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HomeMy WebLinkAbout110 Maplewood DrY RE EIVED MAY 2011 - CITY OF SANFORD BUI DING & FIRE PREVENTION BY. PERMIT+APPLICATION Application No: 0 Documented Construction Value: $ f 5 2-;7 Job Address:, // 0 -Historic District: Yes No or - Parcel ID: 3/ 9 3 O SEA O GD O O O 4 Zoning: - ` Description of Work: Z CoI c llf__A. cp,z Plan Review Contact Person: iq Title: Phone: 38,3 96-65ax: z Property Owner Information y'9`" C&A" Name 7 i i •a- /—l-ei a h Phone: ° 7 ?a/ S'F 7 Street: // o' lc " G ° ' Resident of property? City; State Zip: e— -., / G ?9 771 Contractor Information Name Phone: C 7SS5'- Street: // / Fax: y a 7^ 3aa 3 0 X 9 City, State Zip: State License No.: e,f9 C 06-3 O ©7 Architect/En "gineer Information Name: K4-111_1 no,? e -" Phone: Street. Fax: ' W City, St, Zip: Bonding Company: Address: ' , 4 . r: E-mail: Mortgage Lender:-_. f7L - Address: IT INFORMATION ebl sttd$ - 311duq V10014 • Building Per to s IBM 851*3 ,mmo3 VM ireBC 33 n .a° .off ,;:'` Square Foota _ d u tion Type: S , No. of Dwelling Units: Flood Zone: Electrical New Service,— No. of AMPS: Mechanical (Duct layout required for new systems) ID ! ff 0 7d r 3- N owl io eelt OW 114,00ti#t ,SS -AM t91*3 01'"3 XM ftim 33 * wwfs Wo Plumbing . f " ti-, , I > R s New Construction - No. of Fixtures: Fire Sprinkler/Alarm No. of heads: B Application is hereby made to obtain a permit to do, the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, -wells, pools, furnaces, boilers, .heaters, tanks, and air conditioners, etc. ' OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENT& 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 Date. Print Owner/Agent's Name Signatur o ry-State of Flon Date NYAN CORIN Notary Public - Slat of nor* My Comm. Expfra Mar 27, 2015 tt C misilorl d EE M50 Owner/ or Produced ID Type of ID APPROVALS: ZONING: rom 6.4 v I I UTILITIES: ENGINEERING: COMMENTS: K Z444 6_111)ljl Signature o JC, onttrac—tor/Agent to fir, 7 Print Contractor/ 7 Sign o ry-State o onda Date NttNlly sa`l • • BRYAN ONID76950LNotaryPublic - Stat y r My Comm. Expires M o tt Commission # E Contra c o Me or Produced ID Type of ID WASTE WATER: BUILDING: 61.2W Rev 11.08 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / ! — / Bo`f Documented Construction Value: $ A& 42r Job Address: zzo / n ' - awl &'j Historic District: Yes No Parcel ID: ,I 1 % ,a = V) r1 C0 0 od dl,- Zoning: L. DescriptionofWork: ,Iw'-?_ ' I kAl Z Plan Review Contact Person: l4ahl e z ' {A y- Title: 0 LAI, Phone: y D G ' Fax: `(D /l) E-mail: A L/ i Property Owner Information Name 1'Phone: Street: oa q Resident of property? City, State Zip: J Contractor Information Name / l^ C zQ. <,A) (, Phone: iaJ 6 Street: d Fax• City, State Zip: 1 - State License No.: Architect/ Engineer Information Name: Street: City, S1 Bondin Address: - 1 Building Permit Square Footage: No. of Dwelling Units Electrical New Service — No. of AMPS: Pb Fa ly E- Mortgagf Address: PERMIT INFORMATION Construction Type: No. of Stories: Flood Zone: Mechanical ( Duct layout required for new systems) Plumbing New Construction - No. of Fixtures: _ Fire Sprinkler/Alarm No. of heads: 2 Application is hereby made to obtain a permit to No the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. , OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order 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: ENGINEERING: COMMENTS: UTILITIES: krzMn',-1 I Signature of Contractor/Ag t Date AA Print Contractor Agen s Na r2i-Mlb, - Signature of Notary-Sta, V4114604,' Date P NETTE qt 5;,i oe IDd Contracto P zlly Known to e or Produced L WATER: BUILDING: Rev 11.08 a, PRAG/ER BUILDERS.1I"T'" zzz - 32773- -21M St,)n f vaaac U 4 a HOME # CELL# 1,P A .1 V - 7- ADDRESS j/ c f'1/%t;, r n a -CITY zip - REFERRED BY: Aj*' FLAT: GABLE: 1,-' TIE IN: c-v DOORS: KICKPLATE: ' kjp - f A14 WINDOW TYPE: PORCH OVERHANG: HOUSE O.H.: SOFFIT? FAN BEAMS: d DEM&- ELECTRICAL ' 14 V&J op MATERJAI n:, yn P00.1'k1VT r7n I M. A r10 1VL 1UST BE RELOCATED BY CUSTOMER. secure pay m!rjt of the cqj!qi t p i,qe and may assert and fix the same fis,8. 3.1 DRAINAGE AT BASF, OF Rnnmve nF r- lien upon the real pfopuay on which installation is made. 1N rT f%n MREQFRAUF •T-F-VF1 rNl(, FOR TILE INSTALLATION. 77/ y TO INA(CPSqjRrT TTV OR MISF_T'd0 PE.:...,. r6) IF HOMEOWNER'S ASSOCIATION APPROVAL IS NECESSARY, IT t START. IS CUSTOMER' S RESPONSIBILITY TO OBTAIN PRIOR TO WORK a eel el IN 0. 1 S: 7 7, - U L IC i—k— sec; contra-c", ana accelit the 7sjjj'6n`lh& ier*rns andconditions printed on the reverse side and as aba-ve. % J 7 e Payment Schedule- 6- le-W 7 ell 4 4y L Date: 6 I hereby name and appoint: 1-0 agent of. ` POWER OF ATTORNEY VC, kA e r T f S- LLe—- ---' Name of Company) to'be my lawful attorney -in -fact to act for me to apply for, reee$t for, sign for and do all things necessary to this appointment for: `; The specific pen -nit and application for work located at: 0 I\c\-c lzy- S•a rzk 4-'L 3 a- -I I Street Address) n Expiration Date for This Limited Power of Attorney:. P Z 1.1ccnse Holder Name: State .License Number: C O O Signature of License Holder: STATE OF FLORIDA nT T7VTY OF The foregoing instrument was acknowledged before me this "-day of, 200 // , by A'" - °v'(- who ' personally wn to me or who has produced identification and who did (did not) take an oath. gnature rNotarY Seal) Prim or type name AtlA.N CAK Z. THOfdAS Notary Public State of Notuy Public - State of Florida Commission No. INy Comm. Expires Jun 28, 2013 My Commission Expires:? sj oFr aCommission # DID 903070 as Rev. 3J27107; I or i n „6 C y! J y i 7,2 m MR 5r- 11(hual gl a N 1 Na1 1a r>N ii THIS INSTRUMENT PREW ED BY: Name: r t HARYi E HORSE, CLERK OF CIRCUIT COURT Address: // / SEMINOLE COUNTY SK 07591 Rg 13801 Opg) State of Florida r-1 U, 00 V C. # •''irt'l A eur-7=,r,i3 RECORDED OU27/2011 08a53:afi P% RECORDING FEES 10.00 NOTICE OF COMMENC "TT Saiith Permit Number I "1 1) Parcel ID Number (PID) The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal description of the property and street address if available) GENERAL DESCRIPTION OF IMPROVEMENT r fit'-r'•l .[ aC a •-+i w '- l` OWNER INFORMATION Fee Simple Title Holder name and address (if other than owner) : CONTRACTOR Name and address: Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served a pt,led by Section 713.13(1)(b), Florida Statutes. CEKj%V%t. MORSENameandaddress: . nn1N'E In addition to himself —Owner D Section 713.13M'i(b)„Fro ida rA a copy of the Lienor's Expiration Date of Notice of Commencement: 10— The expiration date is 1 year from date of recording unless a different date is specified. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. STATE OF FLORIDA COUNTY OF SEMINOLE OWNERS SIGNATURE OWNERS PRINTED NAME NOTE: Per Florida Statute 713.13(1) ), owner must sign...... and no one else may be permitted to sign in is_o her stead." The foregoing instrument was acknowledged before me this day of 20 by. " C /.ry . Whq i personally know_ n to e > Name of person making statement OR who has produced identification type of identification produced 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 IN IT ARE TRUE TO THE BEST OF MY KNOWLEDGE AND BELIEF. G' tt :, AAA z.ec. kV i LoA2z4 SIGNATURE Or ATURAL PERSON SIGNING ABOVE fv!)+ IIDORM Sims Rod" MY COMM. iE99M liter 27. 201 Cotnmi92110 * EE 761i1S0 wu t 2' DvcrG a 1 Z y' IxZ N Xy _ LV N to maele"Ood br. N 2YZ use clj e pG hall rl-a-vm ,-d 4-v ro o lC h o u-S e v// X Z k X,5X.vg3 905fi 20 ZXz A N k IN yxz No k eeb es 2 ZX2, N XL Z6/ ' x zX v T N t-- BOUNDARY SURVEY DESCRIPTION: LOT 6, BLOCK C, IDYLLWILDE OF LOCH ARBOR SECTION 6, AS PER PLAT THEREOF, RECORDED IN PLAT BOOK 21, PAGE 40, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. BLOCK CORNER POINT OF CURVATURE 3 ' j( 13 o n C, r co 0dz i RECOVERED 1/2. IRON i LOT 5 lFENCECORNER 0.3' NORTH N89 4Q6' WEST 8 25"E 125.W I RECOVERED 1/ 2-IRON 6' MOM FENCE OrnxOfTELEPHONE t iri CABLE Box11 45. 0' ONMM' StOEWALK ' ' 20. 0' N mw W 24.6' o 28. 7' o r- I -ul o o, 6 Lo Om. m rnwz mi I I a` o o v, ow Zzz- o O o C y 6Lo mM 48. 7' r" p ELEC \ I I IiZ i x . CONCTE REiDRIVEWAY 1 o { 6 p x• ` 1 a RECOVERID N89*48'25"E i25.(30' SE / OVERE 5/8" IRON FENCE CORNER 1 2' WST LOT 7 I I NOTES: BEARINGS BASED ON THE RIGHT OF WAY LINE OF MAPLEWOOD DRIVE AS BEING NOO-11'35"W. UNDERGROUND UTILITIES WERE NOT LOCATED AS PART OF THIS SURVEY. CITY OF SANFORD - BUILDING PLAN REVIEW PLANNING AND DEVELOPMENT SERVICES APPROVED otA DATE!' ' < AMES R. SkfANNO JR., P.L.S. #4671 NOT VALK) ITN T SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORDA LICENSED suRvEY0R AND MAPPER 0 U N SHANNON SURVEYING, INC. 499 NORTH S.R. 434 - SUITE 2155 ALTAMONTE SPRINGS, FLORIDA, 32714 407) 774- 8372 LB # 6898 DATE OF SURVEY, JUNE 10, 2011 FIELD BY: JS SCALE: 1 =30' FILE NUMBM PB21-PG4O-BL.KC-LOT6 6'd 6£0E-ZZ£-LOb UEtiB dZ£:80 I• I• unr 9 6 4, LEGEND This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") degebped and coned by Bennett Engineering Group, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of these materials. 