b 14'-1' b 13'-V b 17-1l' b 17.6" b 12'-1' b 4" x 4" x 0. 125" Square 24'-9" b 22'-1 l' b 21'5' b 20'-2' b 19'-Y b 16'3' b 1 T-6' b 16'-9- b 16'-Y b 15'-W b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam 00nnecll0n to the above spans for total beam spans. 2. Spans maybe Interpolated. J Q U) D Z Q U) Q_' Z co yJ W O Z i WW U It tLU } D- 0 ZQ O Zw M WEL W o ZU OofA U W U) ui c0 Q O F- 0Z rQ ZCD rTown & Country 6005 Indicator Mark For Permit Purposes) z uI N w Instructions K 1 LL wLL To: Plans Examiners and Building Inspectors, O LLU! 2 m i£ C9x These alloy indentificationmarkshave been provided to LLI 11 Uco j contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. O W m K a C ti y These alloy marks are used solely for our 6005 extrusions. It is w m j M n 5 ultimately the contractors responsibilitythat they receive and use only m a 6005 alloy shapes when using this engineering. We am providing this p c) to a m r W o document to simplify the indentificationofour6005alloymaterialstoalla) be used in conjuction Withour6005engineering. to m A separate signed and sealed document from Town & Country o a) U will be provided to our pre -approved contractors once the materials are W 3 m purchased. J F TCI 6005 SELF -MATING ALLOY INDICATOI TCI 6005 HO i 0 c0 G I 41k Z Z Ix WW HEETZ 0ZW 8-110 W 01OF - 12f@ Table 3A.1.1-120 Town & Country Industries, Inc. 6005 TCI - Allowable Edge Beam Spans - Hollow Extruslonsu - - •- for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 Gnr'1'eacnnA wind n„N of n MPN vnr...•rti• .,e",...... r..w .u.o_n_rree ren xree r... u... r__ ,... 2" x 2" x 0.040' Hollow r 2" x 3" x 0.045" Holl Load Width (ft) Max Span 1:1(bandirig V or deflection'dj-Max. Width(fL) Span'L7(bending W or deflection'dj 182 Span" 3Span 4Span Cantilever 1&2 Span 3Span 4Span Cantlever 4 1-6. 6'- d 6'-11- d 1'-1' d 4 T-W d 9'-S' d 1-6' d 5 S-1" d 3' d 6-5 0'-11' d T-1 d 8-T d 8'- 1-0 d 6 4'-9 d S-11 d 6' d 0'-17' d' 8 6'-8' d 8'3' d 5" 1'3' d 7 4'-7' d 5'- Tjd 9" d 0'-10' d 6'4' d T-10 d d T-3' d 8 4'4' d 5'4'' 0'-10' d 8 6'-1' d T1i' tl T-8' d 1'-Y d 9 4'-Y d 5'-Y; 0'-10"d 9 5'-10' d T-Y d T4' d 1'-1' d 10 V4r d 4'-11' 0'-9'd 10 5'-T d 6'-11" d 6'-11' b 1'-1' d 11 T-11' d 4'-10-'-11- d 0'-9" d 11 5'S- d 6'-9" d 6'-8' b 1'-0" d 1 3'-10' d 4'-8" d 4'-9- b 0'-9- d 1 S-3' d 6'-6- d 6'-4- • b 1'-0 • d x "x .06 ollow x 4" x 0.050" Hollow Load Width (ft.) Max Span'L'/(bending W or de on'dj Load Width (M) Max Span'L'/(bendin V or defleetlon'dj 1&2 SpanASpan4 4 Span Cantilever 1&2Span 3 Span 4 Span Cantilever 4 8'-W dd 10'-8' 1-T d 4 T-11" d 12'4" d 12'- d 1-11' d 5 10' dd 9'-11' d 1.6" d 5 9'3" d 11'-5" d 11'-8' d 1'-9- d 6 T-5- dd 9'4" d 1 -5d 6 8-0 d 10-9' 10'-11 d 17T-0' dd 8'-1 d 14 d 7 8-3' d 10'-Y d 10'-3' b 1-T86'•9' dd 85' d 1'-3" d 8 T-11" d 9'-9' d 9'-T b 1'-6d d 8'-Y d 1'-3" d 9 T-T d 9'4" b 9-0-b 1''d10 6'3'd T-10" d 1'-Y d 10 7'4" d 8-11' b8'-7'b 1'-5' d 11 6'-l' d T-T d r-Y d 11 T-r d 8'-6' b 8'-Y b Id 1 5'-10' d 5' d 1'-1" d 12 8'-11 d 8'-1" b 10 b 1'4' d x " x .04 ollow Load Width ( It) Max Span 'L'/(bendl 'b' a deflection'd7 1& 2 Span 1 3 Span 1 4 Span Max. Cantilever 4 6'-2" d T-8' d• T-10 d 1'-2" d 5 S-9 d T-1" d1 r-3* d 1'-1" d 6 S5 d 6'-8 d 6'-1d V.0 d 7 5'- 2' d 6'4" d1 6-6" d a 4'- 11' d 6'-1' d 6'-2' d 9 4'- 9' d 5'-10" d 11' d gd 10 4'-7' d 5'-8' d 5'-9' d 011-101 11 45dd5'- tl 5'4 55 d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A. 1.3-120 Town & Country Industries, Inc. TCI 6005 • Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF Tribute - Loaa wldtb 2--0' 3'-0' 4--0" S-0' 8-0' T-0' B'-0" 10'-0' 1 12--0' 1 14--0" 1 18-0" 1 18'-0' Hollow Beams Allowab'02 an'L'/bend) 'b'ordeflection'd' 2'x 4' x 0.050' 17.6' d 10'-11' d 9'-11' d 9'3- d 8'-8' d 6'-3' d T-11' d T4- d 8-11- d 6'-T d Salf Meting Beams Allowable Span b riding W or deflection'd' 2 a 4" x 0.046" x 0.115" 1T-11' d 12'-2' d 11'-1' d 10'3' d 9'$' d 9--2- d 8-9- d 8-2" di r4r d T3- d 6'-11- d 6'-8- d Y x 5" x 0.050" x 0.135" 1T-2' d IS-(' d 13'-8' d 17-' d 11'-11' d 1114" d 10'-10' d IVA" di T-W d 8'-11' d 8'-7' d 8'3' d 2" x 6" x 0.050" x 0.135' 20'-T d 17*-T d 16'-0' d 14'-10' d 13'-11' d 13'-3' d 17.8' d 11'-10' di 11'-1' d 10'-7' d 10'A' d 9'-8' d 2- x 7" x 0.057" x 0.135" 23--1' d 20'-2- d 1&4- d 16'-11- d 1541- d 15-2- d 14--6- d 13'-6' d 17-8' d 17-1' d 11'-6' d 11'4" d 2" x 8" x 0.07Y x 0.240' 28-5" d 24%10' d 27-7- d 20'-11'd 19'$- d 18'-9- d 17-11- d 16'-T d 15'-8- d Tv-10' d 14%W d 13'-8' d 2" x 9" x 0.072" x 0.239' 31'3' d 2T4- d 24'-10" d 234r d 21'4r d 20'-7' d 19'-W d 183' d 1T-7 d 184' d 15'-W d 1S-0" d 2' x 9" x 0.082" x 0.321' 33'-6" d 29-Y d 26'-T d 24'-8" d 23'•3' d 22'-l" d 21'-1' d 19'-T d 18'-5 d 1T-6' d 16'-9' d 16'-1' d 2- x 10" x o.092' x O.S89' 38'-10' d 3T-11' d 30'-10' d 2B'-W d 28-11' d 25-T d 24'-6' d 27-9" d 21'-5' d 20'4' d 19'S' d 18'-8' d acres: 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 bad plus dead load for framing. 3. Span Is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans maybe Interpolated. Table 3A. 1.4-120 Town & Country Industries, Inc. 6005•T- 5 Allowable Spans for Ridge Beams with Self Mating Beamsfor Screen, AcrylicorVinylRoomsAluminumAlloy 6005 T-5 E Self Mating Sections TributaryLoad Width NV' - Puriin Spaci 5'-0' S-0" T-0' a%o" 8-0' 10'-0' 11'-0' 1 12--0" Allowable Span ' I:/banding W ordeflection'd' 2' x 4" x 0.046" x 0.115" 13'-9" d 12'-11" d 173' b 1 11'-6' b 10'-10' b 10'3' b 9'-10' b 9'S" b 2" x 5" x 0.050' x 0.135" 18-1 T d 15-11' dl34-4d 13'-11' b 1T-W b 17-7' b 12'-l' b 2" x 6" x 0.050' x 0.135" 19'-11" d 18--9' d 1S-11" b 15'-2- b W-Y b 13'-10" b 2" x 7" x O.05T x 0.135' 27-9' d 21'-5" d 18'-W b IT-T b 16'-9" b 16'4r b Y x 8" x 0.072'x 0.240 28-1' d 28-5' d R3Z-I(r 23'-1' d 22'-3" d 21'-5' b 20'-0" b 2" x 9' x 0.072" x 0.239' 30'-11- d 29'-1" d 2S-5" d 24'-T b 23'-4' b 27-0' b 27 x 9" x 0.082" x 0.321" 33'-1" d 31'-Y d 2T-2' d W-3' d 2SS" d' 24'-9" d 2" x 10" x 0.092' x 0.389" - 38'S d 35-1' d 3Wr d 30'•fi' d 29'-6' d 28'-8' d r inles: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad. 2. Spans may be interpolated. Table 3A. 2120 Town & Country Industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans For Screen, Acrylic, or Vinyl Rooms and Under Solid Roof Aluminum Alloy 6005 T-5 Fn.R" e...A u,rnrl .. 17a WIOY. - _.. _ Seetlons Tributary ea Mom erS ae T-0" T-6" 4--0" 1 4--6" 1 5'-0' 1 5--6" a 6--0" 6--6" 1 7--0" 1 T-0" Atowable Holaht W1 bends 'b' or de x x 0 Hollow 1' x x 0.045ollow 8 b 8-0' 1 T-6- b I T-1 6- 6' 5 6-2 5-11' 5-0' b 5.6 b 0.045" 8- 10' b 9'-2' D 8'-6- b 8-1- b W b 6'- 6'-8 b 65' b 6'-T b x3"x oil 75' b 11%6" b IV-9 b 10'-2' b W b 8'-10' b 8'-5 8'-2' b T-10' b x ow 11- 11 0 1 4 9-9 3 b B-1 b 10 b 6"x5"x0.062' Hollow 1T4' b 15-1" b 1&-W b 14'-2- b 13-5' b b 17-3" b 11'-10' b 11'-4" b 10'-11' b x 4" x 0.046 x 0. 1 " .M.B. 14b 13'S" 17-B" b 11'-11' b 11'4' b b 10'4' b 9'-11" b b 9'-3"x 5 x . 60" x 0.135 .M. b 16'-3- b 16-3 14'-4- b 3- b b 17-5' b 11'.11' b 11-6' b 11'-l' b 2 x6 x .050 x0. 3 4 I10' 1T-0 16-8 5-9 145 b ab6 5b 13'-10134 2' 112 x "x0.0 x0.135 .M. . N%b 2T- b 21'-2 b 19'-11- b 18'-11- b b 1 '-3 b 16'- b 15'-11' b 15'-5' b x8 x0.0 x0. 240" .M. Z-11'b 2 -Wb 25-11'b 24'-5-b 23-2' b b 21- b 20'4' b 19'- - b 18'-11' b 22 x x0.0 x0. 9 34-8 0 28 2610 24-6 23.6 8 b 21-12" x 9" x 0.082' x 0.321" W-W b 35'-10' b 33.6' 31'-7b 11'b b 2T4 b 26'3' b 2 4' b 24'-5' b2"x10"x 09Yx0.38 " 51-5" d 48'-10- d 4 -9' d 44'-3' b 41'11 b b 38'4" b 36'-10' b 35'- b 34'-3' 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. Table 3A.2120 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T- 6 Fnr i "e,•nnA wi,vl ,".sr "• 1'la IJDY .."tw..iw...,.r.... a-...... ....... _r.e n u,c tion Secs Tribute Load WidthW - Purlin S In 3--0" 3--V 4'-0- 4'-6' S'-0' 1 6--6" 6'-0" 6--6' I T-0" I T-6- Allowable Helg It 'H' / bandin W or fleetlon'd' 3' x 3' x 0.045" Fluted 8'' Y b TAW b T-4" b 6'-11" b 6'-W b 6'3' b 5-11' b 5'-9' b S5' b S4" b 3' 3' x 0. 060" S ua 1(Y-5' b 9'-T b 8-11' b 8'-6" b 9-W b T-8- b T T-V b 6'-10' b 6'-T b 3' x 3" x 0. 3" ua 14'-11' b 13'-10' b 17-11- b 12'-- b 11'- - b 11'-W b 10'-T 10'-Y b 9'-9' b 9'5- b x uare 1T-9- b 1 16'S' b 15'S" b 1W.W b 1 13'-9- b 1 13'-2" b 2'-7- b 17-1- b II--8W b 11'3" b 4" x 4" x 0.125" Square 23'-0" bi 21'4' b 19'-11' b 18-9' b 1T-10' b 18-11- b 16'3' b 15.8- b 15-1- b 14'-7- b 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. 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 orgy 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 conjuct) on 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 J a co M Z Z fA Q a fn Z LU m V% J W 0 Z N- W 06 U LL IY Q N_ U) Z Q 2 W co W Z U O C/) LLI U Q Cl) CO r J W cc") W LL W (0 w` LL Q, O N J M m n m N tco W o o, J m C O co a c m tNF 0 yo a O O1 t0 t7 zSL ww SHEET z z w 18-120. zw m r 12 C08- 12- 2010 OF Table 3A.1.1-1.30- Town & Country Industries, Inc. 6005 TCI Allowable Edge Beam Span's - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 600ST-5 For 3 second wind gust at 130 MPH velocity; using design load of 15.0 NSF (56.6 NISF for Max. Cantilever) 2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow Load Width (f .) Max. Span'L'/ bendln b' or def ectlon'd Load WtdW (fL) Max. Span'L'/(bend( b' or deflecllon'dj 2 Span 3 Span 4 Span Gamble er 182 Span 3 Span 4 Span Cantilever , 4 5'3 d. 6 Y 6'- tl 6-11 d. 4 T-3' d 8'-11 d 9'- d- 1'-5" d 5 4'-1 " d 5'-11 d 6'-1 d 0'-11 d 5 6'- d 8'4' 8'-6 d- 1'3 d 6 4'-T S-8 d 5'- d. 0'-1 d 6 6'4' d T-1 d 0' d 1-3 d 7 4'4- d- 5'4' d 5'-6 d 0'-10- d 7 6'-0' d T-5 d T-T d 1-Y d 8 4'-Y d S-1" d S-W d 0'-9" d 8 5'-9' d T-Y d T-3" b 1'-1' d 9 3'-11' 0 4'-11' d 5'-0' d 0'-9' d 9 5'-T d 6'-10' tl 6'-10' b 1'-1' d 10 T-la' d 4'-9" d 4'-10' d 0'-9' d 10 5'4" d 6'4- d 6'-b' b 1'-0' d d d 4'-8' b 0'-9' d 11 5'-2' d 6'S' D 6'-2" b 0'-11" d - 12 3'- d 4'-6' d 4'-5 - b 0'-8 d 1 5'-1' d 6'- b 5'-17 b 0'-11' d 60 Hollow x4 x .0 Hollow Load Width (R.) Max.s n'L:I(bandlrvg Wordefleetion'd) Load Width (fL) Max.S n'LY(bendin Wordeflectlon'dj 1&2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever 4 8'-1 d 9'-11' d 10'-2 d V-6" d 4 d 11'-9 d 11'-11 d 1'-10 d 5 7-0 d 93' d S d 15' d 5 8'-10" d 10'-11' d 11'-1- d 1'-8' d 6 T-1 d UT-d 8'-11 d 14 d 6 74 d 10--3- d 194- b 77- d 7 6-8 d 83' 8'- ' d 13 d 7 T-11' d 9-9' d 9'-7 b 1'-0' tl 8 6'-5' d T-11" d 8'-l" d 1'-0' d 8 7'-6' d 9'3' b 8'-11" b 1'-5' d 9 S-2' d 7'-7' d T-9' d T-2' d 9 7'-3' d 8'-9- b 8'-5" b 1'-5' d 10 5'-11' d T4' d T-0' d T-Y d 10 5-11" d 83'' b T-11' b 1'4' d d T-1" d T3' b 1'-1" tl 11 6'-9" d T-11' b T-T b 1'3' d 5-11" dI 6'-11' b F T-1 12 1 6'- d b 3' b 1'3" d x x Hollow Load Width (IL) Max. Span'L'/(bendln b' or doMedon'dj 1&2 Span 3 Span 4 Span Max. Cantilever 4 S-11' d T-3' d T-5" d 1'-1' 5 5' 9-9' d 6'-11' d 1 d 6 5'4' d 6'4" d 6'-W d 0'-11 d 7 4'-11" d 6'-1' d 6' 2' d 0'-11' d 8 4'-W d 5'-9' d 5-11" d 0'-1V d 9 4'-0' d d S-B' d 0'-10" d 10 4'4' d 4' d 5'-6" d 0'-10" d 11 4'3 d 5-Y 5'-0" d 0'-1 1 4-1 d 1 d 0'- Notes: 1. Above spans do not Include length of Imes 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.2130 Town & Country Industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T5 For.3 second wind gust at 130 MPH veloc - using design bad of 18.0 N/SF Sections ributary Load Width =Member paclno T-0" 1 T-6" 4'-0' 4'-6" T.O. 51-V 6'-0" 6'-6"1 7*-0" I T-0" ova a ht b or de set d' x2" x 0.040 Hollow 7'3' b1 6'-9' b 1 6'4' b 5'-11' b I V-8' b1 5'4' b 1 5'-2' b 4'-9' b 4'-T b x x 0.04 Hollow 11' b 4 b 6'-10' b V-6' b 6'-Y b 5'-10 b 5'- b 5'-2- b 5' 0 b x o ow 84 10 6- 1 6-0 4 5-11' S-0 2",x' x 0.060 Hollow 11'4' b 10'-W b 9'-10' b 91-W b 8'-10' b 8'-5b 81-W T-5' b T-2b 2 x 4 x 0.0 Hollow 10'-11' b 10'-1' b 9'S' 6'-11' b 8--5- b 8-0b 8' 1- b 6'-11- b 2 x x 2 Hollow 15'- 0'b 4'-wb 13'-9' b 12'- " b 2'-3- b 1'-8' b 1 3' b E7*-9ob 10'-5' b 104rb x x0. 6x0. .M. . 13 12'4' 11-T 1 -1 0 4" 10 S2" x x . " x03 MB. 16'-l' b 14'-10' 13'-11' b 13'-l' b 12-5' 1-10' b 114' 10'S' b 10'- b 2" x 6 x. 50 x 0.1 .M. . 