1. Contractor represents and warrants the Contractor. 1.1. Is a contractor licensed in the state of Florida to (wild 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 Ote license granted in such agreement 1.4. Will not alter, amend, or obscure any notice on the ASDM; 1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use of the plans and the calculations in the ASDM; 1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other than a local building department as part of any Contractor's own work) would constitute infringement of Bennett Engineering Group's copyright; and 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM Is provided "as is" and "as available' Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and 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 or that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, If any, for any claim(s) for damages relating to Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect, or special damages, arising from or in any way related to, Contractor's use of the ASDM, even if Bennett has been advised of the possibility of such damages. 4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand, cause of action, debt, or liability, including reasonable attomeys' fees, to the the extent that such action is based upon, or in any way related jto, Contractors useof the ASDM. e- CONTRACTORNAME: F-. QA + I r-LGi C CONTRACTOR LICENSE NUMBER: COURSE # 0002299 ATTENDANCE DATE: CONTRACTOR SIGNATURE: SUPPLIER: :=* QA r f-I BUILDINGDEPARTMENTCONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: ( INITIAL) INDEX This packet should contain all of the following pages: SHEET 1: Aluminum Structures Design Manual Statement, Index Legend, Site Exposure Evaluation Form and Inspection guide for Screen Enclosures. SHEET 2: Screen Enclosures Design Checklist, Screen Enclosures General Notes & Specs. SHEET 3: Design statement, Isometric and elevation views of fiat roofs, roof splice points, and typical screen door connection detail. SHEET 4: Beam to post connection details, typical beam splice detail, rateiai beam bracing detail. SHEET 5: Moment connections details, super gutter or extrdued gutter details. SHEET 6: Gutter and transom wall connection details SHEET 7: Super gutter to upright w/ angle connection details and brace connection details. SHEET B: Gutter and transom wall connection details. SHEET 9: -Cable & k-bracing patterns and cable connection details SHEET 10: Cable & k-bracing connection details and purlin details. SHEET 11: Post details. SHEET 12: Post, knee wall and footing details. SHEET 13: Extrusions SHEET 14A-110: Tables showing 110 mph roof and wall member spans. SHEET 14A-120: Tables showing 120 mph roof and wall member spans. SHEET 14A-130: Tables showing 130 mph roof and wall member spans. SHEET 14A-140: Tables showing 140 mph roof and wall member spans. SHEET 1413: Screen enclosure tables shoving mimimun upright sizes, # of screws, knee bracing & anchoring required, overhang for rafters & trusses, and ailowable spans for lati tudes north 30- 30'-00" N SHEET 15- Moment connection details SHEET 16A: Allowable spans tables for gutter & self mating beams, allowable attributable roof area per post, schedule of beam sizes, and footings for screen enclosures. SHEET 1613: Allowable upright heights, chair rail spans, header spans tables under solid roof and post details for screen enclosures. SHEET 17A: Solid roof panel products- General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET 1713: Roof connection details. SHEET 17C: Beam details and composite roof panel allowable span tables. SHEET 17D: Manufacturer specific roof panel. SHEET 17E: Manufacturer specific roof panel. SHEET 18: Fasteners- General notes & specifications, Design Statement, and allowable loads tables. SITE EXPOSURE EVALUATION FORM QUADRANTI I soo' EXPOSURE_ i sar QUADRANT IV EXPOSURE tar tar WQUADRANT11 J, LsonLEXPOSURE ' QUADRANT III soo EXPOSURE II L--- ------ —•— — --.J NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR'D' EXPOSURE. ' C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. EXPOSURE C: Open terrain with 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 years, site will be *b*. 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for greater than 1,500 feet 4. Open terrain for more than 1,500 feet in any quadrant. / SITE IS EXPOSURE: EVALUATED BY: 1 17 e- DATE: 1 SIGNATURE: LICENSE #: PERMIT # ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT I hereby certify that the engineering contained in the following pages has been prepared in compliance with m m ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, W Chapter20Aluminum, Chapter 23 Wood and Part IA of The Alu .inum Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be o di used for codes other than the Florida Building Code. i a m Structuressizedwiththismanualaredesignedtowithstandwindvelocityloads, walk-on or live bads, end/ or loads as listed in the appropriate span tables. All wind loads used in this manual are considered to be minimum bads. Higher loads and wind zones 3 maybesubstituted. w SS Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby E-: listed: j 4.S 1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter i Q of review and statement no financial interest is available upon request. A copy of Brian Stidings' letter is m posted on my web site, www.lebpe.com. y LL o 2. Any user of this'manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, A. rc or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my 00 continuing education class on the use of the manual prior to becoming a authorized user and bt-annua Ily m w thereafter. 3. Structures designed using this manual shall not exceed the limits set forth in the general notes a contained here in. Structures exceeding these limits shall require site specific engineering. i a 8g W Z Q INSPECTIONGUIDEFORSCREENENCLOSURESo E 1. Check the building permit for the following: Yes a. Permit card & address . . . . . . . . . . . . . . . . . . . . . . . — No W U w ZZ ui i: b. Approved drawings and addendums as required . . . . . . . . . . . . . . . — Q W p col 2C/) O Zw Zc. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . . — d. Notice of commencement . . . . . . . . . . . . . . . . . . . . . . . . — 0 Z 0 UJ U rN- w 2. Check the approved site specific drawings or shop drawings against the "AS 0 U F- CL ttu w BUILT" structure for. Yes No N Z (j) w w a. Structures length, projection, plan & height as shown on the plans. . . . . . . . — b. Beam size, span, spacing & stitching screws W W Z Ja 0az w Purlin & p d lA X vi c. size, span spacing . . . . . . . . . . . . . . . . . . . . . . . — d. Upright size, height, spacing & stitching screws . . . . . . . . . . . . . . . — W W Z lL W Z a, LU WLLIZ3 g e. Chair rail size, length & spacing . . . . . . . . . . . . . . . . . . . . . — length, & 1"x 2" to 2" 2" H LU N WWULL f. Eve rail size, spacing stitching of x . . . . . . . . . . — t_ U W w z g. Enclosure roof diagonal bracing is installed snug . . . . . . . . . . . . . . — 0 O" h. Wall cables or'K' bracing are installed snug . — Z 0 O X H v N f. Knee braces are property installed . . . . . . . . . . . . . . . . . . 3. Check load bearing uprights for the following: Yes No t W U (9 H Q 0 -, Z Z X a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . . . . . — b. Correct & fasteners to upright In j o Z ~ a Z number, size spacing of . . . . . . . . . . . . — c. Correct number, size & spacing of fasteners of angle to deck and sole plate nw. p Z m 05ZQd. Upright is to deck through brick then anchors shall through m OZ I- lL UJ c anchoredpaversgointo • p U .. 0 Z R paversconcrete . . . . . . . . . . . . . . . . . . . . . . . . . . — 4. Check the load bearing beam to upright for. Q i LL JUw a. Upright to beam connection and / or splices have correct number & spacing of Yes No w u. Q W e screws . _ _ _ b. Overlap beam to upright or gusset plate . . . . . . . . . . . . — O N F- O c. If angle brackets are used in framing check for correct thickness and size & number of fasteners . . . . . . . . . . . . . . . . . . . . . . . . . . . Z Co 5. Check load bearing beam to host structure and / or gutter for. Yes No W a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . — w D b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . — O Co a Z c. Size, number & spacing of anchors of receiver to host structure of gutter . . — Correct to host Z w 2 J C t'•'_ tY d. anchoring of gutters structure . . . . . . . . . . . . . . LL W E O 6. Check the wall cables: Yes a. Location & number . . . . . . . . . . . . . . . . . . . . . . . . . . — No p u- Lu # W ; 3mrn x J O b. Top bracket size and fasteners LL c. Eye bolts are welded . . . . . . . . . . . . . . . . . . . . . . . . . . — m W 6 j O $ z d. Bottom strap to concrete connection . . . . . . . . . . . . . . . . . . . — Q a) 5W a m o 7. Check wall'K' bracing (if required): Yes a. Location & size . . . . . . . . . . . . . . . . . . . . . . . . . . . . — No W m C j m w b. Angle, gusset or clip size & number . . . . . . . . . . . . . . . . . . . . — a