18'- b 1 3 b 15-1'b 15'-Yb 14'-5' 13'- b 13'-Y 17-Y b 11'-9' b x x .0 x 4 1 0-2 1 -3 16-6 5- 4- 1 7x8 x .07 xD.240S.M.B. 2T4' b 253' 23.8' b 2Y4" 21-Y 20'- b 1 4' 18'-T b 17-11' b 1T b 2 x 8 x .0 x 0 9S.M.B. 31-0 b 29'3 b 2 S' b 25'-10" b 24'S' b 23-4 b 22'4' b 21-6' 20'-8' b 20' 2"x x x 354 b 37-0 b b28'-10 b 2 4 b 26'-1 b 24'- 1' b 23'-11" b 23'-1' b 2Y4' b 2 x "x x 0.38 48'-5' 5- b 42- 405' 384 34- 1 33- 3 -5 . b 313 Notes: 1. Above spans do not indude length of knee brace. Add horizontal distance from updght 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. TC16005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5' _._ _.... For 3 second wind gust at 130 MPH velocity; using design load of 15.0 NSF Tdbuta Load Width 2'-V -0' 3' 4'-0" 5'-V 6'-V T-0' 8'-0" 1 10'-0" 1 17-0" 1 14'-0" 1 16'-0" I IS - allow Beams Allowable Span'L' bendln 'b' or deflectlon'd' Y x 4" x 0.050" 11'-11' d' 10'S d 9'-W d 8'-10' d 8'-3' d T-11' d T-6' di 6'-11- dl 6'-T di 6' la di 5'-11- d 5--9- d Self Mating Beams Allowabia S an'L' I banding WV deflection Id' 2' x 4" x 0.045' x 0.175' 13'-3' d. 11'-T d 10'-0' d 9'-9' d 7-2' d 8'-9' d 8'-4" d T-9" d T-4' d T-11' d 6'-8' d 64' Y x S' X 0.050" x 0.13S" 16'S' d 14'4" d 13'-0' d 17-1" d 11'4' d 10'-10- d 10'4" d 9'-T d 9-0' d 8'-T d 8'-2* d T-11' d 2" x 6" x 0.050" x 0.135" 19'3' d-16'-10' d 15-3" d 14'-Y d 13'4' d IT-W d 17-l' d 11'-0' d 10'-T d 10'-1" d 9'-T d 9'-3' d 2" x T x 0.05T x 0.135" 21'-11" d 19'-2* d 1T-T d 16'-2' d 1S3' d 14'-6' d 13'-10" d 17-10' d 17-1" d 11'-6" d 10'-11' d 10'-T d Y x 8" x 0.072" x 0.240" 2T-1" d 2Y-8" d 21--6" d 19'-11" d 18'-T d 1T-10" d 1T-l' d 15'-10' d 14'-11" d 14'-Y d 13'-7' d 13'-0" d 2' x 9" x o.072" x 0.239' 29'-10' d 26-0' d 234r d 2l'-11' d 2(r4r d IT-W d 18'-9" d 1TS' d 16'-S d 15'-T d 14'-11' d 14'4" d Y x 9" x 0.082' x 0.321" 31'-11" d 2T-11' d 25'4' d 23'-0' d 27-7 d 21'-W d 20'-1" d 18'-8" d 1T-7- d 16.4r d 15--11- d 1S4" d 2" x 10" x 0.092" x 0.389' 3T-l' d 374' d 29'S" d 2T4' d 25-0' d 24'-5" d 23'-V d 21'-8" d 20'S", d 19'4' d 19-V d 1T-10" d Notes: 1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead bad for framing. 3. Span Is measured from renter of connection to fascia or well connection. 4. Above spans do not include length of knee brats. 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 oust at 130 MPH velocliv: usina deslan load of 15.0 NISF Self Mating Sections Tdb- Load Width NY- Pudin S aei S-0" 6'- 0" T-0' 8--0" 9--0" 10'-0" 11'-0" 12--0' Allowable Span'L' 1 bending V or danaction'd' 2" x 4" x 0.D46" x 0.115" 13--1- d 12-4" d 11'S" b I (r4r b 10'-1- b 9'-T b 9-1- b 8'-9- b 2" x S" x 0.050" x 0.135" 16'-Y d 15'3' d 14'-6' d 13'-V b 17-11- b 174' b 11'-9- b 11-3- b 2" x 6" x 0.050" x 0.135" 18'-11" d 17'-l(r d 16'-10" b 15-9" b 14'-10" b 14'-1' b 13'S' b 1Y-11" b 2" x 7" x 0.057" x 0.135" 21'-9" d 20'-S d 19'S' d 18'3' b iT3' b 16'4' b 15-T b 14'-11' b 2" x 8" x 0.072" x 0.240" 26-9" d 25'-2" d 2-T-11" d 27-11' d 27-0' d 20'-1 V b 19'-11" b Vr-1" b 2" x 9' x 0.072" x 0.239" 1 29'S" d 2T-8- d 26'4- d 25'-2- d 24--0" b 22'-9- b 21'-9- b 20'-10" b 2' x 9" x 0.062" x 0.321' I 31'-T d 29'-8" d 26'-2- d 26'-11- d 25-11- d 25-0" d 2V-1' b 23'-1' b 2" x 10" x 0.092' x 0.389" I 3&-T di 34'S' d 37-8" d 31'3' d 3V-1' d 294r d 28'-Y d 27*4" d Notes: 1. Tablas assume extrusion oriented with longer extrusion dimension parallel to applied bad. 2. Spans may be Interpolated. Table 3A.2130 HST Allowable Upright Heights; Chair Rail -Spans -or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-0 For 3second wind gust at 130 MPH velocity; usin design load of 18.0 NISF Sections Td Load WFdth' IM=PudinS aeln T-0' 1 T-6- 4'0" Allowable Height H' / bendln 'b' or deflec0on'd' 3" x 3" x 0.045" Fluted T-8' b T-Y b 6'-8' b 6'4" b S-1 V b S$' b 5'S" b 1 V3' b S-1' b 4'-10' b 3" x 3" x 0.060" Square 9'-6' b 8'-9' b 8'-2' b T-9' b T4" b V-11" b 6'-6' b 6'S' b 6'-Y b 5--11" b 3' x 3' x 0.093" Square 13'-T b 1Y-T b 11-10' b 11'-1' b 10'-T b 10'-1' b 9'-8' b 8'3' b B'-11' b 8'-T b 3" x 3' x 0A25" S uaro 16'3' b 15'-0' b 14'-1' b 13'-3 b 17-7 b 11'-71' b 11'-6' h 11'-0' b 10'-8' b 10'3' b 4" x 4" x 0.125' uare 20'-11' b 19'S' b 18'-Y b 1T-2" b 1G3' b 16 6" b 14--10' b 1 14'3" b 13'-9- b Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. 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 proving 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 a LL J Q fA M Z Z fn a MO X M G Z 2 W LU U_ LL LL J 2 Q M N Z Q W cM 5 W Z ZU O U) U J W Q fn 8 fp N LL W W Z5 ( m d W O u y a) (L a m d 10 m i1 LU vaXML ro 0) U0 md J 00 Z K WEET zCD z W 8-1301Z W m 10 OF12 O Table 3A.1.1-140 Town & Country Industries, Inc. 6005 TCI Allowable Edgeteam Spans - Hollow Extrusions • for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 Fnr 3 ennnnd wind n„"t n} 1An.4 R9 MP" v"I,vnv „"Inn dnetnn 1n 1 of 17 n RIAP IFS 7 JURP fnr May r-11-1 2" x 2"x 0.040" Hollow 2" x 3" x 0.045" Hollow Load Width (fL) Max. Span Wi(bandingWor deflection'd') Load Width (R.) Max. Span WI(bendin W or de0actlon'd 2 Span 3 Span 4 Span C.'- Nevsr 182 Span 3 Span 4 Span Can Ial vac 4 5-0 6- 6-4 d 0'-11" d 4 B'-7 d d 1-4 d 5 4'$ d 5-9' 5-10' 0-11' d 5 T-11 d Y 1'a d 6 4' 6 d 5'-5- d- 5'$ d 0'-10 d 6 T$ d T$ d' 1'-2' d 7 4-2 d 5'-2' d 5'-Y d U-9- d 7 r- d T4 b 1'-1 d a 3'-11 d 4'-11' d 5'-W d 0'-9- d 8 6'-10' dW6'-10" V-10' b l'-1' d 9 3'-10'd• 4'-9-d 4'-10' b 0'-9- d 9 6'-7' d 6'-5- b v(r d 10'$' d 4'-T d 4'- b 0'$' d 10 S4' b 6'-1' b 0'-11'd113'-7. d 4-5' d 44' b 0'-8' d 11 6'-0' b 5'-10' b 0'-1V d 1 3'$' d 44 d 4- b 0-8 1 b 5'- b 0'-11' d x x. 60" Hollow x4 x .w Load Width (ft.) Max. Span 1:1 bending'b' or deflection' Load width (fL) Max. Span'L'/ bandin 'b' or deflection' 182 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever 4 9' d 97d 9'-9 d 1'$' d 4 9'-1 d 11'3 d 11'$ d 1'-9' d 5 T-Y d 8'-11' d EF1 d 1'4 d 5 8'-5 10'S d 10'- b 1'-7 d 6 6'-9 8'-4 d F: d T:N d 6 T-11' d 9'-% d 97b 1$ d 7 6'- 5 d T-/1" d 8'-1' d 775_d 7 T 3' B'-11' b 1'-5' d 8 6'- 2' d r-r d r-9" d 1'-2' d 8 T-3" d 8'$' b 5' b 1'4" d 9 5'- 11' d TT d 5' d 1'-1' d 9 6'-11' d 8'-2* It r-11- b 1'4' d 10 1 5'$' d T-t' d 7'-2" b 1'-1" d 10 6-9- d T-9' b TS' b 1'-3- d 11 S 6" d 6-10' d 6'-10" b 1'-1" d 11 6'$' d TS' b T-2' b 1'3" d 1 5 4 d 6' tl 6'-0' b 1'-0 d 12 6'4' 1 6'-10 b IrY d x x 0. ollow Load Width ( fl.) Max. Spa n'L'/(bands 'b'or deflection'dr) 1&2 Span 3 Span 4 Span ax. Caniffever 4 S d 6'-11" d 7'-2 d 1'-1' d 5 5' 3 d 6$ d 6'- 11 d 6 4- tt' d 6-1' d 613' 0-11' d 7 TZ' tl-'-1 d 571" d 8 4'- 6' d 5-7- d 5'$' d 0' d 9 4' 4' d 5'4' d 5'-5- d 0' d10 4-2' d 5-Y d 3' d' EO'- d4-0' d411d5'-1' d-11d4-10' 4'-11 d d Notes: 1. Above spans do not include length of knee trace. Add horizontal distance from upright to center of trace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. Table 3A. 1.3-140 Town & Country Industries, Inc. TCi 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 Fora second wind gust at 140.1&2 MPH velocity: using destan toad of 17.0 M/SF Tribute Load Width T-0• T-0" W-0' S'-0' 6'-0' r-0" 8'-0" 1 10'-0" 1 12%0" 1 14'-0" I 16-0- 1 18'-0" Hollow' Beams Albwabla S n'L' I be 'b' or deflection'd' 2' x: 4' x 0.050" 71'-8" d 10'-0' d 9'-1" d 8'-5• d T-11' d T-T d T3' d 6'$' d 64" di 5'-11' di S-9' di SS' Salf.Mating Beams Allowable Span'L'/bend) b'ordeflectlon'd' 2" x 4: x 0.046" x 0.115" 12'-9' d 11.1' d 10'-1• d 9'-5' d 8'-10' d V-F d 8'-(r d T-5' d T-0' d V-8* d 6'4' b 6-11' b 2 x5" x0.050'x0.135' 15-9' d 13'-9' d IT-T d 11'-T d 1W-11•d 104' d 9'-11' d 9'-2* d 6-8' d 93' d r-10' d T-T d 2"x 6" x 0.050' x 0A35" 16-5' d 1 S-1' d 14'$' d 13'-7' d 12'-V d 12'-2' d 11'-T d 10'-9' d 10'-2* d 9'$' d 9'3' d 6-9' bi 2" x 7" x 0.057" x 0.135" 21'-1" d 16-5' d 16'-9' d 15'$" d 14'-7- d 13'-11' d 13'3' d 174' d 1 V-T d 11'-T d 10'-T d 10'-2' d 2" x 8' x 0.072* x 0.240" 25-11" d 22'$' d 2O'$• d 19'-Y d 18'-W d 1T-1' d 16'4' d 15-Y d 14'4" d 13'-T d 12'-1 V d 12'$' d r x 9' x 0.072" x 0.239' 26-T d 24'-11' d 22'$" d 21'-1" d 19'-10' d 18'-10' d 1 W-O' d 16-9' d 15'-9' d 14'-1 V d 14'4' d 13'-T d 2" x 9" x 0.08r x 0.321" 30'-8' d 26'-9' d 244' d 2T-T d 21'3' d 20'-Y d 19'4" d 1r-11' d 16'-10' d 16-0" d 154' d 14'-T d 2' x 10" x 0.092"x 0.389' 35'$' d 31'-V d 28'-2' d 26'-Y d 24'$' d 23'-F d 2T5' d 20'-9' d 19'-T d 18'-T d 1r-F d 1T-1' d Notes: 1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spare: more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascla or wall connection. 4. Above spare do not include length of knee trace. Add horizontal distance from upright to center of trace to beam connection to the above spans for total beam spans. 5. Spare may be Interpolated. Table 3A. 1.4-140 Town & Country Industries, Inc. 6005 T- 5 -- • • • a-• Allowable Spans for Ridge Beams with Self Mating Beams - - •- - • - • - _. ..•_, .; •-, .-,._ •.,r-, . for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 FM 3 v".•nnd wi..A m,e1 14Aa MDY v..l...•N... ..","" a"-t"" ,""• ..r.7 n Y,Ce Self Mating Sections Tributary Load Width'W' -Pudin S acin S-0" 6'-0' r-0" 8'-0" • 9'-0' 10'-0" 11'-0" 1Y-0" Allowable5 n' L'/bends 'W or deflection'd' 2" x 4' x 0.0W x 0.11S" 12'-r d 11'-T b 2" x 5" x 0.050' x 0.135" 15$' d. W-T d 13'-10' b 12'-11' b 17-2" b 1 V-T b 11'-0' b 10'-T b 2" x 6' x 0.050" x 0.135" 18'•3' d- 1T-1' b-15'-10' b W-10" It 13'-11" b 13'-3' b 17$' b 12'-1" b 2" x T x 0.057' x 0.135" 20'-10' d 19'-7* d 1V-4" b 1T-2* b 1 S-Y b 15-4' b 14'$' b 14'-0' b 2' x 8" x 0.072" x 0.240" 25$" d- 24'-T d 2Y-11' d 21'-1 V d 20'-9' b 19'$" b 18'-9' b 1T-11' b 2" x 9" x 0.072" x 0.239" 28'3' d 26'-T d 25-3- d 23'-11' b 22'-T It 21'-V b 20'S' b 19'$' It 2" x 9" x 0.082" x 0.321" 30'-3' d 28'-6" •d 2T-l' d 2S-10' d 24'-10" d 23'.9' It 27-8' b 21'$' b 2" x 10" x 0.092" x 0.389" 35.1' • d 33'-0' d 31'4' d 30'-V d 26-10' d I 2T-10' d 26'-10' b 25-W b Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad. 2. Spare may be interpolated. Table 3A. 2140 Town & Country Industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T-5 Sections bule Load Width Member ac 3' W.- OM 0" 3'$" 4'$" 5'-0' 5'-6" 6'-0" 6'$' 1 T-V I T•6" AllowableHeIrkht I Denclinn"Wor a action 2"x " x 0.040" Hollow 6'-9' 6'3' b 6-10' F-6' b I 5'3' b 4'-11' D 4%9' b 4-T 3" x 2" x .045" Hollow 4- b 6'-9' b 6'-4b 5'-11" b 6-8* It 6-5' D Y b 4'-11' b 4'-10 bI 4'$' b x3 x .045 ow 8-4 3 6-1 5 It 6-2 5-11 5$ 5-' S'3 2" x 3" x 0.060" Hollow 10'$' b 9'-9- b 9--1' b 8'-7- b 8'-2' b T-9' b r-5' b T-Y b 6'-11' b 6'$- It 2-x4 x. 50 Hollow 10-1 9'4" b 8-9- b 8'3- b 10' b 5' b r-t' b 6-10' b 6'- b 6'4' b x x0. Hollow 14'$' 13'- b 12'-9- b IT-11- b 114' b 10'-10- b 10'-5 b 941" b 7-7-6 797b x x0. xo. 5" S.M.B. 124' 17' IT= 10$' 1 -1 7 9- 8-9 85 b 8-1" r-10• 2" x 63 x 0. 50" x 0.1 .M.B. 14'-10 13'-9' b 2'-10 1 -Y 11-0' 10'Tr b 10 $ b 1 -1 b 9'-9- b 9'S' x 6" x 0.050" x .1 1 3' b 1 '-11 4'-11 b 14'-l' b 13'4' b 12'-9- b 12'- b 1 V-8 b/ 1'-3" b 10'-11' x x x 1 1 - 0 16- 15-11 15-3 1 -7 1 1 xB x .0 x 25'3' 23'S' b 21'-11' 19'-T b 18'$' b 1T-11' b 1r-Y b 16-T b 15'-11' b 2" x 9" x 0.0 Y x .239 .M.B. 293' b 2 '-1' 25'4' 23'-11' b 22'$' b 21'$' 20'$' b 19'-11' b 19'-Y 18'•6- x x .0 Yx . 2 " .M. . 3 -ab 3" b 28'4- b 26'$ b 254' 24'-Y 23'-1" b b 21'-5- b 20'-8' b x 0 x .09 x0.38 10 2-5 b 39$' 3T5 35$ 33'-10 3 5 31-1 11 28-11' nuies: 1. Above spans do not Include length of line brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.2140 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T- 6 Far 3 second wind Duat at Ida-1R2 MPH vnlne3fw neinn deem. 1n 1 of 94 n ICC Sections Trip Load Width W - Pullin Spec n T1' 3'•6" 4'- 0' 4'$" 5-0' 1 5,-0' 1 6'-0' T6'$' 1 r-0' _TV Allowable Height 'H' / bendl ' b' or deflac0on'd' 3" x 3" x 0.045" Fluted r-2' bl 6-7" bi 6'-2' b 5-10' bi S-T bi 5'3' b 5'-1' bi 4'-10" b 4'$' b 4'$' b 3" x 3" x 0.060" Square V-9" b 6-1' bi T-T b T-Y b 6-10' b 6'$- ill 6'-2* b S-11- b 1 5.9- b 6-7- b 3" x 3' x 0.093' Square 12'-r b 11'$' b 10'-11' b 10'4' bi 9'-9' 01 9'4" b T-11- bi 6-7- bj 63- b T-11- b 3" x 3' x 0.125' Square 15.0' b 13'-11' b IT-O" Ill 12'-3" bl 11'$' Ill 11'-1' bi 10'$' bl 10'3' b I 9'-10' b 9'$' b 4" x 4" x 0.125" Square 1 19'-5' bi 1T-1l' b 16-10' b IS-10" b 15'-1' b W4' bi 13'-9" bl 13'-2" b I IT-9" b 1 12'4" b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of trace to beam connection to the above spans for total beam spans. 