M a N O c. Number & size of fasteners . . . . . . . . . . . . . . . . . . O Orn .0L W ` a a. B. Check electrical ground: Yes No o Coa. Properly completed . . . . . . . . . . . . . . . . . . . . . . . . . . — w U > Ci m w b. Angle, gusset or clip size & number . . . . . . . . . . . . . . . . . . . . — rn C U 2 a a m c. Number & size of fasteners . . . . . . . . . . . . . . . . . . . . . No- w O 9. Check the doors on pool enclosures: Yes a. Door handle Q 54" from the deck . . . . . . . . . . . . . . . . . . . . — rn m J F Z THE DESIGNS AND SPANS SHOWN ON THESE DRAb1tINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA_ ; 0 o fBUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS. a 00 yOZ wr I Z SHEETJOB NAME: ADDRESS: Z s21471 w mDRAWING FOR ONE PERMIT ONLY 08-12-2010 OF 18 0 r DESIGN CHECK LIST FOR POOL ENCLOSURES I. Design Statement: These plans have been designed in accordance with the Aluminum Strictures Design Manual by Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code with 2009 Supplements, Chap er 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & 11-A; Exposure "B' or "C" or D" Importance Factor 1.0- Negative I.P.C. 0.18; iSO MPH Wind Zone forte second wind gust; Basic Wind Pressure Design pressures arelj_ PSF for roofs & PSF for windward walls & PSF for leeward walls. (see page 3 for wind loads and design pressures) A 300 PLF point load is also considered for screen roof members. 'All loads are based on 20 x 20 x .013 screen density. Deflection limits meet or exceeds FBC 1604.3. Notes: Wind velocity zones and exposure category is determined by local code. Design pressures and conversion multipliers are on page 3. 11. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. letA +_ ?C-C_!GJ c e__ Phone: l a %- '303'g J Contractor / Authorized Rep' Name (please print) Date: 6 , Z Z - L( Contractor / Authorized Rep* Signature e 1 Job me & Address Must have attended Engineer's Continuing Education Class within the past two years. Note: If the total of beam span & upright height exceeds 50' or upright height exceeds 16', site specific engineering is required. III. Building Permit Application package contains the following: Ye; No A. Project name & address on plans. . . . . . . . . . . . . . . . . B. Site plan or survey with enclosure location, C. Contractors / Designers name, address, phone number, & signature on plans.. D. Site exposure forth completed . . . . . . . E. Host structure truss overhang per table 1.11 has been checked . . . . . . . . 1. If overhang exceeds choose detail per page 9. . . . . . . F. Enclosure layout drawing @ 1/8" or 1110" scale with the following:. . . . . . . 1. Plan view wih host structure, enclosure length, projection for host structure,. and all dimensions. 2. Front and side elevation views wih all dimension & heights. . . . . . . V11 Note: All mansard wall drawings shall include mansard panel at the top of the wall. 3. Beam location (show in plan & elevation view) & size.. Check table 1.1,1.3 &1.6 Roof frame members allowable span conversions from Exposure "C" 0 B* "D" rr Procedure Exposure or _"C" or Exposure for load width of . (i9 Note: Conversion factors do not apply to members subject to point load (noted in the tables as pb or pd. V4 SPAN REQUIRED MEMBER SPAN FOR EXPOSURE IN TABLE bord)= r % • k__09l EXPOSURE MULTIPLIER see page 3) J/ 4. Upright location & size show in plan & elevation view.. . . . . . . . . Check both tables 1.3 & 1.6 5. Chair rail & girt size, length, & spacing . . . . . . . . . . . . . . . . Table 1.4) 6. Eave rail size, length, spacing and stitching of . . . . . . . . . . . . Table 1.2) Wall frame member allowable span conversions from "B" Expsure to _"C" or D" Exposure for load with of" Look up span in appropriate wind zone span table and apply the following formula if the member noted is ub (bending) or ud (deflection). SPAN REQUIRED MEMBER FOR EXPOSURE "C" SPAN qqrr ~ 10 Y/ (bord)=y Yes No/ 7. Anchors go through pavers into concrete . 8. Minimum fooling and / or knee wall details . . . . . . . . . . . . . 9. Cable or K- brace details Section 1 . . . . . . . . . . . . . . . . Wall area calculations for cables: W = wall width, H = wall height, R = rise W 1 = width @ top of mansard, W2 = width @ top of wall E. Select fooling from examples in manual. F. To calculate the number of cables needed. Example 1: Flat Roof Front wall @ save: ft. x ft. = ft' @ 100% _ . ff,= W H a Largest side wall: ft. x ft. = 8.' @ 50% = , , , , , , . , , , , ff? W H b Total area / (233 ft.' I cable for 3132") = _cable pairs TOTAL = . ft? or Total area / (445 ft.' / cable for 1/8") =_cable pairs Side wall cable calculation: R.' @ 100%= , , , , , , , , • , , , , , , fL' b 3277 / Side wall area / (233 ft.' / cable for 3/32") = _cable(s) or Side wall area / (445 ft.' / cable for 1/8") = cable(s) Example 5: Dome Ro Q ome wall @ save: Oft. x 6afL = Z66ft. @ 100% = , , , , , , , ft2 W H a Front dome rise: Z ft. x 1/2ft.) _ R' @ 100% _ U.I ft? R W b ''II Largest side wall:ft. x $_ft' @ 50% _ , , , , , , , , , , , , , 1 ft = W H c Largest side dome rise: %i ft. x 4 f = f .- @ 50% _ , , , , , _ ft Total area / (233 ft? / cable for 3132") = Wprcepairs irsTOTAL or Total area / (445 ft.' / cable for 1/8") = cable pair n Side wall cable calculation: 1 (0 ft.' + 2_R' _ "ft2 @ 100%= . . , , , . , ! v ft 2c d ft Sidewallarea / (233 .' / cable for 3/32") = A cable(s) or Side wall area / (445 ft.' / cable for 1/8") = A- ble(s) EXPOSURE MULTIPLIER seepage 3) Yes No/ 7. Enclosure roof diagonal bracing in plan view . . . . . . . . . . . . . . 8. Knee braces, length, location & size . . . . . . . . . . . . . . Table 9. Wall cables or K-bracing sizes shown in wall views . iF IV. Highlight details from the Aluminum Structures Design Manual: A. Beam & Purlin tables with size, thickness, spacing & spans / lengths . Tables 1.1 & 1.2 or 1.9.1 & 1.9.2) B. Upright & girt tables with size, thickness, spacing, & spans / lengths . V Tables 1.3 1.3 & 1.4) C. Table 1.6 with beam & upright combination . . . . . . . . . . . . . . . D. Connection details to be used such as: . . . . . . . . . . . . . . . . 1. Beam to upright . . . . . . . . . . . . . . . . . . . . . . . . 2. Beam to wall . . . . . . . . . . . . . . . . . . . . . . . . 3. Beam to beam . . . . . . . . . . . . . . . . . . . . . . . . 4. Chair rail, purlins, & knee braces . . . . . . . . . . . . . . . L 5. Extruded gutter connections . . . . . . . . . . . . . . . . . . . 6. Angle to deck and / or sole plate . . . . . . . . . . . . . . . . . Example 6: K-Bracing K- bracing shall be used for all wind zones of 130 MPH and higher. 1) The following shall apply to the installation of K-BRACING as additional bracing to diagonal wind bracing for pool enclosures: a) FRONT WALL K-BRACING - ONE SET FOR EACH 800 SF OF TOTAL WALL AREA TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8' x 3Z) = 256 Sq. FL SIDE WALL AREA @ 50% (8' x 20') = 80 Sq. FL TOTAL WALL AREA = 336 Sq. FL 800 SF > 336 SF THUS ONE SET OF FRONT WALL K-BRACING IS REQUIRED. b) SIDE WALL K-BRACING -ONE SET FOR 233 SF TO 800 SF OF WALL' c) To calculate the required pair of k-bracing for free standing pool enclosures use 100% of each wall area & 50% of the area of one adjacent wall. GENERAL NOTES AND SPECIFICATIONS 1. The following structures are designed to be married to site built block or wood frame DCA approved modular structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the owner or contractor has a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host stricture capacity. 3. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 4. The structure designed using this section are for flat roof configurations where the primary roof beam to post connection is at a 90" angle. 5. Spans are for enclosures with mean roof heights less than 30'. For greater heights, site specific is required. 6. Connections to fascia shall be limited to overhangs shown in table 1.11 or less unless site specific engineering is provided. 7. The proper structural name for a chair rail or top rail of an enclosure is a girt. Thus the terminology shall be interchangeable. 8. Screws that penetrate the water channel of the super gutter shall have ends dipped off for safety of cleaning gutter and the heads of screws through the gutter into the fascia shall be caulked. 9. Span tables and attachment details for composite panels are in the solid roof panel products section. 10. When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head. 11. An additional super gutter strap or ferrule is required to be located near the midpoint of the beam spacing. Straps shall be attached to each truss / rafter tail when a 2" sub -fascia does not exist, Straps at the beam are not required when straps are placed @ each truss / rafter tail and spacing of straps does not exceed Z- 0". - 12. Super or extruded gutter details are applicable to all widths of super or extruded gutters, and gutters may be substituted. Gutter straps and/or ferrules shall be the width of the inside and outside of the super or extruded gutter respectively. The center of the knee braces shall not be more than 6" above the top of the super or extruded gutter. 13. If the sub -fascia is 3/4", and the sub -fascia is in good repair, a 1/47 P.T.P. slip the width of the fascia may be added to the existing sub -fascia by attaching the plywood with (2)16d x ij common nails or (2) #8 x 3" screws. This gives the equivalent of a 2" fascia. 14. Spans may be interpolated between values but not extrapolated outside values. 15. All 2' X 4" and larger purlins shall have an internal or external angle clip or screw boss to fasten the bottom of the purlin to the beam. 16. Load width and / or panel spacing used in determining spans / heights is measured from center to center of the members. EXAMPLE Screen panel A is 6' center to center. Screen panel B is T center to center. The bad width of the frame member between panel A and B is (672 + T/2) = 6.6 or 6-6". The distance, spacing or load width is not measured between frame members as that would reduce it by 2" to the load width if figured that way. 17. Definition, standards and specifications can be viewed online at www.lebpe.com. 18. Moment connections and moment tables can not be used in solid roof/ screen roof combination enclosures or any connection that requires a knee brace such as in a dome roof. 19. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 20. Other shapes than those shown in Section 8 with State Product Approvals may be used with the details of this section so long as the shapes are compatible with the details. 21. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. Example: 6063- T6 after heat treatment and paint process. 22. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coals 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. 23. All fasteners or aluminum parts shall be corrosion resistant, such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 24. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non- magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 25. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. SECTION 1 DESIGN STATEMENT The design loads used 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 and 0.77 for 110 or higher. These loads are based upon wind tunnel testing and include all internal and external pressue coefficients. All loads are based on 20 x 20 x .013 screen density. Deflection limits meet or exceeds FBC 1604.3. Al pressures shown in the below table are in PSF (#/SF). All framing components are considered to be 6063-T6 alloy. SECTION 1 Uniform Loads for Structures with Screen Roof & Walls Basic Wind Pressure p, s.L) Exposure' B' Exposure'C' Roofs s. f. Windward Walls ( p.s.f. Leeward Walls ( ps.f.) Roofs s. f. Windward Walls ( ps.f.) Leeward Walls ( p.s.L) 13 3 12 10 5 17 13 N1441395181417 4 15 13 6 21 17 18 4.3 15.9 13.3 6.3 222 17.6 20 5 18 14 7 25 19 1401 & 2 23 6 21 15 8 29 23 150 1 26 1 7 1 24 1 18 1 9 1 33 27 Loads per table 2002.4 Multipliers only apply to members when spans r heights are controlled by wind pressure, not by point load. Conversion Table 1A Wind Zone Conversion Factors for Screen Roof or Wall Frame Members From 120 MPH Wind Zone to Others; Exposure'B' R,". f. I W"n. Wind Zone MPH Applied Load # 1 SF Conversion Factor Applied Load #/ SF Conversion Factor 100 3 1.15 12 1.12 110 4 1.00 13 1.07 120 4 1.00 15 1.00 123 4.3 0.96 15.9 0.97 130 5 0.89 18 0.91 1401 & 2 6 0.82 21 0.85 150 7-1 0.7E 24 0.79 Note: Multipliers are for wall loads only. Multipliers only apply to members when spans / heights are controlled by wind pressure, not by point load. Conversion Table 113 Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exposure " B' to "C*Exposure to" " Mean Roof Height' Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0 - 15' 121 0.91 0.94 1.47 0.83 0.88 1 S - 20' 129 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 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 Multipliers only apply to members when spans / heights are controlled by wind pressure (Ub or Ud), not by point load ( Pb or Pd). Conversion Example (Convert span for Exposure "B" to "C"): If max span found from span tables for Exposure'S" - 31'-11' = 31.97 and the mean roof height of the structure is 0.15' then multiply span by 0.91 the span for Exposure 'C" is 31.92" 0.91 = 29.06 = 2914" 7 ZW WELm OLL0 W toF 9 ZR W WZ7 ZWJ U) ZW W 0: D.. 2 fn Z 06 fl_ J- W U F- F- H CIF W Ilf Z W O D J 2 WU w H1Z W Z Z N 3 W O W (n U LL H 0 F( j) O - W Q Y U wZg Z F LL Z gUZWJ W Q Q SEAL SHEET V 2 Wto08- 12-2010 OF 0 L9 Z zK w wzZ zkw W tu W18 0 SEE' 1.3 ( PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE K-BRACING RE FOR 120 MPH EXPOSUREE CC OR HIGHER CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM TABLES 1.3. 1 A & 1.6) L SIZE MEMBERS PER APPROPRIATE TABLES IH K-BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER GIRT (rYP.) SCREEN (TYP.) FRONT WALL ALUMINUM COLUMNS (TYP.) TABLES '.3X124P6) RISER WALL WHERE REQUIRED PURLINS (TYP.) DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) CABLE BRACING WALL FRAMING (SEE ES 1.3, 1.4 & 1.6) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. P IN (TYP.) - SCREEN (TYP.) - H SEE TABLES 1.3 & 1.6) K-BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER W CABLE CONNECTION SEE DETAILS SECTION 1) GIRT (rYP.) 1- x 2--(TYP.) GRADEY CABLE CONNECTION ` SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - FRONT WALL ELEVATION SCALE: N.T.S. RISER WALL WHERE EXISTING STRUCTURE r REQUIRED I W T PURLIN (rYP.) SIZE MEMBERS PER I I ALUMINUM BEAM APPROPRIATE TABLES L TABLE 1.1 OR 1.9.1) DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) H MPH EXPOSURE C OR HIGHER( TABLEK-BRACING REQUIRED FOR 120NWGIRT SIDE WALL FRAMING 1.3, 1.4 & 1.6) FRONT WALL ALUMINUM COLUMNS (TYP.) TABLES 1.3, 1.4 & 1.6) SCREEN (TYP.) TYP.) SIDE WALL FRAMING 2'(TYP.) TABLE 1.3,1.4 & 1.6)BLE B G TYPICAL TRANSVERSE STACKED GABLE ROOF - METRIC SCALE: N.T.S. a NNECTION DETAILS AND NOTES ARE FOUN E SUBSEQUENT PAGES PURLIN (TYP.) SCREEN (TYP.) H SEE TABLE 1.3 & 1.6) CABLE CONNECTION SEE DETAILS SECTION 1) K-BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER GIRT (TYP.) 1" x 2" (TYP.) GRADE CABLE CONNECTION / SEE DETAILS SECTION 1) TYPICAL TWO STORY POOL ENCLOSURE - FRONT WALL ELEVATION ALL ROOF TYPES SCALE: N.T.S. FRONT WALLS FRAMING SEE TABLE 1.3, 1.4 & 1.6) K-BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER FRONT WALL SCREEN (TYP.) 1' x 2" (TYP.) PURLIN (TYP.) ALUMINUM BEAM TABLE 1.1 OR 1.9.1) DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) SIZE MEMBERS PER APPROPRIATE TABLES EXISTING STRUCTURE SIDE WALL CABLE ALUMINUM COLUMNS TABLE 1.3, 1.4 & 1.6) (rYP.) TYPICAL TWO STORY POOL ENCLOSURE - ISOMETRIC ALL ROOF TYPES) SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES SIDE WALL MEMBER SCREEN (TYP.) W CABLE CONNECTION l - (SEE DETAILS SECTION 1) HOST STRUCTURE GIRT 1" x 2" (TYP.) GRADE K-BRACING (OPTIONAL) CABLE CONNECTION SEE DETAILS SECTION 1) TYPICAL FLAT ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE K-BRACING (REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER) SIZE MEMBERS PER APPROPRIATE TABLES TYPICAL FLAT ROOF - ISOMETRIC SCALE: N.T.S. SIDE WALLS AND FRAMING SIZES TABLES 1.3.1.4 & 1.6) ALUMINUM BEAMS TABLE 1.1 OR 1.8) PURLIN DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) GIRT (TYP.) CABLE BRACING TYPICAL NOMENCLATURE FOR SCREENED ENCLOSURES: H- MAXIMUM UPRIGHT HEIGHTS L- MAXIMUM BEAM SPAN WITHOUT KNEE BRACE. ADD HORIZONTAL LENGTH OF KNEE BRACE TO SPAN FROM TABLES) SW- SIDE WALLS CAN BE FRAMED WITHOUT TOP BEAM AND CAN BE SMALLEST EXTRUSIONS ALLOWED BY SPAN TABLES W- SCREEN PANEL SPACING CONNECTION DETAILS AND NOTES ARE FOUND IN SUBSEQUENT PAGES. I14L lAL L - TOTAL SPAN FROM TABLES SPLICE POINTS FOR FLAT OR DOME ROOF SCALE: N.T.S. DOOR HINGE LOCATION 2 x 2 EXTRUSION I i I III I I Imo--11- 2 x 2 EXTRUSION HINGE LOCATION HINGE LOCATION NOTES: 1. Door to be attached to structure with minimum two (2) hinges. 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. 3. Each hinge to be attached to door with minimum three (3) #12 x 3/4' S.M.S.. 4. Bottom hinge to be mounted between 10 inches and 20 inches from ground. 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. 6. If door location is adjacent to upright a 1' x 2" x 0.044" maybe fastened to upright with #12 x 1" S.M.S. at 12" on center and within 3" from end of upright. 