2. Spans 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 indentificallon 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 con) uction with our 6005 engineering. A separate signed and sealed document from Town & Country will be provided to our pre -approved contractors onda the materials are purchased. TO 6005 SELF - MATING H rum ce A w S LL m zQ g m (¢ y- t•13 ce 0 mKLLMW, 90 2cc30g S J a D Z Q75 a f4 0` fY m0 Z W U ' LL J U Imo" Q d Z Q W ZU O 05 U W J fn Q a 8 D A N a) LL WLL- W C Q a w0LL a) cc m p r0 N W tWacN m U Q m U T J rL% lift ZT-_ W HEET z zLu w 8-140 LZ In 10 1OF 1210 REMOVE VINYL SIDING AND,.. SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS ! RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST Q EACH TRUSS !RAFTER THE FLOOR, WALL, AND ROOF THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME 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 THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME JSTALL NEW 48" OR 60' AUGER ANCHOR PER RULE 5C @ EACH NEW PIER. JSTALL 112" CARRIAGE BOLT HRU PERIMETER JOIST AND TRAP TO NEW AUGER NCHOR ALTERNATE: 4' x 4" P.T.P. POST W/ SIMPSON 4" x 4" POST BUCKET INSTALLED PER MANUFACTURERS SPECIFICATIONS TOP 8 BOTTOM ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = V-0" REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS /.RAFTER TO BOTTOM OF D011BL'E TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8x V DECK SCREWS @ 16' O.C. VERTICALLY REPLACE VINYL SIDING THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I MANUFACTURED HOME o KNEE WALL W/ 2 x 4 P.T.P. BOTTOM PLATE, STUDS & DOUBLE TOP PLATE B"L' BOLT @ 32- O.C. 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 TYPE III FOOTING OR 16'x 24" NAILED W/ 98 COMMON 6' O.C. , RIBBON FOOTING W/ (2)-#50 EDGES AND 12' O.C. FIELD OR BARS, 2,500 PSI CONCRETE 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: 114" = 1'-(" INTERIOR BEAM (SEE TABLES 3A.1.3) BEAM SPAN USE W/2 FOR BEAM SIZE) SEE INTERIOR BEAM TABLES AFTER COMPUTING LOAD WIDTH 3A.8 Anchor Schedule for Composite Panel Room Components ' •-- • -• - • LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED KNEE BRACE (SEE TABLES 3A.3}LENGTH 16' TO 24" MAX. ALL FOURTH WALL DETAILS POST SIZE (SEE TABLE 3A.3) MAX. POST HEIGHT (SEE TABLES 3A.2.1, 2) TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A MOBILE / MANUFACTURED HOME SCALE: 1/8" =1'-0' Table 3A.3 Schedule of Post to Beam Size wnanum Post/ream may 0e used as n nUnum knee brace Knee Bruce Min. Length Max L-gth 2'x2• 14- 7.0- 7*x2' 1'4- z•lr 2- x 2- V-0- 7.0' Tx 3- 1'•8' Z-G Z' x 4- 1'•6' 31-0' STUD WALL OR POST 6 : e . 12' \ x RIBBON FOOTING SCALE: 1/2" - V-W Minimum Ribbon Footinn Wind Zone S . FL x Post AnchorStud• @ 48- O.C. Anchors 100-123 10 -14 ABU44 SP1@32'O.C. 130-140.1 30 -17 V ABU 44 SPI@32"O.C. 140-2-150 30 - 20 ABU 44 SPH4 @ 48- D.C. Maximum 16' projection from host structure, Forstud wags use 12" x 8" L-Botts C 48" O.C. and Y square washers to attach sole plate to footing. Stud anchors shag be at the sole plate only and coil strap shall lap over the top plate on to the studs anchors and straps shag be per manufacturers specification. Connection Description BD-100 MPH 110-130 MPH 140-150 MPH Receiving channel to roof 10 x (f'+12') SMS 10 x (i'+12') SMS 10 x (T+12") SMS panel at front wall or at the 1 @ 6' from each side 1 @ 6" from each 1 C 6' from each receiving channel. of the panel and of the panel and of the panel and 0. 024" or 0.030" metal 1 a 12" O.C. 1 @ 8' O.C. t a 6' O.C. 1/ 4' x 1-12' lag 1/4' x 1-12" lag 3I8" x 1-1/2'lag Receiving channel to 1 @ 6' from each end of 2 @ 6" from each end of 2 C 6' from each end of wood deck at front wall. receiving channel and receiving channel and receiving channel and 2 pine or p.tp. framing 10 24- O.C. 2 @ 24- O.C. 2 0 24- O.C. 1/ 4' x 1-12' Tapcon 1/4' x 1-10 Tapcon 3/8' x 1-10 Topcon Reiceving channel to 1 @ 6" from each and of 1 @ 6' from each end et 2 @ 6' from each and of concrete deck at from wall. receiving channel and receiving charnel and receiving channel and 2, 500 psi concrete 1 @ 32" O.C. 1 @ 24" O.C. 2 @ 24" O.C. Recaiving channel to uprights, 8 x 3/4' SMS' 10 x 3/4' SMS 14 x 3/4" SMS headers and other wall 1 @ 6" from each end 1 a 4' from each end 1 @ 3' from each end connections of component and of component and of component and 0. 024" metal 1 Q 36.O.C. t @ 24- O.C. t @ 24- D.C. 0. 030' metal 1 @ 48" O.C. t @ 32" O.C. 1 @ 32" O.C. 114" x 1-12" lag 114" x 1-1/Y lag 318" x 1-12" lag Receiving channel to existing 1 @ S' from each end 1 @ 4" from each and 1 C 3' from each and wood beam, host structure, deck of component and ' of component and of component and or Infill connections to wood 1 C 30" O.C. 1 Is- O.C. 1 @ 21" O.C. Receiving channel to existing 1/4" x l-W4" Tapcon 114' x IAW Tapcon 3/8' x 1-12' Tapcon concrete beam, masonry wall, 1 (M 6' from each and 1 C 4" from each and 1 @ 3' from each and slab, foundation, host structure, of component and of component and of component and or infhll corm acted to concrete. 1 @ 48" O.C. 1 10 24" O.C. 1 1 9024' O.C. 1 @ 6' from each and 1 @ 4" from each 1 @ 3- from each Roof Panel to top of wall of component end of component end of component 1 Al O.C. 1 @ 8" O.C. I a S. D.C. a. To wood 10x"C+1-12" 10x"C+1-1/Y 10x"r+1-12, b. To 0.05"aluminum 10 x'r+12" 10x"P+12" 10x"r+Ur Notes: 1. The anchor schedule above Is for mean root height of 0.2V, enclosed structure, exposure "B',1=1.0, maximum front wag pro)ec6gn from host structure of 16', with maximum overhang of Z. and 10' wall height There Is no restriction on room length. For structures exceeding this criteria consult the engineer. 2. Anchors through receiving channel into roof panels, wood, or concrete I masonry shag be staggered side to side at the required spacing. 3. Wood deck materials am assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of anchors by 0.75. Reduce spacing of anchors for'C' exposure by 0.83. 4, Concrete Is assumed to be 2.500 psi @ 7 days minimum. For concrete strength other than 2,500 psi consult the engineer. Reduce anchor sparing fer'C' exposure by 0.83. 5. Tepcon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for. 1-12' embedment at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shall require 1-114' fender washer. Table 4. 2 Schedule of Allowable Loads ! Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load I Maximum load area (Sq. FL) 012D M.P.H. wind load Diameter Anchor x Embedment Number of Anchors t 1 2 3 4 114" x 1" 264#/11SF I 528#/22SF 792#/33SF 1056#/44SF 114"x 142" 396#/17SF 792#133-SF IISM50SF 1584#/66SF 114" x 242' 660#28•SF 1320#/55SF 1980#/83SF 264ON110-SF SH6"x 1" 312AW13SF 624#/26SF 936J#39SF 1248#152SF 5116"x 142" 466#2DSF 936#/30SF 1404f#59•SF 1872#//BSF 5116"x2- 12" 780#/33SF 1560#/65SF 2340#/98SF 3120#/130SF 18x 1" Al 356NISSF 712#136SF 1068#145SF 1424#/S9SF 3/8"xt- 1/2' 534#22SF 1068/H45SF 16602SF 2136#9SF 8907SF 170f4SF 27,318' x2-12 35601#1485F Anchor must embed a minimum of Y Into the primary host WIND LOAD CONVERSION TABLE For Wind Zoneslftegions other than 120 MPH (Tables Shown). multiply allowable bads and roof auras b the conversion factor. WIND REGION Applied Load CONVERSION FACTOR log 26. 6 1. 01 110 26.8 1. 01 120 27.4 1. 00 123 28.9 0. 97 130 322 0.92 140.1 37.3 0.86 140.2 37.3 0.86 150 42.8 0. 80 Allowable Load Coversion Factors for Ed Distances Lass Than 9d Edge Distance Allowable Load Muh/ p8a Tension Shear 12d 1. 10 127 lid 1.07 1. 18 10d 1.03 1. 09 ad 1.00 1. 00 Bd 0.98 0. 90 7d 0.95 0. 81 Bd 0.91 0. 72 5d 0.88 0. 63 Note: 1. The minknum distance from the edge of concrete to the center of Ore concrete anchor and the spacing between anchors shall not be less than 9d where d is the anchor diameter. 2. Concrete screws are limited to P' embedment by manufacturers. 3. Values fisted are allowed loads with a safety factor of 4 applied, 4. Products equal to rowl may be substituted. 5. Anchors receiving bads perpendicular to the diameter are In tension. Anchors receiving bads parallel to the diameter are shear bads. Example: Determine the number of concrete anchors required by dividing the uplift bad by the anchor allowed bad. For a 2" x 6' beam with: spacing = T-T O.C.; allowed span - 25'-9" (fable 1.1) UPLIFT LOAD =12(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBEROFANCHORS •_ [W(25.75') x T x 7#/Sq. FL)/ALLOWED LOAD ON ANCHOR NUMBEROFANCHORS = 63OS75#/300# - 2. 102 Therefore, use 2 anchors, one (1) on each side of upright. Table Is based on Rawl Products' allowable bads for 2,SW p.s.l. concrete. I Q Z U) 20 W U 0 LU H fq IL LU U R U F=- J < 0 U w U M Q 0 L( J 0 Q ZU LU f4 CO D J a CID U) z LL W M W 2 m X C LL W WO o 0 IL v ro LLl= 61 C ( 3MQ r jmRN Cc m z W 111 axkML m ° 8 O mU ° m OC U o- z n z J I' a z W O LL CO7SHEETz ccw ci zJt izw 0 N_ g w m z Z120w0 01-12- 2010 OF 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 adquate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed - addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense}shall hire an architect or engineer to verify host stricture capacity. 3. When using TEK screws in lieu of S.M.S longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live load shall be 30 PSF- 5. The shapes and capacities of pans and composite panels are from "Industry Standard' shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard' Tables for allowable spans 6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked and reinforced for the enclosed building requirements. 7. Composite panels can be loaded as walk on or uniform loads and have; when tested, performed well in either test. The composite panel tables are based on bending properties determined at a deflection limit of U180. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1' fine thread sheet rock straws at 16" O.C. each we 10.Spans may be interpolated between values but not extrapolated outside values. 11.Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1. 12. All fascia gutter end caps shall have water relief ports. 13.AII exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon sealent. Panel area around screws and washers shall be cleaned with xylene (xybl) or other solvent based cleaner prior to applying caulking. 14.AII aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coaling 15.131similar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete masonry products or pressure treated wood shall be coated w/ protective paint or bituminous materials that are placed between the materials listed above. The protective materials shall be as listed In section 2003.8A.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless steel grade 304- or 316; Ceramic coated double zinc coaled or powder coated steel fasteners only fasteners,that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall not.be used. RO'OF.PMELS DESIGN STATEMENT: The'roof systems are main force resisting systems and components and cladding in conformance with the 2007;Fiorida Building Code w/ 2009 Supplements. Such systems must be designed using loads for compbnerits and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 30; roof slope 0 lo 20";ll =0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Sereep!Rtioms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00•for open structures, 0.18 for enclosed structures. All pressures shown are in PSF. 4 1. •F.reestending structures with mono -sloped roofs have a minimum live load of 10 PSF. The design wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped factor of 0.75.• 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and modular rooms. 4. For live bads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind loads are from ASCE 7-05 Section 6.5, Analytical Procedure for glass and modular rooms. 