0 m o, H z LLO aa, i 8 J Q W Z Q. fn Z ZU' -1 O N ZF- J 0 W D Q W W LL WZ LLE 0 F- W U ZO U)0 H0W CO wZ g Z PLL U W J U) Q It W) Cq n J W MtLLitLL W C7 m xL o J 4 , 4to m C U to n ED LLI he t m U > p C U o 0o nm f0 H LLv%C "- / tin ow q zz S waw v SHEET z zw W Ow 3 w CDz z K m 1808-12-2010 OF C BEAM NOTCHED AROUND BEAM PER TABLE41 BEAM SPLICE SHALL BE MIN. SPLICE LOCATED 1/4 TO 1/3 1-314" STRAP MADE FROM BEAM HEIGHT MINUS 1/2ANDCONTINUOUS2" x 2` OR (4) " BEAM SPAN STAGGERED REQUIRED GUSSET PLATE jam- d -1/2" SPLINE GROOVE 2' x 3' ® e ° 2 x (d - .50") LENGTH EACH SIDE OF BEAM MATERIAL e e d = HEIGHT OF BEAM PLATE CAN BE INSIDE OR ( SEE TABLE FOR LENGTH AND y` o e e o 2 x (d-0.50') # OF SCREWS REQUIRED) fd-1.00- td- 11.1)[11" OUTSIDE BEAM OR LAP CUT" x 2'OR 2"x 3"TOFLATROOFMIN. EDGE DISTANCE CONNECT 2ti MINIMUM POST SIZES BEAM W/ MIN. (3) #10 x 1-112" + + + + + d O S. M.S. INTO SCREW BOSSES REQUIREDFOREACHBEAM + + + + + + + + 1' rt + + + + + Z E SIZE ( SEE TABLE 1.6) _ MAX. 1` x 2" OPEN BACK ATTACHED + + + + + c a d-.50" d TO 2" x 2" W/ #10 x 1-1/2" S.M.S. . . . + + + y DSELECTFASTENERSIZE, _ > NUMBER AND PATTERN 1' @ 24" O.C. + + + + + + SEE TABLE 1.6 & 9.5A OR 9.5B) + + + + + + + + MAT + + + + + + to ro BEAM TO UPRIGHT CONNECTION DETAIL (FULL LAP) MIN. EDGE DISTANCE + + + + + + SCALE: 2" = 1'-0' FASTENER SIZE, DENOTES SCREW PATTERN SPACING (SEE TABLET 6) AND + + + + + + NOT NUMBER OF SCREWS 1" x 2" SNAP SECTIONS ATTACH TO 2" x 2" W/ ° ® 10 x 1-1/2" S.M.S. @ 24" O.C. BEAM PER TABLE OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 0 0 ®® FLAT ROOF GUSSETT PLATE 0.050' OR GREATER. GUSSET PLATE O SHALL HAVE AN ULTIMATE E YIELD STRENGTH OF 30 KSI a. OR HIGHER CT FASTENER SIZE, NUMB PATTERN SEE TABLE 1. 9.5A OR 9.5B) UPRIGHT CONNECTION WITH - GUSSET PLATE DETAIL (FULL LAP) _ SCALE: 2" =1'-0" BEAM / PURLIN T x W MAX. ATTACHED TO RECEIVING PURGIJ 2' x 2" EXTRUSION e 1" x 2' OPEN BACK EXTRUSION NOTCH POST FOR LARGER UPRIGHT USE ALTERNATE BEAM TO POST CONNECTION FULL LAP DETAIL THIS PAGE AND MIN. PURLIN TO UPRIGHT SAME AS MIN. UPRIGHT TO BEAM TABLE 1.6 I. E. 2" x 7' UPRIGHT REQUIRES 2" x 4' BEAM) 0. 045" x 1" X 2' H CHANNEL W/ 6) # 10 x 1/2" S.M.S. EA- SIDE (6) TOTAL COLUMN PER TABLE 1.3 OR 1.4 2" x 4" MAXIMUM SIDE WALL PURLIN TO POST CONNECTION SCALE: 2" =1'-0' OPTIONAL POSITION OF TOP RAIL W/ 1"x 2' 1' x 2" SNAP SECTIONS ATTACH TO 2" x 2" W/ 10 x 1-1/2" S.M.S. @ 24' O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3' (4) o o ° SPLINE GROOVE SECTION e 0 ROOF x 2" x 2' AND 1"x 2" MAY BE SELECT FASTENER SIZE, ROTATED TO RECEIVE a NUMBER AND PATTERN SCREEN ( SEE TABLE 1.6 & 9.SA OR 9.5B) UPRIGHT CONNECTION DETAIL (FULL LAP) SCALE: T = 1'-0' Minimum Distance and Screw Size ds in.) Edgato Center 2ds in. Center to Center 2. 1/2ds in. Beam Size Thickness In. 8 0.16 3/8 7115 2" x 7• x 0 055' x 0.1 ••' 1116 = 0,063 to 0.19 318 1 2x 8" x 0.072- x 0.224• 118 = 0 125 12 0. 21 7/16 9116 2" x 9' x 0.072" x 0.224" 118 = 0.125 14 or 1/4• 025 112 518 2• x 9' x 0.082• x 0.306' 118=0.125 51160 031 5/8 T4 2' z 10' x 0 092" x 0.369• 114 = 0.25 mlers to each side of splice use for 2" x 4' and 2" x 6' also Note: 1. A8 gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksl. TYPICAL BEAM SPLICE DETAIL SCALE: 2' = V-0" INTERNAL BRACING: 1-3/ 4" x 1-3/4" x 0.125" ANGLE T-6 ALLOY) OR CUT FROM BEAM MATERIAL PLAN VIEW SCALE: 2" = V-0" ISOMETRIC VIEW SCALE: N. T.S. MIN. (3) # 10 x 2" CORROSION RESISTIVE WASHER HEADED SCREWS MIN. ( 4) # 10 x 2" CORROSION RESISTIVE WASHER HEADED SCREWS RNAL BRACING CUT FROM IE BEAM SIZE W/ 2-1/4" TH LINS TABLES 1. 2, 1.6, OR 1.9.2) LATERAL BEAM BRACING DETAILS (FOR SPANS GREATER THAN 40'-0" 1 NOTES: 1. REQUIRED FOR SPANS GREATER THAN 40' AND ALL DOME OR TRANSVERSE GABLE ENCLOSURES 2. FOR ALL PURLINS & GIRTS SHALL USE ALL SCREW BOSSES AVAILABLE & IF THERE IS NO BOTTOM SCREW BOSS ADD AN EXTERANAL OR INTERNAL CLIP TO ANCHOR BOTTOM OF PURLIN OR GIRT. SCREW LOCATIONS PER TABLE 1. 6 FILL OUTSIDE LOCATIONS FIRST Strap Table Beam Size ScrewsSke SlmpL lo 2" x 7• 4) #12 2-3/4' Tx8' 4)# 14 3-1/4' 2"x9" 4)#14 3-1/4' 2'x10' 6)#14 4-1/2" I \- BEAM CUT TO ACCEPT WALL I\- UPRIGHT 1- 314" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) SELF -MATING UPRIGHT CUT TO MATCH BEAM ANGLE ALL SCREWS 314" LONG Y Notes: 1) Fill outer screw positions first until required number of screws is achieved. 2) See Table 1.6 for screw sizes and number. 3) Screw pattern layout with spacing between screws greater than minimum is allowed so that equal spacing is achieved. 4) 2" x 8" beam with 2" x 5" upright shown. Other beam to upright combinations per table 1.6 may be used. ALTERNATE BEAM TO POST CONNECTION (FULL LAP) MINIMUM POST SIZES PURLIN PER TABLE REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) ATTACH GUSSET PLATES TO ALL GUSSET PLATES SHALL PURLIN & POSTS BE A MINIMUM OF EQUAL ALLOY TO THE BEAM OR HAVE A ULTIMATE YEILD STRENGTH 2" x 2" EXTRUSION OF 30 KSI. d= BEAM DEPTH O O 1" x 2' OPEN BACK v EXTRUSION 1) # 10 x 1-1/2' S.M.S. 24" O.C. o 1/16" RECEIVING CHANNEL OR NOTCH POST H CHANNEL GUSSET PLATES 4) #10 S.M.S. EACH SIDE COLUMN PER TABLE 1.3 OR 1.4 2' x 4' MAXIMUM FOR UPRIGHT USE ALTERNATE BEAM TO POST CONNECTION FULL LAP PURLIN TO UPRIGHT SAME AS MIN. UPRIGHT TO BEAM TABLE 1. 6 (I.E. Z'xT UPRIGHT REQUIRES T x 4" ALTERNATE SIDE - WALL -TO' PURLIN DETAIL SCALE: 2" = 1'-0' J Q D W Z U) Z ZDO Z Q W W Q W W W. 0 WLUZ Q II ZO MU)O ~ U CO Q fn i- MOg Z 1= LL U W J U) Q U oa g o° trffluj LL Z 6 fcc 30 135 5 Itt0 Omn J W LL LuLLZ mat W 6 0 O Q 0 Lm c ) a N L W n a) J co i£ y U o 0 n 1 Im- SHEET w 4 rn 08-12-2010 OF u) d f0Z it w wz 0Zw ZZw m180 MOMENT CONNECTION TABLES CAN ONLY BE USED IN CONJUNCTION WITH ONE OF THESE DETAILS 2" x 9" x 0.072" x 0.224" BEAM SHOWN 1-314" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) WHEN FASTENING 2" x 2" THROUGH GUSSET PLATE USE #10 x 2" (3) EACH MIN. 1p 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 2m 2" x 6" x 0.050"x 0.120' UPRIGHT SHOWN 1 XX Xe\ X X X X e de X X 9 XXXXX XXX e XX XX X'` ee X \ X XX XX XX XX kX kX xX \ o® e ,cX XX XX ®® X XX XX XX J ® oX, X® -k 0 2xd. d--z)(MIN.)\ fWALTERNATE FLAT 2(M-2-) a H STRAP TABLE BEAM SIZE SCREWS SIZE STRAP LENGTH xi- 4 #1 4 7 x6- 4 #14 3.1/4 x9. 1 14 x 1 14 1 4-1rr ALL SCREWS 3/4" LONG NOTES: 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSE17 SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7" AND LARGER. 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. BEAM SPLICE CUT, GUSSET PLATE CONNECTION & GUSSET SCREW PATTERN BEAM TO POST MOMENT CONNECTION DETAIL SCALE: 1-11T = 1'-0" 12 x 6JUPRIGHT CUT TO MATCH BEAAYI ANGLE AND NOTCH FOR EAVE RAIL 1-3/4" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) 18) #8 SCREWS PER TABLE 1.6 2 X 6 SELF MATING BEAM SCREW LOCATIONS PER TABLE 1.6 FILL OUTSIDE LOCATIONS FIRST NOT ALL LOCATIONS ARE REQUIRED ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksE STRAP TABLE BEAMSIZE SCREWSSIZE STRAPLENGTH 2"xT 4)#12 2-3/4" 2' x B" 4) #14 3-1/4' 2"x9" 4)#14 3114" T x 16- 6) #14 4-1/7 rmMl d -112- FLAT ROOF 1-3/4" x 1-3/4 x 1-3/4" 5052 H-32 ALLOY SAME THICKNESS AS GUSSET PLATE FOR BEAM MATERIAL 2" x 8" BEAM CUT TO ACCEPT WALL UPRIGHT NOTE 2"x8"BEAMW/2"x6' UPRIGHT SHOWN OTHER BEAM TO UPRIGHT COMBINATIONS PER TABLE 1.6 MAY BE USED 5-1/2" "FLAT BAR" INSIDE WALL SECTION SEE TABLE 1.6 FOR THICKNESS & SCREW ALL SCREWS 3/4- LONG PATTERN) NOTES: 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. BEAMS THAT ARE 2 x 7 OR LARGER MUST HAVE GUSSET PLATE. 6. MOMENT CONNECTIONS AND MOMENT TABLES CAN NOT BE USED IN SOLID ROOF / SCREEN ROOF COMBINATION ENCLOSURES OR ANY CONNECTION THAT REQUIRES A KNEE BRACE SUCH AS IN A DOME ROOF. ALTERNATE BEAM TO POST MOMENT CONNECTION DETAIL SCALE: 1-1/2" = 1'-0" 2" REINFORCING STRAP W/ (2) 10 x 2" INTO HOST STRUCTURE AND (2) #10 x 518" INTO GUTTER 1/8" PLATE OF 5053 H-32 ALLOY OR ULTIMATE YEILD STRENGTH OF 30 KSI W/ (4) 10 x 5/8" EACH SIDE 2" x 8" BEAMS AND ER ADD (1) 3/8" x (W + LAG SCREW INTO THE ER TAIL CLOSEST TO THE JER ON EACH SIDE FRAMING BEAM x 1/8" ANGLE W/ (4) #10 x ACH SIDE ANNEL W/ THRU BOLT THRU BOLT SIZING: 2) 1/4" UP TO 2' x T BEAM 3) 1/4" FOR 2" x T BEAM 3) 3/8" FOR 2" x 8" & 9" BEAM 3) 11T FOR 2" x 10" BEAM OUTER MITER DETAIL FOR SUPER GUTTER TO CARRIER BEAM SCALE: 2" = l -(r STRAP SUPER OR EXTRUDED GUTTER HOSTSR CTUE / SPACING/24-SPACING/2 SPACING /2-7I- SPACING /2 BEAM SET SPACING BEAM SET SPACING STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 1/4" = 1'-0" 2" S.M.S. OR LAG SCREWS SE 2"x_ x0.( EACI-BEAM I AND aQ 1/2 BEAN 2) S.M SE SCREW PATTERP SEE TABLES OF SIZE ANC SCREWS) SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER J Q U) WZ Z) U) z0O Nz90WZ) I.-- W WLL - IX Lu Z 3w0 I— U Z DULL O— QO w to (n O: Z F=. LL. U W E U) Q d' 0 co 0 m n k 2 J W M W d W O LL 0 v m L C U n a) 0] c r n N C W o M a J m 0 O m U a o n m ca 9 Z o w o Ir 0LL w ` 0 E IA / z U) w SEA maO SHEET w FSFS EL zw w 5 z 0 ww zz m 08-12-2010 OF 18 O 4 SELF -MATING BEAM SIZE VARIES) 1/4" x 2" LAG SCREWS @ 24' O.C. OR #10 x 2" SCREWS @ 12" O.C. I TAIL CUT OFF BEAM OPTIONAL) 2"x 2"ANGLE WITH (4) S.M.S.