5. For partially enclosed structures calculate spans by 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 Helghr 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 7 0.a8 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.a5 0.89 1.66 0.78 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 mW INDUSTRY STANDARD ROOF PANELS 12.00' 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" =1'-W 00 12" WIDE x 3" RISER INTERLOCKI SCALE: 2' = V-0" I CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2' = T-W ALUMINUM SKIN TABLES Open SMictums Mono Sloped 1- 0.87 for 90 to 100 MPH 1= 0.77 for 100 to 150 MPH KCpi - 0.00 Zone 2 loads reduced by 25% Screen Rooms Attached Covers 1=0.87for 90to100MPH 1- 0.77 for 100 to 150 MPH KCp1= 0.00 Zone 2 Glass & Modular Enclosed Rooms Roof Overs 1- 1.00 KCpi - 0.18 Zone 2 Overhang / Cantilever All Rooms 1- 1.00 KCpi - 0.18 Zone 3 Basle Wind Pressure Effective 50 20 Area 10 Basic Wind Pressure Effective Area BaslcWind Pressum Effective Area Basle Wind Pressure Effective Area 50 20 16 50 20 10 50 20 10 100 MPH 1 13 13 16 25 1 17 20 23 1 26 17 23 27 30 17 27 38 45 110 MPH 14 14 17 20 1 18 21 25 28 18 27 32 36 18 33 46 55 120 MPH 17 17 20 23 22 25 39 43 22 39 54 65 123 MPH 18 17 21 24 23 26 34 41 45 23 41 57 69 130 MPH. 20 20 23 27 26 29 V332232 3845 51 26 46 64 77 140- 1 MPH 23 23 27 31 30 34 44 53 59 30 53 74 89 140. 2 MPH 23'23 27 31 30 34 44 63 59 30 54 74150 MPH26' 26 32 36 34 39 51 60 68 34 61 85 102 Minimum live bad of 30 PSF controls in high wind velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 713 on this page. Anchors for composite panel roof systems were computed on a bad width of VY and a maximum of 20' projection with a 2' overhang. Any greater load width shall be site specific. E. P.S. CORE 8 w SIDE CONNECTIONS VARY 13 ( DO NOT AFFECT SPANS) 48. 00" COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2" =1'-0' PRIMARY CONNECTION: 3) # ' SCREWS PER PAN WITH 1' MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER 10 x 1-1/2' S.M.S. (2) PER RAFTER OR TRUSS TAIL 10 x 3/4" S.M.S. @ 12" O.C. EXISTING FASCIA FOR MASONRY USE 1/ 4" x 1-1/4' MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/27 S. M.S. OR WOOD SCREWS @ 12" O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAILS IEL TO FASCIA DETAIL SCALE: 2" =1'-0' ROOF PANEL TO WALL DETAIL SCALE: 2" =1'-0' SEALANT HEADER ( SEE NOTE BELOW) ROOF PANEL x 1/2' S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS 1- 1/2" x 1/8' x 11-11T PLATE OF 6063 T-5, 3003 H-14 OR 5052 SEALANT HEADER ( SEE NOTE BELOW) I: UIa7 a x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 1/2" LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH # ' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #-* x 9/16' TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # ' x 1/2' S.M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 100 - 1231 130 1 140 1 150 8 1 #10 -1 #12 1 #12 1 ... " ' EXISTING TRUSS OR RAFTER 2) # 10 x 1-1/2" 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 PANEL Lu zaw ao E Z POST AND BEAM (PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION PAN ROOF PANELS SCALE: 2" = V-W INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF- C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ T 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. 0 ZW atr OO W toR 0 Zw W Z0 ZWa 0 LL7 Q Z J Z E Z ( n co p W c Q Z o MO co T Z O O 0 0 W a~ U W IU) ui WZ caZ a- fn Z W 0 IL U)> W° d OJ D co U_ Z LU o M J U J Z a tL o U W LL Q Z O Wr, ZLLI O J jCO WLjZm Z , X Z W c 20 LL I.- o OQflyy 1.-^ o IL t+I N to n toLL W i-i " w lZtt 0 LL a of v Nofr- co t W m JU > Cj C U 0) a J ui d0 N o- lltzt v v 0 Zo W ui00wSEASHEETzC0 10A 0) M n 12M12-2010 OF 0 EXISTING TRUSS OR RAFTER 10 x 1-1/2' S.M.S. OR WOOD - WOOD SCREW (2) PER RAFTER OR TRUSS TAIL 10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12' O.C. 8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 2" = l'-0' #14 x 1/2" WAFER HEADED WOOD FRAME, MASONRY OR / I r S.M.S. SPACED @ 12- O.C. OTHER CONSTRUCTION FOR MASONRY USE: 2) 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 12" O.C. FOR WOOD USE: 14 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 2' = V-0" WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. AEI HORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING LQNVERSION: 1100-1231 130 1 140 1 150 8 1 #10 1 #12 1 #12 IX1ST,IN6 TRUSS OR RAFTER 10 x 3-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE 8 x 1/2" S.M.S. SPACED @ PAN RIB MIN. (3) PER PAN FLASH UNDER SHINGLE Lu 1-1/2" x 1/8' x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL SCALE: T =1'-0" REMOVE RAFTER TAIL TO HERE j - REMOVE ROOF TO HERE 8 x 1/Y S.M.S. SPACED i @ 8' O.C. BOTH SIDES EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE 10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE COMPOSITE ROOF PAN HEADER NEW 2x_FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2' = l'-0' EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2' S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I 10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12' O.C. EXISTING FASCIA 6' x T x 6' 0.024" MIN. BREAK FORMED FLASHING ROOF PANEL' x_ SCREW #10 x ('P + 1/2") W/ 1-1/4" FENDER WASHER FOR FASTENING TO ALUMINUM USE TRUFAST POST AND BEAM PERHDx ("t" + 314") AT 8" O.C. FOR UP TO 130 MPH — TABLES) WIND SPEED'D' EXPOSURE; 6" O.C.ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED D" EXPOSURE. ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" = 1'-W INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. 8 x 1/2' ALL PURPOSE SCREW @ 12" O.C. BREAKFORM FLASHING 10, 3" COMPOSITE ROOF PANELSEESPANTABLE) STRIP SEALANT BETWEEN _ FASCIA AND HEADER 1/2" SHEET ROCK FASTEN TO PANEL W/ 1" FINE THREAD SHEET ROCK SCREWS @ 16"= DRIP RATION BETWEEN O.C. EACH WAYND PANEL IS FASTENING SCREW SHOULD/4" THE FLASHING BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED THE EDGE OF FLASHING HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) Z BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 8 x 3/4" SCREWS @ 16" O.C. 8 x 1/2" SCREWS @ EACH RIB ROOF PANEL w ---- a o 1-112" x 1/8" x 11-11T PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 8 x 1/Y S.M.S. @ B" O.C. HEADER (SEE NOTE BELOW) EXISTING HOST STRUCTURE FOR MASONRY USE WOOD FRAME, MASONRY OR 1/4" x 1-1/4" MASONRY OTHER CONSTRUCTION ANCHOR OR EQUAL @ 24' O.C.FOR WOOD USE 10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12- O.C. ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS SCALE: 2" = 1'4r NOTES: 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL COIL 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE INSTALLED. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS MORE THAN 1' THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS DROP. 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" 03 MIL ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME J Q z co Q2ED z0 0_ t0 a 0 z 0I- w 06 W U Z F=- -J O U U J Q Qza w LL Ir J Q Z THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1' cl' MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN r, z 1" FASCIA (MIN.) I_ 10 x 1-1/2" S.M.S. @ 16" O.C. w 0.040" ANGLE W/ #8 x 1/Y S.M.S. @ 4" O.C. OLL COMPOSITE ROOF PANEL wm 0 O w w HEADER (SEE NOTE BELOW) z z Z 8 x (d+1/2") S.M.S. @ 8" O.C. w 1% FOR MASONRY USE 0LL 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 10LONG CORROSION RESISTANT SCALE: 2" =1'-U" S. M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE #8 x (d+1/2") LONG CORROSION.RESISTANT S.M.S., PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x V OF THE ABOVE SCREW TYPES AND ' THE ABOVE SPECIFIED RIB SCREW. rn wa O UO w08- 12-2010 O F 0 0 in IL O O z zw w EET z w11 0 B w - - 12 0 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.TGFIT PLYWOOD / OSB BRIDGE FILLER w II zO F W fO O a I EXISTING TRUSSES OR e, I II RAFTERS NA B Y 1. H-B 1 II HOST STRUCTURE FASCIA OF HOST STRUCTURE 2' x _ RIDGE OR ROOF BEAM SEE TABLES) SCREEN OR GLASS ROOM WALL (SEE TABLES) PROVIDE SUPPORTS AS REQUIRED r W / VARIES 7F . ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB COMPOSITE ROOF: SCREEN OR SOLID WALL ROOM VALLEY CONNECTION8x "P' +1/2" LAG SCREWS W/ 1-1/4"0 FENDER WASHERS @ PLAN VIEW 8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = V.0. 2"X 2"x 0.044' HOLLOW EXT. 5/16"0 x 4" LONG (MIN.) LAG SCREW FOR 1-1/2" EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL ALUMINUM USE TRUFAST HD x (R" + 314") AT 8" O.C-'FOR, UP TO 130 MPH WIND SPEED "D' EXPOSURE; 6" O.C. ABOVE 130,MPH AND UP TO A •150'MPH WIND SPEED "D" EXPOSURE WEDGE ROOF CONNECTION DETAIL SCALE: 2' = V-0" r COMPOSITE PANEL 1" x 2"'OR 1" x 3' FASTENED TO PANEL W/ (2) 1/4' x 3' LAG SCREWS W/ WASHERS FOR 140 & 150 MPH USE 2) 3/8" x 3" LAG SCREWS W/WASHERS POST SIZE PER TABLES BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF 12 Q 6 SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4" =1'-U" 30# FELT UNDERLAYMENT W/ 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT AGAINST EXISTING ROOF 0.024' FLASHING UNDER EXISTING AND NEW SHINGLES A FASTENERS PER TABLE 313$ MIN. 1-1/2' PENETRATION 2 x 4 RIDGE RAKE RUNNER TRIM TO FIT ROOF MIN.1- @ INSIDE FACE FASTEN W/ (2) #8 x 3' DECK EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS RIDGE BEAM 2" x 6" FOLLOWS ROOF SLOPE A - A - SECTION VIEW SCALE: 1/2" = 1'-0" B - B - ELEVATION VIEW SCALE: 1/2" = V-0" ATTACH TO ROOF W/ RECEIVING CHANNEL AND 8) #10 x 1" DECK SCREWS -------- AND (8) #10 x 314" S.M.S. RIDGE BEAM 2" x 6" EXISTING 11T OR 7/16" SHEATHING B - B - PLAN VIEW SCALE: 1/2" =1'-0' POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U-CLIP W/ (4)1/4- x 1-1/2" LAG SCREWS AND (2) 1/4' x 4" THROUGH BOLTS TYPICAL) TRUSSES OR RAFTERS 2)1/4" x 4' LAG SCREWS AND WASHERS EACH SIDE 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 ')" =1'- FOR FASTENING TO WOOD USE TRUFAST SD x Cr + 1-1/2") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE'D"; 6- O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE'D' ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 18'-0' OR LESS 3) #8 WASHER HEADED SCREWS W/1'EMBEDMENT CAULK ALL EXPOSED SCREW HEADS AND WASHERS UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2" =1'-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/ 3/4' ALUMINUM PAN WASHER CAULK EXPOSED SCREW HEADS SEALANT 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL AND 1/4" x 5" LAG SCREW MID WAY BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 ; SCALE: 2" =1'-0" EXISTING FASCIA PLACE SUPER OR EXTRUDED EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP'EDGE SEALANT 10 x 2" S.M.S. @ 12" O.C. 112" 0 SCH. 40 PVC FERRULE 1# 8x 3/4" PER PAN RIB J 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 TAIL AND 3" 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 PANEL 1/4' x 4" THROUGH BOLTS TYPICAL)- SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 SCALE: 2" = V-0' m d 0d Q J za cc 3o 8g J Q Z (D Q 2 C/) mO J O Q0' W 0 0 Z O U) U W °d W II U Z Z U } O J Q Q N Z w LL W J Q CO "' O C7 m n J r3c m LL W Ei: 0_ LL2j LL O mmQ O COL YCCUmn N L W a o m UX_(( U z SEAL w U SHEET Z u _ w T 10.0 z z _ m OB-12-2010 OF 12 0 . BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER SEALANT BEHIND DRIP EDGE 10 x 4' S.M.S. W/ @ 1ZFENDERWASHER@12" O.C. CAULK SCREW HEADS & EXISTING TRUSS OR RAFTER R13"COMPOSITE WASHERS SEALANT CAULK EXPOSED SCREW 10 x 2" S.M.S. @ 24' O.C. HEADS ROOF PANEL 1/4" x 8" LAG SCREW (1) PER MIN. SLOPE 1/4' : l') TRUSS / RAFTER TAIL 1/2" 0 SCH. 40 PVC FERRULE EXISTING FASCIA EXTRUDED OR SUPER GLITTER EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2" = l'-W OPTION 1: 2" x _ x 0.050' STRAP @ EACH COMPOSITE SEAM AND 112 CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/ HEADS 3) #10 x 2" INTO FASCIA AND PLACE SUPER OR EXTRUDED 3) #10 x 3/4' INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: 1/4" x 8' LAG SCREW (1) PER TRUSS / RAFTER TAIL IN 100 SCH. 40 PVC FERRULE SEALANT 10 x 2" S.M.S. @ 24' O.C. 3" COMPOSITE ROOF PANEL MIN, SLOPE 1/4' : V) EXTRUDED OR 3' HEADER EXTRUSION EX)STING TRUSS OR RAFTER SUPER GUTTER FASTEN TO PANEL W/ EXISTING FASCIA 8 x 1/2" S.M.S. EACH SIDE @ 12O.C. AND FASTEN TO SEALANT GUTTER W/ LAG BOLT AS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2" = V-0" GUTTER BRACE @ 2'-0" O/C — CAULK — SLOPE ammumoom COMPOSITE ROOF J / SUPER OR HEADER — EXTRUDED PSOFFrr CAULKGUTTER Tx9" 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" =1'-0" ALTERNATE 3/4"0 HOLE GUTTER PAN ROOF T 12 318" x 3-1/2" LOUVER VENTS FASCIA COVERS PAN & SEAM ® OR 3/4"0 WATER RELIEF OF PAN & ROOF HOLES REQUIRED FOR 2-1/2" 3" RISER PANS GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8" x 4" LOUVER @ 12" FROM EACH END AND 48' O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD- UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-1/2" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2' = l'-0" FLASHING 0.024" OR 26 GA. GALV. T x 2" x 0.06" x BEAM DEPTH + 4" ATTACH ANGLE "A' TO FASCIA W/ 2-318" LAG SCREWS @ EACH ANGLE MIN. 2" x 3" x 0.050' S.M.B. (4) 10 S.M.S. @ EACH ANGLE EACH SIDE I— A B I A = WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: 2) 2' x 2" x 0.060' EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8"•x 2' LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4' CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3- ALTERNATE) ( 1) 1-3/4" x 1-3/4' x 1-3/4' x 1/8" INTERNAL U-CUP ATTACHED TO WOOD WALL W/ MIN. (3) 3/ 8" x 2" LAG SCREWS PER SIDE OR (3)1/4" x 2-1/4' CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3- CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: 2" = 1'-0" RECEIVING CHANNEL OVER BEAM ANGLE PROVIDE 0.060" SPACER @ RECEIVING CHANNEL ANCHOR POINTS (2) 10 x 2-1/2' S.M.S. @ RAFTER TAILS OR @ 2" O.C. MAX W/ 2' x 6" SUB FASCIA d 5 ao o z o a arz Ch N w Z $ zQ co it d c of ow 0 0 30 g5 2" x 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" = l'-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 0 zK w aPAN OR COMPOSITE ROOF K PANEL LL 00 8 x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM w mROOF PANEL TO BEAM DETAIL o WHENFASTENINGTOSCALE: 2' =1'-U' 0 ALUMINUM USE TRUFAST HD x z t' + 314") AT 8" O.C. FOR UP TO FOR PAN ROOFS: cc w130 MPH WIND SPEED D"; w 3) EACH #8 x 1/2' LONG S.M.S. z EXPOSURE 6" O.C. FOR ....... ...... ......... 