( SEE SECTION 9 FOR SCREWIG PER OR g/4" FERRULE WITH 3/8"x 8" SIZES) EACH SIDE TOTRUDED LAG SCREWS @ EACH BEAM BEAM TO SUPER GUTTERUTTER RECEIVING CHANNEL I MAX. DISTANCE FROM FASCIA 2-1/8" x 1" W/ (2) #8 x 1/2" S.M.S. TO HOST STRUCTURE WALL EACH SIDE OF BEAM SEE TABLE 1.11) SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION SCALE: 2" = V-0" 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. MIN. AND (2) @ EACH STRAP OPTIONAL 1" x 2" OR 2" x 2' FOR SCREEN I ELF -MATING 2" x _' x 0.05U" STRAP @ BEAM 01— SUPER OR EACH BEAM CONNECTION SIZE VARIES EXTRUDED AND @ 1/2 BEAM SPACING W/ ANGLE, INTERIOR OR GUTTER 2) #8 x t/2' S.M.S. PER STRAP EXTERIOR RECEIVING CHANNEL (SEE FASTENER MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE WALL SECTION) SEE TABLE 1.11) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 2" =1'-W 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. MIN. AND (2) @ EACH STRAP OPTIONAL 1" x Y OR T x 2" FOR SCREEN SELF-MPATING BEAM 2" x "x 0.050" STRAP SUPER OR @ EACH BEAM CONNECTION EXTRUDED AND @ 1/2 BEAM SPACING W/ GUTTER ( 2) #8 x 1/2" S.M.S. PER STRAP MAX. DISTANCE FROM FASCIA INTERIOR OR EXTERIOR TO HOST STRUCTURE WALL RECEIVING CHANNEL (SEE (SEE TABLE 1.11) FASTENER SECTION) ALTERNATE SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 2" = l -W 2-1/2" MIN. S.M.S. OR LAG SCREW INTO 2' x -FASCIA OR IF NO SUB -FASCIA INTO RAFTER TAILS 2" WIDE x 0.050" (MIN.) STRAP SPACING PER LOCATION DETAIL (SEE PREVIOUS PAGE) SELF MATING BEAM SIZE VARIES) 2" x 2" ANGLE W/ (4) S.M.S. EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER RECEIVING CHANNEL 2-1/8" x 1" W/ (2) 98 x 1/2" S.M.S. EACH SIDE OF BEAM IF TRANSOM HEIGHT EXCEEDS 6-0" USE CANTILIEVER BRACE DETAIL FOR SCREW SIZES SEE SECTION 9 SOFFIT l" x 2" x 0.062" P.T. LUMBER BLOCKING W/ 0.024" BREAK FORM CAP OR 1" x 2" ALLOWABLE ONLY W/ ROOF ANGLES LESS THAN 23" UP TO 5" IN 12" ROOF SLOPES) FOR ROOF SLOPES GREATER THAN 5" IN 12" USE 1/8" x 2" x_ ANGLE AS REQUIRED MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE WALL SEE TABLE 1.11) TYPICAL SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION SCALE: 2" = 1'-0" BEAM -SCREEN ROOF POST TO BEAM FASTENING J w w SEE TABLE 1.6) a Lnz 9 00 w 0)0)® I ®®® A5 REQUIRED KNEE BRACE MININUM SIZE AND CONNECTION (PER TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS KNEE BRACE ATTACHMENT 6' ABOVE TOP OF GUTTER MAX. FASCIA AND SUB -FASCIA 2) 2- SCREWS (SEE SECTION 9 FOR SCREW SIZES) 1/4.0 BOLT @ 24" O.C. MAX. WITHIN 6" OF EACH POST FASTEN 2" x 2' POST W/ (3) EACH #10 S.M.S. INTO SCREW SPLINES USE ANGLE EACH SIDE FOR 2" x 2" TO POST CONNECTION W/ HOLLOW POST 2'STRAP -LOCATE AND FASTEN (DETAILS PAGE 1-24) 2" x 2" x 0.093" ANGLE W/ (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER 0 co Fw Iww BEAM - SCREEN ROOF a > 2 0.050- H-CHANNELW f = o OR GUSSETS Ln w o ale ON i 45't LENG OF KNEE B E HOST STRUCTURE ROOFING 2) 2" LAG SCREWS SEE SECTION 9 FOR SIZE) 2"STRAP-LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-24 FASCIA AND SUB -FASCIA COMPOSITE EAVE RAIL W/ 2' x 2' ANGLE WITH (4) S.M.S. 2" x 2" FASTENED TO BEAM / SEE SECTION 9 FOR SCREWUPRIGHT (3) 10 x 1-1/2' SIZES) EACH SIDE TO BEAMS.M.S. MIN.. INTO SSCREW TO SUPER OR EXTRUDED BOSSES. 1' x 2" ATTACHED GUTTERTO2' x 2" W/ #10 x 1-1/2" S.M.S. @ 24.O.C. CONTINUOUS 2" x 3" SNAP SECTION FASTENED Io SCREW PATTERN SHOWN IS A POSSIBLE NUMBER OF SCREWS. ACTUAL FIELD SCREW PATTERN MAY VARY. COMPOSITE 2' x 3' EAVE RAIL FULL LAP CUT POST TO BEAM FASTENING SEE TABLE 1.6) 0 63 POST SEE TABLE 1.3) SCREEN MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR EXTRUDED GUTTER MAX. DISTANCE TO HOST STRUCTURE WALL (SEE TABLE 1.11) THRU SCREW BOSSES W/ (3) SUPER OR EXTRUDED GUTTER MIN. 910 x 1-1/2" OR 2" x 3' RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 2 HOLLOW SECTION FASTENED SCALE: 3" = l'-0" THRU SCREW BOSSES W/ 10 x 1-1/2" S.M.S. SCREEN (MAY FACE IN OR OUT) SCREW PATTERN SHOWN IS A POSSIBLE NUMBER OF SCREWS. ACTUAL FIELD SCREW PATTERN MAY VARY. HOST STRUCTURE ROOFING 2" LAG SCREWS SEE SECTION 9 SUPER OR FOR SCREW SIZE) EXTRUDED MAX. DISTANCE TO 2" STRAP LOCATE AND GUTTER HOST STRUCTURE FASTEN PER STRAP ALL (SEE TABLE 1.11) LOCATION DETAIL PAGE 1-24 ALTERNATE LAG SCREW AND FERRULE IF TRANSOM HEIGHT EXCEEDS W-0" USE CANTILNER BRACE 2" x 2" ANGLE WITH (4) S.M.S. DETAIL ( SEE SECTION 9 FOR SCREW SIZES) EACH SIDE OF BEAM AND SUPER OR EXTRUDED GUTTER SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAILA.=: . SCALE: 3" =1*-W FASCIA AND SUB -FASCIA NOTE: MINIMUM POST SIZES ARE REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) SELF -MATING BEAM SEE TABLE 1.1 OR 1.8) 2" x 3' COMPOSITE EAVE GIRT Ge FASTENERS SIZE, NUMBER AND PATTERN (SEE TABLE 1.5) POST SIZE (SEE 1.3 OR 1.6) SOFFIT SUPER OR EXTRUDED GUTTER MAX. DISTANCE TO HOST STRUCTURE WALL SEE TABLE 1.11) f SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA.- DETAIL 3 . J Q cl) M w Z IY C/)Z Z OJO N Z Q W Z) Q W W LL 0wWZQ Dw0 HWU ZO LL F U) /n H wog Z(—LL gww J U) Q SHEET 0w 08-12-2010 [OF 6 W zzw 18 0 1-1/2" x 1-1/2" x.063" ANGLE EACH SIDE WIT (4) # 10 ti SCREWS EACH WAY G 2" x 3" COMPOSITE EAVE GIRT TYPICAL e 2"x_(SEETABLE I.6) ALUMINUM PLATE OR 2" H CHANNEL W/ (3) # 10 x 3/4" S. M.S. @ BRACE AND UPRIGHT KNEE BRACE PER TABLE 1.7 BRACE SHALL NOT BE MORE THAN 6" ABOVE THE GUTTER PURLIN OR BEAM SHALL NOT BE MORE THAN 6" FROM THE TOP OF THE GUTTER r 2' LAG SCREWS WITHOUT A KNEE BRACE SEE PG 21 FOR SCREW SIZE)- 2" STRAP LOCATE AND FASTEN tD PER STRAP LOCATION DETAIL SOFFIT 2" x 2" ANGLE WITH (4) S.M.S. SUPER OR SEE SECTION 9 FOR SCREW EXTRUDED SIZES) EACH SIDE OR BEAM GUTTER AND SUPER OR EXTRUDED MAX. GUTTER DISTANCE TO HOST FASCIA AND SUB -FASCIA STRUCTURE WALL SEE TABLE 1.11) SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 SCALE: 2" = V-0' TRUFAST SIP HD FASTENERS W/ 1-1/4'0 FENDER WASHERS @ 8" O.C. UP TO 130 "D" @ 6" O.C. 130 'D" AND UP TO 150 MPH "D' EXPOSURES LENGTH = PANEL THICKNESS 1") @ ROOF BEARING ELEMENT( SHOWN)AND 24" O.C. @ NON BEARING ELEMENT ( SIDE WALLS 2" WIDE x 0.050" (MIN.) STRAP SPACING PER LOCATION DETAIL PAGE 1-24 24" MAX.' 10 x 1/2' TEK SCREWS 1-1/2' x 3' x 1-1/2" X 0.050" @ 8- O.C. RECEIVING CHANNEL W/ (1) 10xl/ 2" TEK SCREW @ 8" O.C. ROOF PANEL PER TABLES SECTION 7) TRUFAST HD SIPS FASTENER i' loal1-1/2' x 1-1/2" x 1/4" ANGLI EXTRUDED OR W/ (2) #10xl/2" TEK SCRE d ® SUPER GUTTER @ 8" O.C. ANGLE OR RECEIVING CHANNEL SUPPORTING BEAM SEE TABLES SECTION 9) (PER TABLES) ALTERNATE RECEIVING CHANNEL 2-1/8' x 1" W/ 2) # 8 x 1/2" S.M.S. EACH SIDE OF BEAM AND BEAM TAIL REMOVED SELF - MATING BEAM POST AS REQUIRED SIZE VARIES (PER TABLE 2.3) WITHOUT SITE SPECIFIC ENGINEERING NOTES: 1. VARIATIONS OF SUPER GUTTER ATTACHMENTS MAY BE MODIFIED TO ATTACH TO COMPOSITE ROOF SYSTEM. 2. CAULK ALL EXPOSED SCREW HEADS. 3. CAN NOT BE USED IN CONJUNTION WITH MOMENT CONNECTION. BRACE CONNECTION TO SUPER OR EXTRUDED GUTTER SOLID ROOF / SCREEN ROOF COMBINATION SCALE: 2' =1'-U" 2) 2" SCREWS SEE SECTION 9 FOR SIZES) 2" x _" x 0.050' STRAP @ EACH BRACE CONNECTION AND @ 1/2 -BEAM SPAN W/ 2) # 8 x 112" S.M.S. PER STRAP FASTEN THRU MEMBER INTO SCREW BOSSES W/ 4) # 10 x 1-1/2" S.M.S. 2" x2" RECEIVING CHANNEL 2- 1/8" x 1"WITH (2) #8 x 1/2" S. M.S. EACH SIDE OF CHANNEL TO 2" x 2" BRACE MAX. DISTANCE TO HOST STRUCTURE WALL SEE TABLE 1.11) NON- STRUCTURAL BRACE CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 2" = 1'-0" GALVANIZED METAL PLATE TRUSS TAIL #2 P.T.P. AND SUB - FASCIA SEE TABLE 1.11 FOR MAX TRUSSES OR SPAN (LOH) RAFTERS ASSUMED TO BE @ 2'- 0" O.C. TRUSS / RAFTER TAIL SCALE: 1" = 1'-0" 1/ 2" x 8" "L' BOLT W/ 2" SQUARE WASHER ON PLATE ALTERNATE ROOF TYPE RAFTER TAIL #2 P.T.P. AND SUB - FASCIA 2 x 8 P.T.P. TOP PLATE SEE TABLE 1.11 FOR MAX. TRUSSES OR SPAN (LOH) RAFTERS ASSUMED TO BE @ r- o' O.C. ALTERNATE TOP PLATE TRUSS / RAFTER TAIL ASSEMBLY,,... SCALE: 1" = T-W EXISTING PREENGINEERED TRUSS SIMPSON SPLICE PLATES 2 x_SUB FASCIA. PLUMB CUT SHOWN BUT MAY BE SQUARE CUT SEE TABLE 1.11 FOR MAX. TRUSSES OR SPAN (LOH) RAFTERS ASSUMED TO BE @ 2'- 0" O.C. MASONRY OR WOOD FRAME WALL NOTES: 1) REFER TO TABLE 1.11 2) IF P IS GREATER THAN 1V SITE SPECIFIC IS REQUIRED. 3) IF P IS 10' OR LESS THE TRUSS MAY BE ADDED TO OR FIXED BY ADDING A STRUT AS SHOWN AND FASTENING TO TOP AND BOTTOM CHORD WITH SIMPSON MEND PLATES. 4) TRUSS FIXES SHALL BE FROM ONE TRUSS BEFORE SCREENED ROOM AND ONE TRUSS AFTER SCREEN ROOM IN WIDTH. TRUSS FIX FOR CANTILEVER TRUSS SCALE: 1" =1'-(' SIMPSON 2" x 4" JOIST BUCKET ANCHOR TO WALL W/ (3) 3/16' x 1-1/4" CONCRETE SCREWS & NAILS PER MANUFACTURER SPECIFICATIONS 2" x 4" BACK BRACE FASTEN BACK BRACE TO EXISTING TRUSS TAIL W/ (3) # 12d COMMON OR #8 x 2 -1/2" DECK SCREWS OR (1) SIMPSON MEND PLATE 2 x_SUB FASCIA- PLUMB CUT SHOWN BUT MAY BE SQUARECUT MASONRY OR WOOD FRAME WALL NOTES: 1) PROJECTIONS SHALL NOT EXCEED 4'-0" WITHOUT SITE SPECIFIC ENGINEERING. 2) BACK BRACES CANNOT END IN WINDOW OR DOOR OPENINGS. 3) TRUSS FIXES SHALL BE FROM ONE TRUSS BEFORE SCREENED ROOM AND ONE TRUSS AFTER SCREEN ROOM IN WIDTH. TRUSS TAILS OR JOIST EXCEEDING TABLE 1.11 REQUIREMENTS H ( IN) DROP FOR VARIOUS PROJECTIONS "P' ROOF SLOPE/ PITCH OR RISE EXISTING ROOF PROJECTION 24' EXISTING ROOF PROJECTION 30' EXISTING ROOF PROJECTION 36• EXISTING ROOF PROJECTION 48• 2. 