7. PER 12' PANEL W/ 3/4' c7 ABOVE 130 MPH AND UP TO ....a;:•;:;•:;•; •; ;;;:•",.7. ::: ALUMINUM PAN WASHER z w150 MPH WIND SPEED EXPOSURE' D' ::: 0 LL CAULK ALL EXPOSED SCREW HEADS & WASHERS ROOF PANEL FOR COMPOSITE ROOFS: PER TABLES SECTION 7) 10 x (t + 1/2') S.M.S. W/ SUPPORTING BEAM 1- 1/4"0 FENDER WASHERS PER TABLES) @ 12- O.C. (LENGTH = PANEL THICKNESS+ V) @ ROOF BEARING ELEMENT SHOWN) AND 24- O.C. @ NON - BEARING ELEMENT(SIDE WALLS) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 2' =1'-0' J Q M M z to c no =' ` Z O H i 7 0' w J 0 N 0Z ZO_ W ca W i Z 1 Z U OU i J FFm Q Z rn Z a W 0O i M J Q co coO n rM z ^ J C M LL w LL LLI S) W d W p LL i N > a m m u Ld b ii m SHEET V 8 m w wm08- 12-2010 O V 1 t7 zz w wz0 z w10D z w 1 12 O 0.024' x 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL J { f 1/8" x 3" x 3" POST OR SIMILAR 10 x 4" S.M.S. W/ 114 x 1-112' S.S. NEOPRENE WASHER @ 8" O.C. SEALANT 8 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 3) 1/4-0 THRU-BOLTS (fYP.) 8 x 9/16' TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM (a) POST DETAIL SCALE: 2" = 1'-0' 0.024' X 12" ALUMINUM BRK MTL RIDGE CAP FASTENING OF COMPOSITE PANEL' VARIABLE HEIGHT RIDGE SEALANT BEAM EXTRUSION 8 x 9/16- TEK SCREW @ 8' 4 O.C. ROOF PANEL J _ CAULK ALL EXPOSED SCREW HEADS AND WASHERS 2" x _ SELF MATING BEAM 1/8" WELDED PLATE SADDLE W/ (2) 1/4- THRU-BOLTS 5 RE6AR IMBEDDED IN TOP OF.CONCRETE COLUMN (BY a •. ` OTHERS) WHEN -FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 3/4') AT 8" O.C. FOR UP TO 130 MPH WIND SPEED FXPOSURE "D-; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE'D" fS. PANEL ROOF TO RIDGE BEAM (a) CONCRETE POST DETAIL SCALE: 2" = V-0" c 8 x 1/2" CORROSION RESISTIVE WASHER HEADED 0.024' ALUMINUM COVER PAN SCREWS @ 24' O.C. OR CONTINUOUS ALUMINUM ALTERNATE #8 x 1/2" S.M.S. SHEET W/ 112" 0 WASHER. x W TYPICAL INSULATED PANEL SCALE: 2" = 1'-0" NOTES: 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER 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 SPANSW/ 0.024' ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL 81.20 FOR H-14 OR H-25 METAL. COVERED AREA TAB AREA NUNpNN m 3/8" TO 1/2"ADHESNE BEAD N'H o w a FOR A1"WIDE ADHESIVE uN' zp STRIP UNDER SHINGLE MIN ROOF SLOPE 21/2:12 h m NW SUBSEQUENT ROWS aiip STARTER ROW rzCOMPOSITEPANELW/ EXTRUDED OR BREAK FORMED CAP SEALED INco i Q ro 8 PLACE W/ ADHESIVE OR co SCREWS o oa g o SEALANT BEADS mw ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESNE'. APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8' TO 112" DIAMETER SO THATTHERE IS A 1" WIDE o STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL 5SURFACESWITHXYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER J zOFORAREASUPTO120M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE Q O u AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA STARTER SHINGLE Z a a ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. Q 2 U) N t2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD 2 o DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID Q U) z COVERED AREA Ij z m FOR AREAS ABOVE 120 M.P.H. WIND ZONE: J O w ul 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE Z Z w a w iATMIDCOVEREDAREAANDTWOSTRIPSATMIDTABAREASHINGLEROWINSTALLEDWITH0 THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. a w 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO W ° W m SSTRIPSOFADHESIVEATMIDCOVEREDAREA U Z N w ADHESIVE: BASF DEGASEALTM 2000 L) wo O COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL D U W L)) SCALE: N.T.S. Q Z z Z IL Lu W LL 5 m COVERED AREA Z_ T_ O o F TAB AREA W/ 1" ROOFING o 0 0 0 E NAILS M iU. w INSTALLED PER o I MANUFACTURERS SPECIFICATION FOR NUMBER o z AND LOCATION d MIN. ROOF SLOPE 2-1/2: 12 CC)U) 0 C9 n a 2 o 2 N 0 SUBSEQUENT ROWS 0 z F LL W - LL w 3/8' TO 1/2" ADHESIVE BEAD C W 6 c0 FORA 1' WIDE ADHESIVEd W m u- STRIP UNDER SHINGLE j m o STARTER ROW 0 C (L y w COMPOSITE PANEL W/ o a) :3" '° m 0 0EXTRUDEDORBREAKPa t FORMED CAP SEALED IN w LLj x V d PLACE W/ADHESIVE OR #8 m 0) _ m° z WAFER HEADED SCREWS 0 > 0 m C w 7/16" O.S.B. PANELS z_ N O a O SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-112:12 AND GREATER ww z m F z 1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 0 2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. w N3. SEAL ALL SEAMS WITH BASF DEGASEALTM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,- WATER OR OIL 0r LL 4. APPLY 3/8"0 BEAD OF BASF DEGASEAL- 2000 TO PANELS @ 16' O.C. AND AT ALL EDGES AND INSTALL 7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING AlO SHINGLES. 0 05. • INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.38. 0z 6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, SEAL 0: 1507.3.Lu 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK c0) SHEET z SCREWS @ 8- O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6- O.C. z EDGES 12' O.C. FIELD. FOR 140-1 AND UP TO 150 MPH WIND ZONES. O w COMPOSITE ROOF PANEL WITH O.S.B. w 10 E z AND STANDARD SHINGLE FINISH DETAIL Z SCALE: N.T.S. 12 wm 08-12-2010 OF 0 r Table 7.1.1 Allowable Spans and Design / Applied loads' (#/SF) for Industry Standard Riser Panels for Various Loads Wind Open Stnuctures Momsloved Roof Scre.n ooms Attached Covers Glass ooodular rns Enclosed er h-ra Cantilever ZoneMP 1&2 s Moad' JsMoad' 4annoad• 1&2 s Moad' 3 s nnoad• d s annoad' 1a2 spa Moad• 3 s anlload' 4 s &Moad' AllRoofs 100 4'-10' 25 5-11• 5 S-1 25 4'-9" 26 5-11 2 S-0' 26 4'S' S'-T 5'-9- 30 7'-1 4 110 S 2 2 4'$" 2 5'- 5'-70 5' 5 1'A' S5 33 5'S' S'- 33 4'-0' 43 4'-11 4 5'-1 43 1 65 35 5'4' S'-5 35 11' 45 4'-17 45 4-11 4 1'-7 till 1 1 17 4'• 39 S- 9 3 39 3'-10' S1 4' 1 T-t 1 1'77 14 57 31 1 17 46 4'-1 4'-17' 46 3'-1 51 4'$- 1 4'-t t 1'$ 69 140• 4'S" 1 5'• 1 5' 1 11' 4 4'-10' 17' 4fi 3'•T 59 4'S' 4'- 5 1'$ 15 4' 9 52 4'$' 2 4'- 2 3'•5 68 4.96a 4.4 1'-5 1 Wind pan truehrtes Mono -Moved f Attached DomeCovers ass Mod4ar ooms Enclosed OverhangCmtnevar ZoneMP 1aMoad' 3sMoad• 4aMoad• 1&2 s Moad• 3aMoad' 4 s annoad• 1&2 s Moad' s Moad' 4aMoad' All Roofs 1 6 65 6' 2 1' 26 6'4' 2 6'•5 6 4'-1 6' S- 1'-11- 4 11 11 20 41 1 20 4-11 28 6'-Y 3 8 4'- 5'-8" 36 9 1 1 6'- 4'- 1 11 33 4'-4 6-4 5'-5 4 1-9 12 S 24 6'$' 24 24 4'-8' S' S'-1 4'J' 4 5' 4 1- 9 130 S4 2 6'-3' 2 64 2 4'S 5'S 39 5'-T 4'-1' S1 5'-0' 1 5'-2 1 1'$ 140.1 5'-0 31 5'-11' 1 6'-1 31 4'-3' 46 3' 46 4' 46 4'-1 51 tr4r 1 5'-Y 51 1'- 89 1 V_ 31 11' 31 5-1' 31 4'-3 46 5'-3' 46 5'4- 46 3'-11' S9 4'-10' 4'-11' 1'- 89 1 4'$ 36 S-8 35 5' 36 4'-1. S2 5'-0' S2 5'-1 5 4'-T 6fI 4$' 6 1' 1 2 Wind n tructures MonoSloped Roof ueen Rooms Attached Covers Glass & Modular s Embsed Overhang, C-111-or Zone MPH 162 c Moad' a Dad' eve Moad' spannoad. spa 4 s aMoad• 1&2 s annoaW 3 s Moad• 4 a Moad• All Roofs 100 1' 25 T-8' 1 5'-11' 7'-5' 26 5 2 5'$' T-1' 30 Y 130 74 4 11 it 20 6- 20 4 17 5'- 2' 4 28 54' 8' 36 6 36 7- 1 it 20 5-6 33 6-1 ' S-11 1' 43 43 64 4 1 6 123 5 24 7 24 9 21 6$' 35 10 35 4-11' 4 6-3 till 13 2 S 23 5 5 3 6- 3 4-T 5-11 1 6.0 5 1- 1 7 140-1 5-11 1 11 1 1 4-11 46 6-1 4 3 46 4- 51 SAT- 51 S. 1-1 140.2 5-1 31 11 1 31 4-11 4 6-1 S 46 4- 59 5• 59 5'-9 5 1-1 68 150 S-7- 36 4'• S-1 52 5'-11 52 a- 68 514 68 5'S 1 1 Note: Total roof panel width • mom width + well width+overhang. •Design or applied bad based on the affeclWa area of the panel Table 7.12 Allowable Spans and Design / Applied Loads' (#ISF) for Industry Standard Riser Panels for Various Loads 1.17Yx 12-x 0.024- 2 or5 Rib Riser Panels AkminurnAlloy3105H-14or H-25 k rt MA EL7E$ iFzi i i Q E3iiEi•E%7f1 F311 i I]iia16.''l ii E,9 MEAKMEK- 1IML` MIKIRZEAAIRMUMF7 im 1F[]7F37E3S 0 iL'1Ii11 E3iiF Ei® F7iliFiiF 7 3iFklF7Y 7GEii l ri©iDE]E 1m[i7L•;s I1E$ 3i F l'1 F3lf F:lE•3Di F L E?i ai f E1 if 1 m 1K7' E-MAiUMA[SiF3l[F37 im filr 3i]®E 4iE E]iF OSi Fd E9 FL i® i ill€3iQ E 10E1 Q7 i1F 7E 51F lE F 7IIIJUiNA 6E'.> E)31170 3i0t iF 7 C3i©E$i1F E 31F i0Q iiLlE 3iDaUMEM 1 ii Fi 7 t'i'3i I t'i.3i b7 Ej6D11 Fi7 4 F?l e1i Fi lE1-3ii$-i tr•7CC'i m F 3i Eti', i' l C•757Fkll'13CiiFs7 iFs7E$Ii©[IIi©i 3iiCc4.7E]O iiGFl®FtffllL{i 7Q i7Fil iiF3lf F3lE ii'•i[Ci(ri©i iiL itii6IiFdfiL]' Q.' SIE i®3ii[3lft i®t•m.S m F3lE iiE3l iiF31' iOL I 7 iLME3SiiF3lIiFLfi i®E1C]ifCl+1fC1C31Lr.ifi1F E1€ifl afaSDiQ] il;)• E7 i B:] y B:i i i Lt'•] ld['ri Eft F7 111! E t'15117 F L•lEiQ•ii L•'•] E1t3i 3l f 13L-i iLY. iL>• i+i ifiGlifl7iP3 iiL•11faSiiFi7t3 i F3]CieSiiiFidf F+3i]CiSi ltiii F€i i iif) i1bL`iFi7t'fiftlfliiff7Gem Fi7 G iF3]V•''iiF?lt CSiiE Iidi T 7• iC3i F iiF i iF fiIIi 7 iFilt'L'SiYil ri 7 1 t 7E73Q11f iaT7iLF7i ili lE3;iiF KU7iriFLIET F3lF 1i®f4 i 1B3®faijli 3imFi ii[I] ILID€ iiFilriiiiFilG.7iFilE7ifC'imQjEr L'E iim[ir imfarlimF li[F] a' 21t[IItLEiiF3lrE3iF31 ra0 fi iiE7 iiEt7 t7F](i 110F"fa t>,: Sik lDifCi®• f F]1>i:lI1 F ifi iiEi'E'L',l F.Tlt''i'iim' li[Y Note: Total roof panel width • room width +well width + ovediarig. -Design or applied bad based m the effective area of the panel. Table 7.1.3 Allowable Spans and Design I Applied Loads* (#ISF) for Industry Standard Riser Panels for Various Loads Wind Open Mom.M. StructuresedRoofscra.. Rooins a Attached Cove Glass & Modular elms Enclosed Rooms a ang Cantilever Zone MPH 1 s aM-d• 3 c annoad' 4 s &Moad' 1 snlbad• s Moad• 4 a 1 Moad• 3 s _Moad' 4 n aMoad• All Roofs100 77-2' 16 16'-1' 13 1S- 13 UrAr 13'3" 23 9-10' 17. 2) 17-10' 2 4' 4 1 11-11 1 1'-10' 14 16-1" 14 1- 1 •1 1- 1 -1' 3' ' 12 11'-Y 20 13'-1 2 1 '-1 7 5$ 1Y-1' 3 3'- 21 1 '- 1 13•11 t 4 71'-11 2 1 71'- 41 11 fill1 1 $ 1323 1 '•5' 11 17' 11'-9' M.-.347 •10' 45 3'140.1 31 17- 2 7 -1 2 6S' 4 11' 4 11 -3 4 10'•1 4 3 9140• 9' 31 1 - 2 17.1 27 6 4 9'-1 3'-3 89-1 9'-3 36 11'-11' 32 17-2- 3 8'-Y 52 68 9'-5' 68 3'-T 102 Wind Open MmoSlobucturesedRoofAttached GreenRoomsCovers ' iris a Modular Rooms Enclosed Overhang CantilevernrZone MP 7 sMoad• s annoad' 4 sMoad• 1 aMoad• 3 spa 4 a Moad' t s anlbad• 3 s Moad' 4 spa rmed• All Roofs 100 13'-Y 16 1T5 1131 1 -9' 13 I v-71 I 23 I 14'-4' 123 15' 20 10.11' 27 1 '. 2 13'-10' 2 4'-0' 4 tt 1 -11 17 1 -1 14 1T-5 14 1'•3' 13'-11' 2 15'-7 21 104" UZ-4 32 1 -1 3 4'-0' 55 1 - 1 20 1 -11 1 164' 17 1 - 3 13-1' 3 134 0 5 43 11-11 1 11-11 21 15'$ 1 tfi i 10'S' 32 1 -11 13- 3 3' 4 11-1 41 1 -1 41 4 69 13 11 23 15-1 15'-5 9'$ i 5 35 1 a•11' 51 11'-5 4 it$ 4 3$ 77 40. 1 1 -11 1 - 13-1 2 46 11-11 4 12- 4 11 1 115 11 4 3S 8 140• 1 -11 2 1 - 2 13-1 ' 2 46 71-11 4 12- 4 5 59 10-10 89 150 70'S 32 1 -1T 3 1 '- a'-1 5 11'4' 4 11- 46 1 6a 17-5 1 - tiff 3'4 1 Wind Open S tod Rod Screen Ropin. b Attached Covers lase a Modulx elms Enclosed erhang Can Ulewr Zone IMPHI 1 sannoad• J s & Moad• 4 saarilloado 1 s annoad• 3 s Moad• 4 s Moad' 1 s aMoad' 3 sniloid• 4 spaMoad• All I Roofs 100 16`6 1 0'4 13 2D- 1 13'S' 2 1 'S 20 1T•70' 1 -10' 2 16• 1T-1' 4'-0 45 110 1 '- 14 19'-11 14 4 14 13'- 1 -3 21 1 - 1 1 -1 2 1 '-1 2 16 • 2 4' ' 5 120 1 '-1 1 19' 17 19' 1 175' 1 ' 3 114- 39 14' 39 1&-JW 32 4' 12 13-11' 21 1 4 1 18'$ 1 1 -Y 1 -11 11-2 41 13'-7 41 14'-1 41 4-0' 9 130 1 1 16 11- 1 5 W44 1 •1 4 1 4 45 13-B 4 4' 140. 1 1 -1 7 1 -10 3 1-7-7-11'-3 40 1 -11 1 -1 4 1 4 4 1- 1 -1 2 1 -1 3 7 11'-3' 1'-11 11 17 1 -7T 41 261D- 4 1 '-3 17• 77• tiff 4' 102 note: 101311001 panel width s 100m Wath+ Waa Width +overhang. -Design Or applied bad based on the affective area of the panel Table 7.1.4 Allowable Spans and Design I Applied Loads* (#ISF) for Industry Standard Riser Panels for Various Loads r• rT - fL'. 7`'1im Ql' 17i17Q'1Fxl 3Ciim 3Lr•'alEt'7Qi' iiE'37`3iQ•7iP®®''Sif i yFit® Fa7 i[FlE ii8:7iFi1i{iiF iGFiiSF]7 3iFh7 i[1:i F3l F31®11FD6 iFi s 7Fi7iim CimiiL Sim]€iiQ_] Q• I>tQ€iiF Si1Fil l1®E i[falFi]Fi7 Qf L>:1fI`i i Fd lib! @FSiF77 3aiF37 iF3l t>iC]im Q7I7L'SiQ if Q iQ•ii iim fL:: iQLF3iFi F3 6 iF31t3i1ia]O t i E EJ E]EL 3i] Wind Open Structures P. d Roof a Attached covers G a ModularOverhang Enclosed Cantilever Zone MPH 1& 2 s Dad• 3 s &Moad' 4 sMead' I= aannoad• 3 sMoad• 4 sMoad• U2 spa 3 a Moad' a Moad• All Roofs 1 1T-3' 13 1 - 13 17'-11 1 11$ 23 15'-1 20 15'S 11-l' 2 4-0' 417 1141 -3 14 1 - 1 14' 21 75'- 2110' 324120 1 .2' 1 16.1 1 1651T- 2 13'S' 6$' 383-11' 6T 171 -10 1 16'- 1 10'S' 7- 1 28 13.3' 269'4' 4 4' 630 1T-W 15'-3 20 15'- 20 8'- 17 29 17- 296-11' 4 M 32 77J40411- 111 .7 348'41' 45 3'S' 8911- 1 $' 23 1 -11 3 1-1 1 3 6 351 156161132iI• 7iG7iiQ]1t'Ci fE7Fi3IIif87ik1 iFi7iFl iFiliI]C'iFilFlflSHiiFkl,it®@diEFi iII' 7 GCSi f L! i f L! iC'iifL1 i3i F3 it7 3i F3l it F F3! Si F37 f FidiY F l F37 C` F:i fYi> t i f F7 QiS@ii Q7 iF 67 fF1'Cii F Q il F iF-r1 F? 6ii i iL 3i K 3i m fF>• IliFliCi[[iiQ7®Q7 1Fi11Q3• c,iFl€3im®Lill!=i8:l ii0[7€-a[1'] a: blfF'tiiF Q iF ifiCSiF7fIfCi1C] Cii iOQ i iill l<<i0 m Q z ifi ilFxlQ>iBiFFi7 51F7 CiiCl iB:1 70fiLilE iL7ik COMEA f F 3i Fib QY51 Fi7 QYfi Fib Q rSI G'•1l i k 7 i trF] EZ L•'] mil iF i SC' iID non: l oua roar pane wroth n room wroth +woa wbm+ ovwnang, -Design W aPpued wed based On the effective area of the panel Table 7.1.5 Allowable Spans and Design / Applied Loads* (#/SF) for Industry Standard Cleated Panels for Various Loads Wind pen tructu Mono- SlopWadRoof Screen Roorns b Attached Covers Glen & Modular Dome Enclosed Ove Cantilever Zone MPH 1 s nnoad• s Moad• 4 s Moad• 1 s & Moad• a Moad• 4MI& 2 s o' a Moad• 4 a an8oad' Ali Roofs16 10'-11' 1 11-1 1 T$ 9'.3 3 9'_5.11' 27 7-11' 45 10 3' 77 70'- 7 1 -1117 ra 28 0 25 9'- 3' 3 65' 32 7120 T-10• 9'$' it 6'-11 33 8' 8'$T-1 3 T-11 39 7- 65 1 T$ 1 9'$ 1 1 6'- 35 64 3 6 41 T-7 47 7- 9 13 T49'-1 2 42 6'S' 39 8'-1 35 8'.i 1 4' S1 45 75140.1r-t' 31 6'- 7 11 27 Y 46 T$ 4 9' 1 T-4 51 T 45 14 T-1' 1 8'-9 8'-776'- 46 T 4 1 8'-3 32 5 3 5-17 52 4' S 8 66 10 68 7-3' 102 Wind Open SWctures MonoSlo Roof B Screen Dome AttachedCoverslasso ModularRoom ooEnclosed ng Cantilever Zone MPH 1& 2 spa rdload• 3 parilload• 4 sannoad• 1 a Moad' 3 s Moad• 4 spardloa r 1 a Moad' 3 s annoad• 4 s Moad• Ali Roofs 1 8'• 1 11'-9' 1 11-17 7 8' 1 4 t0'• ' 23 27 9'S' 2 9'-8' 45 11 1 17 11'- 74 11- 4 10 25 9'$ 10'- '1411 8'•11 1 3 7-11 120 8'•5 10'-9' ill-11' 20 6- 30 9'-4 4r 4 6- 3 7- 65 1 8$ 1 i 3' 35 9' 2 2 4 6.i 41 5 47 9 13 11 23 1 4 1 2 39 6$ 1 4 • 1 2 9'-5" 2 9- 2 6 4 8'- 4 8'4 40 65 1 11 4 1 4 89 140- 7 89 1 Y 8'-11 3 9'-t' 32 6'4 52 T-10• 46 8'-0' 46 5'-10' 168 4 68 5' 102 Wind Open Structures Mono - Moved Roof en fl Attached Covers ass & Modular EnclosedOvarhang Cantjlw Zone MPH 1d2 s rillosd' 3 s & Moad• M4 saoad• tM c &oad' 3 s anlload• 4 spanlload6 1 spannoadO 3 s annoad' 4 c annosd' All Roofs 100 13'-e' 13 1170 13'S'14 13'-9 1%42 11' 21 17 21 F-Y1 017- 117-1T 111'-1 30 11'4 11' 9 3'J' 651 175117$ 1 10'-11 32 11-1' 32 1 4 3'-Y till 1 j116 1-1' 20 i _ 10'$' 10'• M4ir-icr 4 3-1'4 11.627 11-8 9'- 4 1 4 11 89 40- 11.62 1$ 2 4 1 $ 40 11ISO1 1111-1 3 4 4 9'S 46 6'-1 tiff 1 0 Note: Total roof panel width -room width+wall width+ overhang. 'Design or applied bad based m the affectve area of the panel Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design I Applied Loads' (#ISF) 3' x 49' x 0.024' Panels Aluminum All 3105 H•14 or H•251.0 EPS Core Dens Foam pen Sructuras tueen Rooms ass & MI odWar Dome Ov ar Wind MonoSlo dRoof • •&Attethed Coven- • • - • Enc{oned = • Cantiln Zone 1 3 4- 1 3 4 1 1&2 1 a 1 4 All lid iLi i i Qll irk ii F.] i Fi] 3i Fit ik3®F3l i F37 Sl F3l l ii f QiI' 7 f tiii IL! Qiii a! i tii i F Q•i 3i F3 f D Fib fIL'i 6 i5ii ri L-Zii7 i 7 i Ql i Q'f.•ii 7 Y C1T:7Qt F7fCC;iQI]iiiQ7Q imL L•; lb:' 9 iF3liLS 7F3l i7F 7f1€'iiQ C]iC 4iQ]a iEfl il ai'eiiE lC ri.Qtimar, fF' 7 Ff,t<YlErle a a 1Ci lF i f liCCliL i G,iL•'•lE'rf3i L l[f'io 1i FM PM d Fi•3 ii l`"iQr]if!<7 iF liC 3i i`7i0 iF]if SiF]a i1Fk7LL7Q i fII'- Ai[3UM m Ql ii67 i1 iF3lifi i F3liFill! dIDiFjFy Fil+7F7iF;i d37it ia7 dliDAMUMillBECSi0iL ZSiFzifFF1Fzi€iiFI]LT7FoilFZ]C L;i', 87t!' 7 31i liF iiFl©iT 3IItiFs 3iFiliIl im s'fa tllm L•i'l I7tL7Z' 71Fi7fIYiFitil Fs7iFBI©M1&;ME71ircMMn1ffFM iME 3if 7i F l f i4 3iF] iL•'>a3i Fig] f iYir7f f 1 II17 G] t.] a7 i f i CEi ZEi Lei 0 Ee 1 iiF7iF 7 I11F l tiimiFdflimiFiQim Ec7 3iE fl E{]@ 0 Fi7 riiF Q iLr iiLll a•]Ci4ii[iLiiiL•']E3ii0EYiiiim Note: Total roof panel width - mom width+wall width +overhang. 'Design w applied bed based m the affectm elm ofthe panel b N my$_ mM wXvXLLW w C Z Q m to r t7 0 LL _ S p Q OJi¢ 3 sg Q F Z fn C) W u ca D M 0 0 J N Z Z ua C9ofW fAJ -• I W Q. uj D S W uJ Wam Z QQ a 0. LLI oIS Z -•1 n m a QW J Z Q o - C U } a lu c ntoW WW j CO Z Q Z 0 0 113 10 Z O J Q F Q p - t r- Q N M to 0 z LLID rL ` t Ld 6 f W lZtl O W' a LL a C mm 03 rq r Lij -a o O m U . m CD a W- m W Z 0Z WKO LLt9m = w Sul a ttl vLU SHEET z_ J 0 Q Z Dl W 1OF i o, e MANUFACTURERS PROPRIETARY PRODUCTS w SET WITH DEGASEL 2000 OR EQUAL 0 -- CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVECo v f+i 48" t 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL 7561 ELITE ALUMINUM CORPORATION ELITE PANEL SCALE: 2" = 1'-0" Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#1SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 Ind n Structures ono oped oof Screen Rooms Attached Covers Glass & Modular ooms ne ose erhang Zone MPH 1&2 spanfloacr62077 spa. ad• a aMoad' 1&2 s anni * 3 s annoad' 4 s annoad' 1&2 s nnoad' s Moad' s rtf d' antilever 1 20'-8' 1313 4• 13 16'- 20 19-6' 20 1T-10• 20 15'5 23 1T-3• 23 16'-8 23 4'-0• 45 1 20'-1 1414 21-9' 14 10' 21 18'-0• 21 1 -5 21 IT-1- 32 15-t t' 27 15'4- 27 4-0' 55 1 18'-2 1717 1 -8' 1 13'S 30 16'-6' 25 1511 25 11'-10 39 13'-3• 39 17-939 4-0 65 1 1T• - 1717 19-2' 1 13-Y 32 16'-Y 26 15'- 2 11 47 1 -71' 41 175 41 4-0 69116'-9' 2020 18'-1' 17.5' 35 15'-4' 29 1T-6' 35 11'-0• 45 1 '-4• 45 11'-11 45 4'-0- 140-1 15'-T 2323 1Flo- 2 11'-6' 4o 13'-7' 40 t7-8' 40 11'-0' 45 174' 4 11'-11' 45 3'-11• 69 140.2 15-7' 2 23 16'•10- 23 11'-8- 40 13'-7' 40 17-8' 40 9'-T 59 11'4- 53 10'-11• 53 T-11• 89 150 13'-Y- 32 16'_4• 26 15'-10- 2611 12'-Y 46 11'-9' 46 8'-11 fill 10'-6' 60 10'4' 60 3'-8' 102 WI nd n tractures on ed oo Breen ooms ttaehad Covers lass Modular ooms Enclosed a Zone MPH 1 52 s Moad' s Moad' 4 s annoad' 1 s Moad' 3 s Moad• 4 s aMoad• 1&2.4 spanfta& I s ann s Moad• Cantilever 100 23'-10' 113 8' 13 25-9• 1131 19'-1 21'4' 20 1 20'- 20 1T-9 23 1 -10' 23 19'-Y 23 4-0 45 110 2 '-Y 14 25'-11 4 25'-1' 14 18'- 21 20'-9' 21 20-1 21 16'-5' 27 184 2 1 -9 2 4 55 120 11 1 35' 17 27-8• 1 1T 25 19'-1' 25 18'-5 5 15'-1' 32 16-1 ' 32 16'3 32 4-0 65 123 2(r 5' 17 1 t 1• 1 14 2 18-T 2611 11' 26 134' 41 16'-5 15'-1 34 4 69 130 19'4' 1-r 2 1 15'-10 29 1 -8' 29 1T-1• 2 1 -8• 45 15-5 38 13'-9' 4 4-0- 140-1 1T-11' 23 20'-1• 23 1 S' 23 13':9 16'4' 34 15'.9' 34 17-8• 45 15'-5' 38 13'-9• 45 4'-0' 89 140.2 1T-11• 23 20'-1' 23 t9'S' 23 13'S• 40 16'I 34 15'-9• 34 11'$' 53 13'-1' 53 17-8' 53 4'-0' 89 150 16'-10' 26 18'-10' 28 18'3' 26 17-7' 46 15'3- 39 13'-T 46 10--11- 60 174- 60 11'-11- 60 4'-0' 102 Note: Total roof panel width = room width +wall wilt + overhang. 'Design or applied load based on the affective area of the panel 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' (#1SF) Manufacturers' Proprietary Products: statewide Product Approval #FL 5500 & FL 7561 Ind Open Structures Mon oSloped Roof I Screen Rooms & Attached Covers I Glass & Modular ooms Enc osed or ng Zone MPH 1&2 s Moad' 3 s aMoad' 4 s annoad' 1&2 s annoad' 3 s annoad' 4 s annoad' 182 s an/icad' 3 s nlbad' 4 s anllood- cantilever 1 8 113 23'-1 13 22-4 13 1 '-6 18'-5' 20 iT- 0- 201 15'-5- 23 1 1T- 23 1 16'-T 123 1 4'-0• 45 110 20-1 14 225• 14 21.8 114 16'-1' 21 18' ' 21 1T-5 211 13--7• 32 15--11• 2 15'-4 27 4-0• 55 12 18-Y 17 20'4' 17 19'-8' 1 13-6 16-0' 2 15'-11 25 11-1 39 IT-3- 3 17- 39 4' 65 123 1T-8' 17 19'-9' 1 19'-1- 1 13'-Y 3 16'-1• 15'-r 6 11'- 41 17-11• 41 17•fi' 41 4'-0' 69 13D 16'-9' 20 18'-8' 20 18'-1• 20 17-0' 35 15'-4' 29 13'-0• 35 11'-0' 45 12'-4• 45 11'-11' 451 4'-0' 77 140-1 15'-r 23 1T5' 23 16'-10' 23 111-8- 40 13' -1' 12'-7' 40 11'-0- 45 174• 45 1t'-11' 145 3'-11 89 140. 2 15'-7' 23 1 -5• 23 16'-10' 123 1 11'-8' 40 13'-1• 40 12'-7- 40 9'-T 9 11'-4• 10'-11• 53 3'-11' 89 15, 13'^ 32 164___28__15-9' 26 1 _1t' 48 1 -Y 46 11'-9• N. 8-11 fill 10'-0' 60 1 4 60 3'-0' 702 Wind Open Structures Mono -Sloped Roof Screen ooms Attache ovens se, Moduar ooms nctomed or ang Zone, MPH 100 1& 2 s annoad' 24'- • 113 3 s anlload' 2 - 1 13 4 s nnoad' 26'- 2* 113 1& 2 s aMoad- 19'- 0' 20 3 s nnoad- 21- 8 20 4 s annood' 20'- 11 22. 182 a aNload' 1 - 1 23 3 a anlbad' 20'- 2- 23 4 span/ load' 1 ' S 123 Cantilever 4'- 0' 145 110 23'-r 14 264 14 25-6' 114 18'-1 V Ti- 21-2' 21 5 21 16-8 27 18'-8 27 18'-0' 2 1 0 14' 77 23-10• 17 23'-0' 17 1T4 25 19'-4' 25 18'-9' 25 15-4 32 1T-1 T 16.6 32 4'-0- 65 123 20'- 17 23' 17 27-5 17 16`-1 V 26 18'-11 26 18'-3• 6 13'-7' 4 —7 16'-8' 34 34 4' 69 130 79'-r 20 21'-tr 20 2r-2' 0 15-r 29 1T-11' 29 1T4• zs 17-1r 4s t '-8• 38 ts- 38 4'-0- 77 140. 1 18'3• 23 20'-5' 19'-9' 23 13'.8• 40 76'- • 34 16'-1' 34 12'-11' 45 15'-8' 38 15-2• 38 4'-0' 89 140- 2 18'3• 23 20'-5' 23 19'-9' 23 13'-8' 40 16'-T 34 16'•1' 34 11'-11• 53 13'4' 53 17-70' S3 4'-0' 69 150 1T-Y 26 15- 28 18'-6• 26 12'-9' 48 15'-6' 39 13-10' 46 11'-2• 60 175- 60 17-t' S1 4'-0• 102 Ind en tructurasM I oo croon ooms Attac ovens ass u r ooms tossOverhang Zone, MPH 182 s Moad' 3 s Moad' 4 s aMoad' 1& 2 s annoad' 3 spanaoacr 4 Isoannoacr1& 2 s anlload' 3 span/ load' 4 s Moad' Cantilever 100 27.8' 113 254' 1 24-8 113 18-1 20'3' 120116'- 3' 16'- 11 23 18'-11' 2 IW-3 23 44r 45 11 22' 14 24-8 14 23-10 14 1T-8 21 19'-9• 21 15-7• 27 1T-5• 27 t6'-1 27 4-0' 55 1 19'-11' 1 273' 17 21'- 1 16- 25 18-1 25 17-11 3 16'-W 32 1F 32 4'-0' 65 123 19'S 1 21' 1 11' 1 15'-1 26 1T-8' 26 17 41 15'-r 15'-1' 34 4 ' 6 130 18'4' 20'-0' 20 19'-10' 15'-0' 29 16'-1(• 29 17-1' 45 13'-6- 4 13'-0' 4 4'1401 1T-1' 23 19'-1' 23 18'S' 23 12'-10• 411 15'-6' 34 17-1• 45 13'S' 4 13'. - 45 4'-0' 89 140. 2 1 -1' 23 19'-1' 23 18'.5' 23 12'-10• 40 16-6 34 11'-1' 63 12'S' 53 77-0• 53 4'-0' 89 1 ff- 16.4r 26 1_ 11•26 1 T4' 2B N .11' 46 13'4' 46 10'S' 60 111-W 60 11'4' 60 4'-0' 102 Wind en fractures on I ed oo croon ooms Attached ovens lass Modular Rooms Friclosed Overhang ZaneMPH M s Moad' 3 s Moad' 4 s Moad' 1& 2 s annoad' 3 spannoadd4 s anlload' 1& 2 s anfload' 3 a annoad' 4 s Moad' Cantilever 10 26'- 13 293' 13 28-T 113 20'-10 20 234 20 22- 20 19'-6 21-9 23 1' 23 45 110 25-5 14 IT 2 5 1 2T5 1 4 21 27- ' 21 2Z-V 21 1 -11 2 20'-1 27 19'5 27 4 55 12 1• 25'3• 1 24-t0' 1 18'-8 25 2&--10' 25 20.2' 25 165 185- 32 1T-1 32 41 65 123 4• U 25 1 24'- 1 18'-3 if-- 4' 26 2 -5 28 19'-0' 26 1fi-1 1W 1T-11 34 1 4 4-Z— 130 21 2- 20 2 -8` 20 2T-15' 29 1 -5 29 18'- 15'-2- 38 16'-11 38 164 38 4 - 77 140- 1 19'-8' 23 21'-11' 23 1'-3• 23 19-0• 34 1 -11' 34 1T-3• 34 15'-2- 38 16'-11' 38 1 '4' 38 4'-0• 89 140- 2 19'-8' 23 21'-11• 23 21'3' 23 16'-0• 34 1 -11' 34 17'-3' 34 12'-10• 53 15'-9• W15-Y 44 4'-0• 69 150 18'-6' 26 20--W26 19'-11' 26 1 13'-9' 46 16'-8• 39 16'-2- 39 17-1• 60 13'-6• 60 134r 60 TZ 102 nw: r war roof parrs wwm = room warn + was vnom + ovehang. 