5' S 625' 7.5' 10' 3' 6' 7.5' 9' 12' 4" 8• 10' 12' IT s 10' 12.5' 15' 2(' 6' 12" 15' 18' 24" 20' 24' 32' 9' 18• 22s 2r 36' IT 24 30' 36' 48' TRUSS / RAFTER TAIL FIX FOR VARIOUS PROJECTIONS SCALE: 1" = l'-0' 9 ZLu wELx OLLQ w mO 0 zR w wz4 zwrc O< 0 0o o LL w zQ Ecc 30 Sga 1 cl) ZW U) Z ZZ- O 0 F- OZ9 - 1 00WZM W LLLL Wp 7 Z Q W0 Z I- ix ( ) O 7U) 0 O LU QW / n I— og Zj= LL U W J U) Q d' mIt c7rn to J W cc", m LL W LL LLI x W- aOL m J O a) o a n 0) : 3o D CD Ism . a c m L d m a U 0 0 n S m G' 22 10 SEAL a 0 . SHEET U a w w0 W7 a 08- 12-2010 OF C O C/ z zE w wz0 zwz zw m 4 NOTE: IF HEIGHT FROM GUTTER TO BEAM IS GREATER THAN 1'-0" A KNEE BRACE IS REQUIRED ED 2) ANGLE STRAPS OR FERRULES REQUIRED 3) #10 x 1/2" S.M.S. EACH CONNECTION d' 9 D 9) #12 x 3/4" TEK SCREWS THROUGH ANGLE INTO SUPER GUTTER FASTENER SIZE, NUMBER AND FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) PATTERN (SEE TABLE 1.6) BEAM AND UPRIGHT EXTRUSION SIZES SEE TABLE 1.1 AND 1.3) SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL. NOTE: IF HEIGHT FROM GUTTER TO BEAM IS GREATER THAN V-0" A KNEE BRACE IS REQUIRED FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) 2) ANGLE STRAPS OR FERRULES REQUIRED 3) #10 x 1/2" S.M.S. EACH CONNECTION FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) 9) #12 x 3/4" TEK SCREWS THROUGH ANGLE INTO SUPER GUTTER FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) BEAM AND UPRIGHT EXTRUSION SIZES SEE TABLE 1.1 AND 1.3) SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL PRIMARY BEAM SCREEN ROOF 0 0.050" H-CHANNEL OR GUSSETS C G e LENGTH OF KNEE BRACE COMPOSITE 2" x 2" + 1" x 2"_ ALL 0.044" MIN EAVE RAIL BEAM TO MIN. POST SEE TABLE 1.6) e e e e e 0 0 0 ® SEE TABLE 2.3 OR 3.3 FOR BRACE SIZE SAME AS PURLIN I GIRT MINIMUM CANTILEVER BRACE 45° t CONSULT TABLE 1.6, 2.2 OR 3.3 Q W CO 2" x 3" x 0.050" OR EQUAL TO a w POST SIZE (BRACE DEPTH +1) o REQUIRED NUMBER OF Lp #10 x 9/16' S.M.S. EACH SIDE 4 W 1) #10 SMS 24" O.C. 3) #10 x 3" INTO 2" x 4" (MIN.) SUB -FASCIA EACH SIDE BEAM TO WALL CONNECTION SEE SECTION 9) SEE TABLE 1.6 FOR BRACE SIZE SAME AS RISER ANGLE CUT FROM S.M.B. SAME SIZE AS CANTILEVER BRACE OR LARGER (# OF SCREWS BASED ON DEPTH OF PRIMARY BEAM PER SIDE OR PER CONNECTION) = D-1)#10FOR 2"x4"-2"x7" D - 1) #12 FOR 2"x 8" D- 1)#14FOR 2"x9"82"x10" 2" x 2" (MIN.) x 1/8" ANGLE NOTE 1. For post to beam sizing see Table 1.6, 2.2, or 3.3 2. For connection members see Table 9.8 U-Channel 3. Inside connection members shall be used wherever possible Le.Use U-Channel in lieu of angles where possible. ALTERNATE CANTILEVERED BRACE CONNECTION TO WALL AND FASCIA DETAIL MINIMUM 2" x 4" FASCIA NOTCH ANGLE FOR GUTTER MUST REMAIN FOR ANGLE STRENGTH 2" x 3" x 0.050" MIN. W/ (4) ANGLE, ANCHORS, AND 10 x 3/4" S.M.S. FOR LARGER RECIEVING CHANNEL PER BEAMS USE (BEAM DEPTH +1) SECTION 9 FOR NUMBER OF SCREWS SEE SECTION 9) 3) #10 x 2 1/2" S.M.S. @ RAFTER TAILS OR 2" O.C. MAX W/ 2" x 6" SUB FACIA CANTILEVERED BRACE CONNECTION AT FASCIA (END VIEW GUTTER IS NON STRUCTURAL MAY USE ROLL FORMED GUTTER NO STRAP IS REQUIRED EXCEPT FOR EXTRUDED GUTTER 3) 1/ 4" x 1-314" TAP CON OR LAG SCREW VARY SIZE WITH WIND ZONE C a` N 5 Cr z N W Ez Q m f Coc Ep no: LL cm iu30 85 J U) a 8 Z W tY Wc a Q D Cn N w Z z ZOOO U LLI z mwW Z L W U) ui J W Lu Q Lu0ls7 W a z LU 0N 3 LLI Z LL M W O Z tL w z U0LL DU) O o a U C.) U) I Q0 U) e- W W z to o LL Z ~ wog a m Z Z LL U 0 E 3 W o u Q o F 0 N r0 yTy T4 ? 2n LL W LL z 0 W x 2 W LL V 0_ J0 a a Q 0 7 m C j' o Y m N1- 0 a m c Lll co o t J_ c 9 w SE4 a USHEET J w W 0 w 08-12- 2010 OF 0 N m c z Ww w z0z w r_ z z w180 BEAM 2) #10 x 1/2" S.M.S. TOE SCREW INTO BEAM AND/OR SIDE WALL RAIL CONNECTION APPLIES AT BOTH ENDS OF BRACE ANGLE OR PLATE AT BOTTOM OF BRACE WIND BRACE CONNECTOR MAY BE (2) ANGLES, INTERNALLU' CHANNEL OR EXTERNALLU' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER FASTENER SECTION) CARRIER BEAM SEE TABLE 1.5) MINIMUM NUMBER S.M.S. 314" LONG REQUIRED EQUAL TO BEAM DEPTH SEE FASTENER SECTION) e EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY PRIMARY BEAM SEE TABLE 1.1 OR 1.8) ARRIER BEAM TO BEAM CONNECTION DETAI SCALE: 2'=1'-0" -.•.., BEAM TO WALL CONNECTION: x 0.060" EXTERNALLY MOUNTED ALTERNATE: 1" x 2", 1" x W OR 2" x T ANGLES ATTACHED TO WOOD FRAME WALL W/ MIN. (2) 3/8" x ATTACHED TO WALLW/ #10 x 2" LAG SCREWS PER SIDE OR 2" x 2" EXTRUSION W/ 2" S.M.S. @ 16" O.C. TO CONCRETE W/ (2) 1/4" x 1" x 2" EXTRUSION 2-1/4' ANCHORS OR MASONRY EAVE RAIL WALL ADD (1) ANCHOR PER HOST STRUCTURE MASONRY w JSIDE FOR EACH INCH OF BEAM OR FRAMED WALL e DEPTH LARGER THAN 3' SELECT FASTENERS FROM w ~ FASTENER SECTION) o w ALTERNATE CONNECTION: WIND BRACE CONNECTION DETAIL o. 1)1-3/4" x 1-3/4" x 1-3/4" x 1/8" SCALE: 2' = 10' INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME NOTES: PRIMARY OR MISC. FRAMING p WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS OR TO CONCRETE 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than (4) panels from BEAM (SIZE PER TABLES) OR MASONRY WALL W/ (3) 1/4" host structure. ANGLE OR RECEIVING Y 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH CUT RECEIVING CHANNEL TO LARGER THAN 3" 2" x 6' BEAM FIT BEAM AND BRACE ANGLE BEAM TO WALL CONNECTION DETAIL WIND BRACE SCALE: 2" =1'-0' 3) MIN. #10 x 1/2" S.M.S. OPTIONAL BRACE TELESCOPE MIN. 12' 12" MIN.. 1- 3/4' x 2" x 1-314" RECEIVING CHANNEL ATTACHED TO BEAM W/ ( 4) (TOTAL) #10 x 1/2" S.M.S. 2" x 2" EXTRUSION W/ 1" x 2" EXTRUSION OR 2" x 3" SPECIAL SECTION BRACE ATTACHED TO CHANNEL W/ (4) (TOTAL) 10 x 1/2' S.M.S. 2) TOP AND (2) BOTTOM EAVE RAIL TELESCOPING WIND BRACE CONNECTION DETAIL SCALE: 2" =1'-U' NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than three panels from host structure. Structures of four or more panels shall be spaced for even number of panels for opposing wind bracing. 2. Cut brace parts with min. 12" lap of larger and smaller brace. 3. Cut receiving channel with angle. SLOPED ROOF OR GABLED END ROOF 1' x 2- OR 2" x 2' ATTACHED TO WALL W/ #10 x 2" S.M.S. @ 16' O.C. w F ca e o. F oW e w o_ e PRIMARY OR MISCELLANEOUS FRAMING 1 BEAM ( SIZE PER TABLES) 4d ( 1" FOR 1/4") 2d ( 1/2" FOR 1/4-) HOST STRUCTURE TRUSS/ v RAFTER TAILS OR BARGE RAFTER ( SELECT FASTENERS FROM FASTENER SECTION) I I I UPLIFT/ FORCE 1 ON FASTENER ANCHOR IN SHEAR ANCHORIN LOAD TENSION OR TENSILE LOAD CALCULATE THE NUMBER OF SCREWS REQUIRED BY SOLVING THE FOLLOWING EQUATION: C ROOF WIND LOAD' x BEAM SPACING x ( BEAM SPAN ` 2 ) _ # OF ANCHORS ANCHOR ALLOWABLE LOAD FIND ROOF WIND LOAD IN DESIGN SPECIFICATIONS ON PAGE 3 BEAM TO FASCIA CONNECTION DETAIL SCALE: 2" = 1'-U" d- y v i o C x amy S of wC m a zCo Qm c oe o, K LL mwza z 3a Sg J 1,( A z 0 ZW Wo L Lu L F tL N i aOU y w% Z J L J < dIL UWW Z LL IY W Z Q o I3- W U Z O w LL A QIx 0U t0, 1N Q fy U) c zog J m 2 F LL U p E W J' W 0 L N O 2 N J Cc LL W LL Z m 3t 3 li CD LL o o: C ID LLI yCo xW Be Jm C > 0 c N a: o n m w. i a 0SHEET UG, 1 o10 SEAL QJ W LD 0w 9LD 08-12- 2010 OF PANELS/ELEMENTS UNBRACED BY HOST STRUCTURE TO BE BRACED BY DIAGONALS IN PERIMETER PANELS (MIN.) ELEMENTS BRACED BY HOST QSTRUCTURECONNECTION BEAMS AND / OR PURLINS HOST STRUCTURE 0 ELEMENTS BRACED BY DIAGONALS ALTERNATE BRACING PATTERN, CORNER BRACES STILL REQUIRED CABLE OR K-BRACING IN WALLS) x z ga. a QO aM m EXAMPLE OF ALTERNATING J v BRACE POSITION CABLE OR TYPICAL LAYOUT CABLE OR K-BRACING BEAMS OR PURLINS K-BRACING IN WALLS) (IN WALLS) ADDITIONAL ROOF BRACING IS REQUIRED FOR ALL SIDE EACH DIAGONAL TO BE WALLS LARGER THAN 4 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) PANELS. NUMBER OF PANELS MEET WALL AT WALL BRACING EACH #10 S.M.S. (MIN.) SHOULD BE EVEN TO PERMIT AT CORNERS (TYP.) POSITION OF BRACES ALTERNATING POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 1/4" = V-0' HOST STRUCTURE TYPICAL LAYOUT BEAMS OR PURLINS WIND BRACING PATTERN TYPICAL FOR EVEN NUMBER OF SIDE PANELS OVER 4 SCALE: 1/8" = V-0" HOST STRUCTURE H Z J ga. a ccO 0 C/) ZEIEFWD TYPICAL LAYOUT BEAMS OR PURLINS WIND BRACING PATTERN TYPICAL FOR ODD NUMBER -OF SIDE PANELS OVER 4 SCALE: 1/8" = T-0" CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTAL ALLOWABLE WALLAREA" 3/32" 233 Sq. Ft. / PAIR OF CABLES 1/8" 445 Sq. Ft. / PAIR OF CABLES TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (IT x 32') = 256 Sq. FL SIDE WALL AREA @ 50% (8' x 20') = 80 Sq. FL TOTAL WALL AREA=, 336.Sq. FL 233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required. b) . SIDE WALL CABLES - 7 x 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE" 3/32" ONE PER 233 Sq. FL OF WALL 1/8" ONE PER 445 Sq. FL OF WALL SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. FL c) To calculate the required pair of cables for free standing pool enclosures use 100% of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (].e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. FL. The side wall cable may be attached at the mid -rise girt or the lop rail. 3. Standard rounding off rules apply. to: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. 4. Additional roof tracing is required for all side walls larger than 4 panels. Number of panels shall be even and position shall be alternating. 5. Cables shall be snugged up tight only to not put strain on cables. 5) #10 S.M.S.