'Design or applied load based on the affective area of the panel i d v mm595 Z 0 G x LLWQ N N WC N 2 Q mco r to m 0:O e° o LL m J z a Cr 3W Sg J Z E Z U) U) w o LL 2 O Z O tO O Z Z u rrW J W W W Z a Z J y U) Z W ea d a LL o I O V O Q Z LU 3 W Lu Z IX P o A Lu KO J J °- a o N O V- O o n I ie LL tty Ic W C0 a x m a sw 0 LL 0) EL c aq a) m ( gyp co 8 L W s o J m tJ > O m N U a A m Fm- Z W0 o o O A w m a O 7q LU) Z W S t7 a O SHEET w ILIzC0 Z w10G z S2w08- 12-2010 OF 12 m C MANUFACTURERS.PROPRIETARY PRODUCTS co SET WITH DEGASEL 2000 OR, EQUAL CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE V M 48" 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL 7561 Note: ELITE ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL Florida approved test lab & analyzed by SCALE: 2" = 1'-0" Lawrence E. Bennett & U180 Table 7.23 Elite Aluminum Corporation Roof Panels Allowable Spans and Design/ Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 5600 & FL 7561 Wind Open Structures Mon I oof croon Rooms Attached Covers lass Modular Rooms Enclosed Overhang Zone MPH 1&2 s annoad' 3 s arul I 4 s Moad' 1&2 s aMoad• 3 s Moad' 4 s aMoad' 1&2 s Moad' 3 s annoad' 4 s Moad' Cantilever 1 25'-9- 1 28--9' 13 27'-10' 13 20--7- 20 27-11' 22-2- 20 1 -2' 23 21-5' 23 20'-0 23 4'- 45 110 25'-0- 14 2T-11- 14 2T-0' 14 20'-1' 21 22'-5' 21 21'-8' 21 17'-8 27 19'-9' 27 19'-1' 27 4'-0 55 120 22'-7' 17 25'-0' 17 24'•5' 17 18'-5- 25 20'-7' 25 19'.10- 25 16'-3- 32 18'-2- 32 1T- 32 4'-0' 65 123 22'-0- 17 24'-8- 17 3'-10' 17 17'-11- 26 1' 26 19'•5' 26 16-10' 34 17'-8- 34 1T-1' 34 4'-0' 9 130 20'-10' 20 23'-3- 20 w 26 1T-1' 29 19--1' 29 18'-5- 28 13'-8' 45 16'-8' 38 16--1' 38 4'•0- 77 140-1 19'4' 23 21'-8' 23 20'-11' 23 15'-9' 34 1 -7- 34 17'-0' 34 13'S' 45 16'•8' 38 16'-7' 38 4'•0' 89 140-2 19'-4' 23 21'-8' 23 20--11- 23 15'-9' 34 1T-7' 34 1T-0' 34 IZ-7' 53 15'-6' 44 13'•8' 53 4'-0' 89 150 18'-2' 26 20'-0 26 19'S' 13'- 46 16'-5' 139 15'-11- 39 11.1 60 13-3 60 12'-1 60 4'•0" 102 Win en truetures Mon loped oo creenRooms Attac a ovens lass Modular Rooms Enclosed anhang Zone 1% 3 4 U2 3 4 1&2 3 4 Cantilever' MPH s aMoad' s aMoad' s Moad• span/load' s Moad' s annoad• s annoad' s aMoad• s Moad' 100 34-7- 13 W-8 13 3TS 13 2T-8 20 30'41' 20 29'40 20 25'-9' 123 1 28'-10' 2 2T-10' 123 4'- 45 110 33-8 14 3T-7- 14 36-0 14 11 21 39-2' 121 1 29-2' 21 23-9' 26'- 25'-8' 27 4'-0 55 12T 30-5' 1 34-0 17 3 -10 17 24'-9 25 - 27--8' 25 1. 26'-8- 25 27 40 32 24'•5 32 23'-7- 32 4'-0 65 12 204 V 33'-1 17 2 ' 17 24- 26 6'-11' 126 26'4 21-3 34 . 23.9 34 11 34 4'- 69 . 130 2 -11 20 31'-3 30'-3 20 22-11 29 25'.8' 29 24. 29 1. 38 22.5 38 21-8 4'-0 77 140- 26'-1' 23 29'-1' 23 28= 23 21'-2' 34 23'-8 134 27-11' 34 1' 8 2Z-5' 38 21'-8' 38 4'-0' 89 140.2 26'-1' 23 29'-1' 23 28'-2' 23 21'-2' 34 2T-8' 34 22'-11' 34 18'-8' 44 20'-10- 44 20'-1- WT 4'-0' 69 150 24'-6' 26 2T-0' 26 26'•5' 26 19'-9' 39 2Z.1' 139 1 21--5- 39 1T-0' S1 19'-4' S1 18'-W 51 1 4'•0' 102 Note: Total rod panel width - room width +wall width + overhang. 'Design or applied load based on the affective area of the panel Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#ISF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7661 u_9S9 n- r•- n....;.. c...... Wind Open Structures no -Sloped oof Screen Rooms Attached over= lass Modular ooms nclosed verhang Zone MPH 1&2 s annoad''s 3 anlload' 4 s Moad• 182 spa ad' 3 s annoad• 4 s antload• 182 s aniload' 3 sparilloacr 4 s aMoad' Cantilever 100 28'-2' 13 31'-6 13 5' 13 27-6 20 25-2' 0 24'-0 20 20'-11" 23 23'-6' 23 2T-B' 23 4'-0' 45 110 27'-5' 14 30'-8 14 29'-7- 14 21'-11 21 24'-7' 21 23'-9' 21 19'-4' 27 21'-a' 27 20'-11' 27 4'-0' S5 120 24'-9' 17 2T-8' 17 26-9 1717 20'- 25 22-6' 25 21'-9' 25 IV-10 32 19'-11- 32 32 4'-0' 65 123 24'-2' 17 2 '-11- 17 26'-1' 17 19'-a- 25 21'-11' 26 21'- ' 26 1T-0' 34 19'-0' 34 18'-8' 34 4'-9' 69 130 2-10' 20 25'-6' 20 24'I 20 8' 29 20'-11' 29 20'-Y 29 18'-3' 38 1T-8' 38 4'-0' 77 140.1 21'-3' 23 23'-9' 23 22'-11' 23 1T-3' 34 19'-4' 34 18'•8' 34 16'-0' 38 18'-3' 38 17'-8' 36 47-0' 89 140-2 21'-3' 23 23'-9' 23 22-11' 23 1 -3' 34 19'-0' 34 18'•8' 34 15'-2' 44 16'-11' 44 16'-5' 44 4'-0' 89 150 19'-11 26 22-3' 26 21'-6' 26 16'-1 39 18'-0 39 I-5- 39 1Z-11 60 15'-9' S1 15'-3- 51 4'-0' 102 Wind pen tructures Mono- lope Roo Screen Rooms Attached over= lass Modular ooms nclosed erhang Zone MPH 1&2 s annoad' 3 s anlload' 4 s aMoad' 1&2 s aMoad' 3 s aMoad' 4 s annoad' 1&2 s annond• 3 s annoad• 4 spa n1load- Cantilever IGO 3Z-6' 13 36'-0' 13 35'-2' 13 26-11 2 29-0' 20 28'-1' 20 24'-2' 2 27'-1' 23 26'-2' 23 4'-0" 45 110 31'-7 14 35'-0 14 34-2' 14 25'4 21 28-4' 21 2T-4 21 22'-4 2 4-11- 27 24- 27 4'-0' 55 120 28'-T 17 1-11 17 41 17 23'-3' 25 25'-11 25 25-1 25 20 S' 3 Z-11' 32 27-2- 32 4'-0' 65 123 2 -10' 1 31'-1' 17 30'-1' 1 22'-8 26 5'-0' 26 24'-6' 26 19'-11 21-7 34 4'-0' 69 130 26'-3' 20 29'-5' 20 28'-5' 1'-T 2 4'-1' 29 3'-W 29 16'-10• 38 21'-7' 38 20'-0' 38 4'-0' 77 140.1 24'-6' 3 2T-0' 2 26'-5' 19'-11' 34 22-3' 34 21'•6' 34 18'-10' 38 21'-1' 38 20'-0' 38 4'-0' 89 140.2 24'-6- 23 27'-0' 2 26'-5' F23- 19'-11- 34 22'-3' 34 21'-6' 341T-6' 44 19'-7- 44 18'-11' 44 4'-0' 150 22'-11- 26 25'-8- 26 24'-10' 18'-7' 39 20'•9' 39 20'-1- 39 16'-3' S1 18'-Z- 51 1T-7' S1 4--V 102 Wind 0 en tructures Mono -Sloped Roo creen ooms Attached ovens lass Modular Rooms Enclosed verhang Zone MPH 182 s annoad' 3 s anlload' 4 s Moad' 1&2 s aMoad• 3 s Moad• 4 s annood' 1&2 s annoad' 3- s annoad• 4 s annmil' Cantilever 100 34-7 13 38.8 13 3TS' 13 27--8 20 30'-11 20 29'-1 20 25'-9' 23 28'-10' 23 2T-10' 23 4'-0' 45 110 33-8 14 3T.7 14 36--4' 14 6-11 21 W-2' 21 29'-2' Ti- 9' 27 26'-7' 27 25'-8- 27 4'•0- S5 120 30'-5' 17 34-0 17 37-10' 17 24'-9' 25 T-8' 25 26'-8' 25 21'-10" 32 24'-5' 32 23'- 32 4'-0' 5 123 29-' 17 1 1 37-0 17 24'-2 26 26'-11' 26 26'-1- 2 21-3- 34 23'•9' 34 22'•11' 34 4'-0' 69 130 27'-11' 20 1'-3' 20 30'-3' 20 11' 29 25'-8' 29 4'-9' 29 20'-1' 38 22'-5' 3tl 21-8' 38 4'-0' 77 140-1 26'-1' 23 29'-1' 23 28'-2' 23 21'-2' 34 23'-8' 11' 34 20'-1' 38 22'•5' 38 27'-8' 38 4'-0' 89 140.2 26'-1" 23 29'-1' 2& 28'-2' 23 21--Y 34 23'-8' 34 2Z-11' 34 18'-8' 44 20'-10' 44 20'-7' 44 4'•0' 89 150 24'-6' 26 2T-0' 26 S9 27-1' 19'-0' S1 18'-8' S1 4'-0' 102 Wind n WCWres Mono-SIGPsdRoofI Screen Rooms 8 ttached CDuets lass Modular ooms nclosed verhang Zone MPH 18.2 s annoad• 3 s onnoad' 4 s annoad' 1 s aMoad' 3 s annoad• 4 s aMoad' 182 s an/lonnoad' s annoad' 100 3T-17' 13 4Z-5' 13 40-11 13 3' 20 33'-10' 2 2--8' 20 28'-3 3 0'-6 23 4'-0- 38 110 36'-10' 14 41'-2' 14 9'-10' 14 29'-6' 21 33-0- 21 31-11' 21 2 .1' 1' 27 28'- 27 120 33-0' 17 3T.3' 17 36'-0- 17 2T-1 25 30'-3' 25 29- ' 25 23'-11 9 32 25"0" 32 123 32-5 i7 36'-3 17 35'-1' 17 26-5 6 29'-T 26 28- 26 23'-3' t2729--l' 0' 34 25'-Z' 130 30'-8' 34-3 20 33'-1' 20 25-2' 29 28'-1 29 2 -Y 29 21'-11' 7' 38 23'-9' 38 j(r8140.1 2&-6' 23 1'-11' 23 30'-10' 23 23'-3' 34 26'-11' 34 25'-1' 34 21'-11' 7' 38 23'-9' 38 140-2 28-6' 23 31'-11' 23 30'-10- 23 23'-3' 34 25'-11- 34 25'-1- 34 20'-5- 0- 44 27-1- 44 150 2fi'-10' 26 29'-i 1' 26 28'-11- 26 21'-B' 3 24-3' 39 23'-5' 39 18'-it' 7 51 20'-6' 51 Note: Total roof panel width = room width +wall width + overhang. *Design or applied load based on the affective area of the panel J Q vF w Z (0, U) U to Y O W Ui _j D Z ILI _Z W Jn U) yW06do . J O W UUo Q J 0 F Z Z W 1mW Z CIf F- c W W O0 J r` 0N O co m co m 2 N n J 0 Oz u- 1W LL 2 m W t 7 W m W O_ LLI O LL LL o v ma) j 0 C :3 10 m r;i g W ro o t W.6Co 0 0) = m Ua 4) Z c 0 z aa I J OZ o W N OLL ow IL to w z w z Ww O SHEET Z J V' W ZW 10H Z m 2 08-12-2010 OF 2.00' 2.00" * 2:00• II I I 40A = 0.434 in? 0. 0' g Ix = 0.234 in' A = 0.776 in? ix = 1.953 in. cli , Sx = 0.240 in. 0.046" o Sx = 0.977 in.' fc v 6005 - T5 6005 - T5 2" x 2" x 0.040" HOLLOW SECTION o.o7r $ SCALE 2" =1'-U" A = 1.855 in.' STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24" O.C. Ix = 16.622 in' TOP AND BOTTOM OF EACH BEAM Sx = 4.156 in? 12. 00" T 2" x 4" x 0.046" x 0.115" 6005 - T5 SELF MATING -SECTION 0. 045" c A = 0.538 in.' SCALE 2' = V-W M Ix = 0.642 in' STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. Sx= 0.428 in? 6005 - TS 2 00" * TOP AND BOTTOM OF EACH BEAM 2" x 8" x 0.072" x 0.240" 2" x 3" x 0.045" HOLLOW SECTION SELF MATING SECTION SCALE 2" =1'-0" A = 0.964 in? Ix = 3.688 In. SCALE 2" = 1'-0' 0. 050" g Sx = 1.475 in. 2.00' * w I 6005 - TS LIU 2. 00" 0. 060 A = 0.768 in? filIx = 0.530 in' Sx = 0.585 In? STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM c 6005 - T5 2" x 3" x 0.060" HOLLOW SECTION 2" x 5" x 0.050" x 0.135" SCALE 2• =1'-W SELF MATING SECTION 0. 072" S SCALE r = 1'-0' of 2. 00• * I I A = 1.999 in' 2• 00" Ix = 22.116 in' 0. 050• I Sx = 4.915 in? A = 0.697 in? 6005 - T5 Ix = 1.428 in' Sx = 0.714 in? A = 1.098 in? r 6005 - TS g Ix = 5.938 In. ' 0. 050' co STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. 2" x 4" x 0.050" HOLLOW SECTION Sx = 1.979 in? TOP AND BOTTOM OF EACH BEAM 6005 - T5 SCALE 2'= 1' 0' 2" x 9" x 0.072" x 0.239" SELF MATING SECTION 3. 00• SCALE 2" = 1'-0" STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. A = 0.552 in.' TOP AND BOTTOM OF EACH BEAM 0. 045' g Ix = 0.342 in • 2.00" I I NSx = 0.342 in? 2" x 6" x 0.050" x 0.135" SELF MATING SECTION 6005 - TS SCALE r = 1'-0" 3" x 2" x 0.045" HOLLOW SECTION SCALE 2" = 1'-0' 2. 02" 2. 00" 0.082' oi A = 2.398 in.' Ix = 27.223 In' Sx = 6.050 in? 0. 06" $ A = 1.277 in? 6005 - T5 0. 060' ^ Ix = 8.873 in. A = 0.954 in.' Sx = 2.534 in! Ix = 2.987 In.' 6005 - T5 Sx= 1.195In? STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. 6005- T5 TOP AND BOTTOM OF EACH BEAM 2" x 5" x 0.062" HOLLOW SECTION 2" x 9" x 0.082" x 0.321" SCALE 2' = 1'-0" STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. SELF MATING SECTION TOP AND BOTTOM OF EACH BEAM SCALE 2' = 1'-0' 2" x 7" x 0.057" x 0.135" SELF MATING SECTION SCALE 2' = 1'-0" 2. 00" 17 0. 090" $ 0 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 OF EACH BEAM 2" x 10" x 0.092" x 0.389" SELF MATING SECTION SCALE 2" = T-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 of such marks. These alloy marks are used solely for our 6005 extrusions. R 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 Toxin & Country will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING _ ALLOY INDICATOR TCI 6005 HOLLOW CATOR O 0 i< 3w 8S J Q Q2 20 Z0 w W' U) J W WZay > w W , 5 a U z Z U) W W_ W 0 Z_ V fn J Q U) n J W co LL2 m W F3 Ilwo" m a) C U (D 0) : z, CQ2 CDIQ: LV L J m C., U O m N a 13 m f0E- j/ a 0 7 10 z L m w T Z z z w11 z wto08- 12-2010 1 OF 12I0 GENERAL NOTES AND SPECIFICATIONS: 1. The Fastener tables were developed from data for anchors that are considered to be 'Industry Standard" anchors. The allowable bads are based on data from catalogs from POWERS FASTENING, INC. (RAWL PRODUCTS), other anchor suppliers, and design criteria and reports from the American Forest and Paper Products and the American Plywood Association 2. Unless otherwise noted, the following minimum properties of materials " were used in calculating allowed loadings: t A. Aluminum; 1. Sheet, 3105 H-14 or H-25 alloy 2. Extrusions, 6063 T-6 alloy B. Concrete, Fc = 2,500 psi @ 28 days C. Steel, Grade D Fb / c = 33.0 psi D. Wood; 1. Framing Lumber #2 S.P.F. minimum 2 . Sheathing, 1/2' 4 ply CDX or 7/16" OSB 3. 120 MPH wind load was used for all allowable area calculations. 4. For high velocity hurricane zones the minimum We bad / applied bad shall be 30 PSF. 5. Spans may be Interpolated between values but not extrapolated outside values 6. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint Or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 7. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warranbLd as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 8. Any structure within 15DO feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 9. Any project covering a pool with ;';salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. The anchor systems in the Fastener suction are designed for a 130 MPH wind load. Multipliers for other wind zones have been provided. Allowable bads include a 133'Y wind load increase as provided for in The 2007 Florida Building Code with 2009 Supplements. The use:of this multiplier is only allowed once and i have selected anchoring systems which include strapping, nails and other fasteners. Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55,001) psi, Shear 24,000 psi Table 9.1 Allowable Loads for Concrete Anchors Screw Size d-diameter Embedment Depth In.) Min. Edge Dist 8' Anchor Spacing 5d On.) Allowable Loads r Tanslon Shear ZAMAC NAILIN (Drive Anchors) 114" 1-1/2" 1-1/4' 1 273# 236# 2" 1-1/4" 1 316# 1 236N TAPPER Concrete Screws 3116" 1-1/4" 15116" 288# 167# 1-3/4 15116' 371# 25" 114. 1-1/4" 1.114" 427# 200# 14" 1-114" 544# 216# 318" 1-112- 1.9116" 511# 40. 1-314" - 3J18' 703# 40F POWER BOLT Expansion Bolt 114' r 1.114" 624# 261# 5116" 3" 1-718"1 936# 751# wa" 1 3-1/2" 1.9116' 1,575# 1,425# 11r 5" 2.1@' 1 2,332# 2,220# POWER STUD (Wedge -Bolt®) 114" 2%V4" 1.114" 812# 326# 318" 4414" 1.718" 1,358# 921# 112" 6" 2-1/2" 2,271# 1,21B# SIB" 7" 2.1/4" 3,288# 1 2,202# Wedge Bolt 114- 1 2-1/2" 1 2-114' 1 878# 385# 318- 1 3-1/2- 3.1/4' 1 1.705# 916# t/r 1 4" 3-314" 1 1,774# 1,095# Notes: 1. Concrete screws are gmited to 2" embedment by manufacturers. 2. Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to ravel may be substituted. 4. Anchors receiving bads perpendicular to the diameter are in tension. 5. Allowable loads are Increased by 1.00 for wind load. - 6. Minimum edge distance and center to canter spacing shall be Sd. 7. Anchors receiving bads parallel to the diameter are shear bads. S. 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 bad by the anchor allowed load. For a 2" x 6" beam with: spacing = T4" O.C. allowed span - 20'S (Table 1.1) UPLIFT LOAD =1/2(BEAM SPAN) x BEAM 8 UPRIGHT SPACING NUMBER OF ANCHORS - 1/2(20.4T) x T x 10# / Sq. Ft. ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 714.70# = 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright Table Is based on Rawl Products' allowable bads for 2,500 p.s.l. concrete. Serew/60 Allowable Tensile Loads on Screws for Nominai Wall Thckness ftl (Ibs.) fill 0.164' 122 - 139 153 2D0 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" 179 203 223 292 333 374 508 5116" 03125" 232 265 291 381 433 486 661 318" 0.375" 279 317 349 457 520 584 793 1/2" 0.50" 373 423 465 609 693 779 1D57 Allowable Shear Loads on Screws for Nominal Wall Thickness (T) (Ibs. Screw/Bolt Single Shear SW Nd 0.044" 0.050" 0.055" 0.072" 0.052' 0.092" 0.125" 8 o.i64" 117 133 147 192 218 245 01D o3sr 136 154 170 222 253 284 12 0210" 150 171 188 246 280 293 14 0250" 179 203 223 292 333 374 5D8 1/4" 0240" 172 195 214 281 320 358 487 5116" 03125" 223 254 279 366 416 467 634 3/8" 0375" 268 305 335 - 439 499 560 761 112" 0.50' 357 408 447 585 666 747 1015 Allowable Shear Loads on Screws for Nominal Wall Thickness 4' (Ibs.) Bolt Double Shear Size Nd 0.044" 0.060" 0.055" 0.072" 0.082' 0.092' 0.125" 114" 0240" 343 390 429 561 639 717 974 S116" 0.3125-1 446 508 559 732 832 1 934 1269 318" 0.375" 536 610 670 878 998 1120 1522 1rz- 0.50" 71a 812 894 1170 1332 lass 2030 Notes: 1. Screw goes through two sides of members. 2. All barrel lengths: Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws of anchor specifications In drawings. 3. Minimum Otfckness of frame members is 0.036' akxnlrwm and 26 ga. steel. Multipliers for Other Alloys 6063 T-6 1269 5052 H-25 1522 6005 T•5 2030 Allowable Load Coversion Multipliers for Edge Distances More Than Sd Edge Multipliers ear 0 Bid0 008E00M7dE Table 9.5A Allowable Loads & Roof Areas Over Posts for Metalto Metal, Beam to Upright Bolt Connections Enclosed Structures @ 27.42 #/SF Fastener diam. min. edge distance min. car. to car. No. of Fasteners I Roof Area (S 1 I Area 2/ Area I 3 / Area I 4 / Area 114" 11r SIB" 1,454 - 53 2,908 -106 4,362 -159 5,819 - 212 5116" 318' 7/8" 1,894 - 69 3,7F -138 2_207 7,576 - 276 3/ 8" 314" 1. 2.272-82 1 4.5"-1661 6,816 191 9,088-331 112" 1" 1-114" 3.030-110 1 6.060-2211 9.090-312 12,120-442 Table 9.SB Allowable Loads 8 Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures to 35.53 #/SF Fastener diem. T314" min. car. to ctr. No. of Fasteners Roof Area S 1/ Area 2/ Area 3 / Area 4/ Area 74" 618" 1.454 - 41 2,908 - 82 4,362 -125 5.819 - 164 5116" 7/6' 1,894 - 63 3,786 -107 5,882 -160 7.576 - 213 318' Y 2.272 - 64 4,544 -128 6,818 -192 9,088 - 256 1rY1- 1/4" 3,030-85 6,060-171 9,090-256 12,120-341 Notes for Tables 9.5 A, B: 1. Tablas 9.5 A 8 B are based on 3 second wind gusts at 120 MPH: Exposum'13% 1. 1.0. 2. Minimum spacing is 2-12d O.C. for screws 8 bogs and 3d O.C. for rivets. 3. Minimum edge distance Is 2d for screws, boas, and rivets. Allowable Load Conversions for Edge Distances More Than Sd Edge Distance Allowable Multi Loa Ilers Tension I Shear 12d 1.25 Il1d 121 10d 1.18 2.00 9d 1.14 1.80 ad 1.11 1.60 7d1 1.08 1.40 6d 1 1.04 120 5d 1 1.00 1.00 Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for Screws In Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 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 Fasten: Diameter Length of Embedment Number of Fasteners 1 2 3 4 lire i" 264#-10 SF 5281i-19 SF 792#-29 SF 1056#-39SF 1. 112" 396#-14 SF 792#-29 SF 11889-43SF 1584#-58 SF 2- 1/2" 660#-24 SF 1320#-48 SF 1980#-72 SF 2640#-96 SF 5116" o 1' 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF 1- 1/2' 468# -17 SF 936# - 34 SF 1404# - 51 SF 1872# - 68 SF 2- 1/2" 7aW-28SF 156D#-57SF 23401-85 SF 3120#-114 SF 1" 356#-13SF 712#-26 SF 106S#-39SF 1424#-52 SF 318" e 1-1/2" 534#-19 SF 1068#-39SF 1602#-58 SF 2136#-78 SF 2- 112" 89D# - 32 SF 1780# - 65 SF 2670# - 97 SF 356D# -130 SF CONNECTING TO: CONCRETE [MIn. 2,500 psi) for PARTIALLY ENCLOSED Buildings Fastener Diametal Length of IEmbedmenti Number of Fasteners 1 1 2 1 3 T 4 TYPE 0,= FASTENER. "Quick Set" Connate Screw Rawl Zane Nailln or E utvalent 114" o 1-112" 273#-10SF 546#-20 SF 819#-3o SF 10924-40 SF 2" 316#-12SF I 632#-23SF I 948#-35SF 1 264#-46SF TYPE OF FASTENER Concrete Screw (Rawl Ta ppor or Equivalent) 3116" e 1-114" 288#-11 SF 576#-21 SF 864#-32 SF 1152#-42SF 1. 314" 371#-14 SF 742#-27SF 1113#-41 SF 1484#-64 SF 1/ 4'e 365#-13 SF 730#-27SF 109-40 SF 1460-5SF N4" 1/4' 427#-16 SF 8 47 5SF 170#-2SF 1-1/ 2" 511#-19 SF 12-37SF 15-SF 2044#-75 SF3/8"a 13/4" 703#- 26 SF 1406#-51 SF 1 2109#-77 SF 2812#-103 SF TYPE OF FASTENER Expanston Bolts Rawl Power Bolt or Equivalent) 3/8"e, 02r15-5SF 2150a##- 77 SF07S2 342## - 17125 4200# -153 SF 5SF SSF 6300# - 230 5F 1/2'a , 3" 1399# - 51 SF 12798# -102 SFJ 4197# -153 S 5596# - 204 SF 5" 2332# - 85 SF 14664# -170 SFJ 6999 - 255 SF 932t1# - 340 SF Note: 1. The minimum distance from the edge of the concrete 10 the concrete anchor and spacing between anchors shag not be lass than 5d where d is the anchor diameter. 2. Allowable roof areas are based on loads for Glass / Enclosed Rooms ( MWFRS); 1= 1.00. Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support WIND LOAD CONVERSION TABLE: For Wind Zonas82egbns other than 120 MPH Tablas -Shown). multiply allowable bads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 26. 6 1.01 Ilia 26.8 1.01 120 27A 1. 00 123 28.9 0.97 130 322 0. 92 1404 37.3 1 0.86 140-2 373 o.B6 ISO 42.8 0.80 Snsw P Metal to Plywood 11r4ply 518"4 ply 314'4 ply Shear lbs. Pull Out Ste. Shear Ibs. Pull Out Ibs. Shear lbs. Pull Out Ibs. 8 93 113 59 134 71 10 100 120 69 141 78 12 118 t115 131 78 143 94 132 145 1 88 157 1- Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Slael Mandrel Rivet Diameter Tension Ibs. Shear Tenston Iba. Shear 1/8' 129 176 210 325 5/32" 187 263 340 490 3/16' 262 375 1 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size wl Wind Zone Use Next Larger Size for "C" Fxnnsuras Maximum Screw I Anchor Size Max Size of Beam Upright Attachment Type Size Description To Wag D ToUpright/Beam 9 r x 4" x 0.044' Angle 1' x 1' x 0.045" 3116' 10 rx4"x0.044' Angle 1'xVx1/16'(0.063 3116' 12 r x 5" x 0.072" U-channel 1-11r x 1-1/2' x 1-1W x 0A25" 1/2' 14 2'x6'xO. 07r Uchannal Vx2-1/8"x1"x 0.050" 5116, 5116 r x 8" x 0.07r Angle 1"x 1' x 1/8' (0.1257 3/16' 12 2" x 10" x 0.07r Angle 1-11Z x 1-12' 1116%0.D62) - 1/4' 12 2" x r x 0.072' Angle 1-1IT x 1-1/2' 3116%0.1887 1/4" 14 2" x 10" x 0.072" Angle 1-1/2" x 1-112' 1/8"(0.0627 1/4' 14 2" x r x 0.07r Angle 1V4' x 1-3W x 118'(0.125') 114" 14 2" x 10" x 0.07r U-channal 1-/4' x 13/4' x 1. V4' x 118" 31W 14 rx 10"x 0.072" Angle 2"x2'x0.093' 3/8' 31a' rxlo"xo.o72" Angle r x 2' x 1/8"(0.125-) 5116' U16- Fr x 15 x 0.072- Angle r x r x 3/16'(0.313-) Note: 1. # of scrawl to beam, wag, and/or post equal to depth of beam. For screw sizes use the stitching screw size for beam / upright found in table 1.6. 2. For post attachments use well attachment type - to wag of member thickness to detenMne angle or u channel and use next higher thickness for angle or u channel than the upright wag thickness. 3: Inside connections members shag be used whenever possible Le. Use In lieu of angles where possible. 4. The thicker of the two members u channel angle should be place on the Inside of the connection H possible. Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # / SF) For Wind Reafons other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1" 264#-7 SF 528#-15 SF 792#"22 SF 1056#-30 SF tie."o 1- 11r 396#-II SF 792#-22 SF IIBU-33SF 1584#-45 SF 2-112" 660# - 19 SF 1320# -37 SF 1980# - 56 SF 2640# - 74 SF 5/16"o 1" 312#-9 SF 624#-18SF 936#-26 SF 1248#-35 SF 1-11r 468#- 13 SF 936#-26 SF 1404#-40 SF 1872#-53 SF 2-1/2" 780# - 22 SF 1560#- 44 SF 2340# - 66 SF 3120# - 88 SF 318'e 1" 356#-10 SF 712#-20 SF 1D68#-30 SF 1424#-40SF 1-11r 534#- 15 SF 106B#-30 SF 1602#-45SF 2136#-60 SF 2-112" 890# - 25 SF 1780# - 50 SF 2670# - 75 SF 13560# 100 SF ONNECTING TO: CONCRETE ( Min. 2.500 par)for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 PE OF FASTENER Quick Set" Connate Screw Rawl Zamac Nailln or Equivalent 1/4"0 1-1f2" 233#-BSF 466#-17 SF 699#-25 SF 932#-34 SF 2" 270#-IOSF 540#-20SF 810#-30SF IOBU-39SF PE OF FASTENER= Concrete Screw Rawl Tap r or Equivalent 3116"o 1- 112" 246#-7 SF 492#-14 SF 738#-21 SF 984#-28SF 1-314" 317#- 9 SF 634#-18 SF 951#-27SF 1268#-36 SF 114"o 1- 112" 365#-10 SF 73D#-21 SF 1D95#-31 SF 1460#-41 SF 1.314' 465#• 13 SF 93D#-26 SF 1395#-39SF 1860#-52 SF 318"o 1- 112" 437#-12 SF 874#-25 SF 1311#-37SF 1748#-49 SF 1-314" 601#- 17 SF 1202#-34 SF 1803#-51 SF 2404#-68 SF PE OF FASTENER - Expansion Bolts Rawl Power Bolt or Equivalent) 318"0 2- 1/2" 1205#-34 SF 2410#-68 SF 3615#-102 SF 4820#-136 SF 1303#-37SF 2606#- 73SF 3959#-110 SFI 5212#-147 SF 1806#-51 SF 3612#-102 SF 5418#-152 SF 7224#-203 SF S. 1993#-SGSF 3986#-112SF 5979#-168SF 7972#-224SF Note: 1. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less Own 5d where d Is the anchor diameter. 2. Allowable bads have been increased by 1.33 for wind loading. 3. Allowable roof areas are based on loads for Glass / Partially Enclosed Rooms (MWFRS) 1.1.00 WIND LOAD CONVERSION TABLE: For Wind Zones/ Regions other than 120 MPH Tables Shown), multiply allowable loads and roof areas by the- imsion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 1Da 25 1. 22 110 30 1. 11 120 35 1. 03 123 37 1. 0o 130 42 0. 94 140-18,2 48 0.88 150 1 56 1 0.81 Table 9.9 Minimum Anchor Size for Extrusions Wall Connection Extrusions Wall Metal Upright Concrete Wood r x 10" 1/4' 14 114" 1/4. 2" x 9" 114" 14 114' 1/4' 2"x8' 114" 12 1/4" B12 2'x7" 3116" 10 3/16' 10 2" x 6" or toss 3116' rib 3/16' 8 Note: Wall, beam and upright minimum anchor sizes shall be used for super guitar connections. Table 9. 10 Alternative Anchor Selection Factors for Anchor Screw Sizes Metal to Metal Anchor Size 08 10 12 14'P0.33 318" 8 1. 00 0.80 0.58 0.46 0.21 10 0.80 1.00 0.72 0.57 0.26 12 0.58 0.72 1.00 0.78 0.36 14 0.46 0.57 0.78 1.00 0.46 5116' 0.27 0.33 0.46 0.59 0.79318' 0.21 0260.36 0.58 1.00 Alternative Anchor Selection Factors for Anchor Screw Sizes Concrete and Wood Anchors concrete screws: 2- maximum embedment) Anchor Size 3116" 1/4' 3/8' 3116" 1.00 0.83 0.50 1/4' 0. 83 1.00 0.59 318' 0.50 0.59 1.00 Dyne Bolts (15/ 8" and 2-114" embedment respectively) Anchor 3116" llr Sits 3/16- 1. 00 1 0.46 1/r 0. 46 I 1.00 Multiply the number of 98 screws x size of anchor/screw desired and round up to the next even of screws.' Example: U (10) # 8 screws are required, %a number of #10 screws desired Ic 0.8x10=(8)# 10 a J Q Z U) Q nit Z 0 J CO } W 0 ; U) of W 06 W ULUJ U LLLL U Q U) Z W W Z 0 D U) J Q co O J UM, LLLitri W (!) rnxliwC Ill o'L6 J v C Cy Xtvs o w a b nuJC7 O Ot D: O S w S84EET zO Z 12 W K K Z W m12 08-12-2010 CUFQQ OFFICE s