(MIN.) 1/8" x 1-1/2" x 8" FLAB e e e 0) e 0.125" PLATE 0 TON 45" ANG EYE -BOLT OR TURN CKLE FOR CABLE TENS] N \ DO NOT OVER TIGHTE CABLES SNUG UP ONLY Cam— PERIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 2" = l'-0' 1 ' 3-1/2" ASTM A-36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2"x 2"x 0.125"ANGLE MIN. 4" NOMINAL) SLAB S.S. CABLE @40" - 50" MAX. MIN. (2)114' OR 5/16' x 1-314" ANGLE W/ SLAB MIN. 5d CONCRETE ANCHORS ALTERNATE CLIP: MIN. v 3' ASTM A36 PRESSED STEEL CUP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 SCALE: T = V-0" ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 313Z CABLE AND 9029 FOR 1/8" CABLE SLAB FOR 118" CABLE SHALL FOR 3132" CABLE 5/16" x 2' HAVE A THICKENED EDGE TO CONCRETE ANCHOR W/ O ACHIEVE 5d MIN. AND A 3/8" x CABLE THIMBLE AND WASHER 2" ANCHOR o P Z z g r; is 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE TERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A SCALE: 2" =1'-W S.S. -CABLE @ 40- TO 50" MAX. ANGLE TO SLAB CABLE CLAMP SEE TABLE) NOTE: SEEENERALNOTESAND S. FOR NUMBER OF CABLES REQUIRED 3-1/2" ASTM A-36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2' x 0.125" ANGLE 9"Y9"x n_195"ANMF 1/4" x 1-1/2' CONCRETE WCHORS (MIN.) 1TERNATE CLIP: 3" ASTM A-36 RESSED STEEL CLIP MAY BE UBSTITUTED FOR 2" x 2" x 1.125" ANGLE Oz mW0. ISTANCE FROM EDGE OF lt LAB = 5(D) OF SCREW OW 0 ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B SCALE: 2" = 1' -W Wm ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH SIDE OF 1" x 2" x 0.125" CLIP AND (4) FRAME MEMBER 10 x 3/4" S.M.S. EACH SIDE FOR CABLES EITHER A OR B z z B tD MIN. (2) CLAMPS REQUIRED g TYP-) U) I I I MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP -CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 2" = V-0" 2 NISV" Q J 2 SELECT ANCHOR FROM TABLE O 9-1. MIN. SHEAR 607# FOR c7 3132' CABLE AND 594# FOR 1/8" z CABLE, FOR 3/32' CABLE (1) w 114" x 1-1/2' CONCRETE Wz ANCHOR (MIN.) @ 5d MIN. 0 w mdo mm o Z ox C ao y Ww r z Q y OQm t o 3 itm o a 30 g5 z J 0 z W 93w Z ar o Q U) N 0) Z zoo 2 I- U) W NZJ w W W Qo W/ W p WZ Q N Z W 5LL 0 U FQOwz W — f— og ZjZLL- c U z W 0 JU Ju. Q 0 N dct ` L0 u' D qk Z J W lLWLL Z m st W z a m o IL u,o"$ O It d ; C U 33 U Oc,00n Nt W ca yxm nJ n m mU C mN a F SHEET 2600 P. S.I. CONCRETE\' J 6x6- 10x10WELDEDW U) MESH OR FIBER MESH 0 CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C SCALE: 2' = T-0' 08-12-2010 OF z 0 2010z W W zaz WOz z zm18 0 N DOUBLE COMPRESSION K-BRACING SLEEVES STEEL CLIP WITH General Notes and SPBCIfCBtIOnS: PURLINS ANCHORED W/ CLIPS OR #10 SCREWS O CONCRETE ANCHORS TOCONCRETETE CONCRETE DECK 1) The following shall apply to the installation of K-BRACINGas additional bracing to diagonal wind bracing for THROUGH PURLINS INTO SCREW BOSSES 1/8" STAINLESS STEEL pool enclosures: CABLE 40' TO 50" MAX. a) FRONT WALL K-BRACING - ONE SET FOR EACH 800 SF OF TOTAL WALL AREA p o ANGLE TO SLAB TOTAL WALL AREA = 100% OF FRONT WALL + W% OF ONE SIDE WALL a EXAMPLE: FRONT WALL AREA @ 100% (8' x 32') = 256 Sq. FL SIDE WALL AREA @ 50% (8' x 2V) = 80 Sq. FL TOTAL WALL AREA = 336 Sq. FL 59 800 SF > 336 SF THUS ONE SET OF FRONT WALL K-BRACING IS REQUIRED. g b) SIDE WALL K-BRACING - ONE SET FOR 233 SF TO 800 SF OF WALL EAVE RAILS SHALL BE it c) To calculate the required pair of k-bracing for free standing pool enclosures use 100% of each wall STITCHED W/ 910 x 1-1/2" SMS area 8 50% of the area of one adjacent wall. @ 6" FROM EACH END AND 24" OC MAX. I, NOTES: NOTE: 2500 P.S.I. CONCRETE 1. K-bracing shall be used for all wind zones of 120 MPH EXPOSURE "C" and higher. CLIP MAY ALSO BE MOUNTED TO SIDE 6 x 6 -10 x 10 WELDED WIRE 2. Side walls do not require k-bracing until the side wall area is greater than 233 SF. OF SLAB. MAINTAIN 2" EDGE DISTANCE MESH OR FIBER MESH 3. Standard rounding off rules apply. ie: if the number of k-bracing sets calculated is less than 1.5 CONCRETE sets use one set of k-braces; if the number of k-braces calculated is 1.5 sets or greater use 2 sets of k-bracing. ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2D SCALE: 2" = V-0" O o 0) 0) I ®® 0 (D X 1 CHAIR RAIL EAVE RAIL 4" x 4" x 0.062" PLATE 2" x 2" x 0.044" BRACE 1/4" x 1-1/4" EMBEDMENT EXPANSION BOLT @ 24" O.C. 1 x 2 SOLE PLATE SEE TABLE 1.8 FOR REQUIRED QUANTITY OF 10 x 3/4" S.M.S. K-BRACING CONNECTION DETAILS NOTES: SCALE: 2" = V-0" 1. Can trim plate this area. 2. Altemate connections use'H' bar cut to fit connections. EAVE RAIL 4) #10 x 114" S.M.S. OR TEK FASTENER TYP. OF CLIP OR FRAME CONNECTION 2" x 2" x 0.044" BRACE (TYP.) TELSCOPING BRACE SYSTEM ALTERNATE K-BRACING CONNECTION DETAILS SCALE: 2" = V-0" NOTE: Alternate connections use 'H' bar cut to fit connections. FRONT AND SIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 1/4" x 2-1/4" CONCRETE/MASONRY ANCHORS @ PRIMARY & SECONDARY ANGLES OR @ 6" FROM EACH POST AND 24" O.C. MAX. AND WALLS MIN. 1" FROM EDGE OF CONCRETE PURLIN & CHAIR RAIL DETAIL C,.,, o, : SCALE: 2" =1'-0" — - - POST PER 1.3 SERIES GIRTS ANCHORED W/ CLIPS OR THROUGH #10 SCREWS INTO SCREW BOSSES 1"x2"OR1"x3" PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST W/ INTERNAL OR EXfERNAL'L' CLIP OR'U' CHANNEL W/ MIN. SCREW BOSSES 4) #10 S.M.S. I i G) PURLIN, GIRT, OR CHAIR RAIL SNAP OR SELF MATING BEAMS ONLY SNAP OR SELF MATING BEAM ONLY O FOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAYBE REMOVED AND INSTALLED IN PILOT HOLES OFOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDEOFTHECONNECTIONMUSTBESTRAPPEDFROMGIRTTOPOSTWITH0.050" 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 SI D CENTERED ON / THE POST AN A T #70x3(4" S M S. O w d n11 o Zao e5 am Zp w o E Qz_ m LLD0 O mU, f12: io SgY J W z0 Z T w o Q Z) U) N U)Z ZOO U z U) Z —J W w W QDH a a W W LL M Z Q rn W C) Z N w 5 LL 0 U)0 U U) Q W O 4F- O J Q Z F-- LL 0 o W J) LLU OJ Q o N It 8 O J Q: v) LL W LL Z m it W ce 5 x O N 'Co 4 d CC U M r Uj y No L O -j m U > p # V a o n m w SEAL C `PURLIN TO BEAM OR GIRT TO POST DETAIL i SHEET SCALE: 2" = 1'-0" U11 aw) 08- 12-2010 OF 010 N SCREWS OR THRU-BOLTS SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6' OF EACH SIDE OF EACH POST AND @ 24' O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 POST SIZE 2" x_ SEE 1.3 SERIES TABLES MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 2" =1'-0" 2" x T x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS POST SIZE 2" x _. SEE 1.3 SERIES TABLES 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6' MAX. EACH SIDE OF EACH POST AND @ 24- O.C. MAX. OR THRU PRIMARY ANGLE AND @ 24- O.C. MAX. SELECT CONCRETE ANCHORS FROM TABLE 9.1 SIDE WALL ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: T = V-W FOR WOOD DECKS (MIN. 2" NOMINAL THICKNESS) USE WOOD FASTENERS W/ THESE DETAILS 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS OR THRU PRIMARY POST SIZE 2" x _ ANGLE 6" MAX. EACH SIDE OF — SEE 1.3 SERIES TABLES EACH POST AND @ 24" O.C. MAX SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE 2" x 2" x 0.063" PRIMARY ANGLE 2" x 2" x 1/8"• INTERIOR U-CLIP SCREEN EACH SIDE OF EITHER 6005 T-5 ALLOY OR 'd' VARIES SCREEN z 10 x 314" S.M.S. EACH SIDE PRIMARY 2" x 2" x 1/8'• ANGLE BREAK FORMED 5052 H32 OR (4" SHOWN) (SEE SCHEDULE) 34 ALLOY EACH SIDE1"x 2"O.B. BASE PLATE (TYP.) 2-3/8" BRICK PAVERS ® ® # 10 x 3/4'S.M.S. EACH SIDE Sd• MINIMUM EDGE DISTANCE SEE SCHEDULE THIS PAGE) SECONDARY FROM ANCHOR TO OUTSIDETHINSETBETWEEN ® ® 1" x 2' O.B. BASE PLATE (TYP.) 2" x (D - 2 ") x 0.063"ANGLE EDGE OF SLAB CONCRETE AND PAVERS EACH SIDE OF COLUMN W/ #10 — ® BOLT - 5d DISTANCE 4d ALL CONCRETE ANCHOR BOLTS 5d" MINIMUM EDGE DISTANCE S.M.S. 1/4 1-1/4' t• FROM ANCHOR TO OUTSIDE (SEE SCHEDULE THIS PAGE) • G are• i4fi t-1/Y TO BE RAWL EXPANSION BOLTS EDGE OF SLAB' OR EQUIVALENT CONCRETE ANCHOR a GRADE BOLT 0 •5d DISTANCE (SEE SCHEDULETHIS PAGE) CONCRETE ANCHOR va t-1la 1-114" MIN. CONCRETE SEE SCHEDULE THIS PAGE) •: a i 3/B Ie NOTE: DETAIL ILLUSTRATES ANCHOR EMBEDMENT 2500 P.S.I. CONCRETE s GRADE TYPICAL 2" x 4' S.M.B. COLUMN 2" 2500 P.S.I. CONCRETE OR NOTE: DETAIL ILLUSTRATES 1-1/4" (MIN.) CONCRETE CONNECTION (MIN. (MIN.) ALTERNATE T x _WOOD TYPICAL 2" x 4" S.M.B. ° ANCHOR EMBEDMENT DECK COLUMN CONNECTION 2- (MIN.) (MIN.) 5d SIDE VIEW PRIMARY 2" x 2 x 1/8'• ANGLE SIDE VIEW TYPICAL S.M. OR SNAP TYPICAL SELF MATING OR SEE SECTION 9) SNAP SECTION SCREEN SECTION COLUMN 10 x 3/4" S.M.S. EACH SIDE CONCRETE ANCHOR THRU (2) #10 x 3/4" S.M.S. EACH SIDE CONCRETE ANCHOR THRU (SEE SCHEDULE THIS PAGE) PRIMARY ANGLE ANGLE OR WITHIN 6" OF PRIMARY 2" x T x 0.063" ANGLECONCRETEANCHORSUPRIGHTIFINTERNAL 1" x 2" BASE PLATE (TYP.) @ 24" O.C. SCREWS INTO SCREW 1" x 2" BASE PLATE (R5 P.) BOSSES ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT , 4•:• ° 2-3/8' BRICK PAVERS r; . MAX. SPACING 24" O.C. THIN SET BETWEEN 6" (MAX.) FOR BOTH SIDES CONCRETE LAYERS 1-1/4" (MIN.) CONCRETE 2500 P.S.I. CONCRETE7 FRONT VIEW ANCHOR EMBEDMENT 2" x 4" OR LARGER SELF MATING SECTION POST TO DECKIPAVER DETAILS SCALE: 2" = T-0" NOTE: FOR SIDE WALLS OF 2" x 4' OR SMALLER ONLY ONE ANGLE IS REQUIRED. 2" x T x 1/8" INTERIOR U-CLIP SCREEN OF EITHER EXTRUDED 6005 T5 ALLOY OR BREAK FORMED d' VARIES ALL CONCRETE ANCHOR BOIL< EALEINT6063T-6 OR 5052 H32 OR 34 4" SHOWN) RAWL EXPANSION BOLTS OR ALLOY 2-318" BRICK PAVERS 10 x 3/4"S.M.S. SEE SCHEDULE THIS PAGE) THIN SET BETWEEN CONCRETE AND PAVERS 5d• MINIMUM EDGE DISTANCE FROM ANCHOR TO OUTSIDE EDGE OF SLAB BOLT O 5d DISTANCE CONCRETE ANCHOR 1/4 1-1/4• SEE SCHEDULE THIS PAGE) s/t(r t-s/B• MAX 2500 P.S.I. CONCRETE y GRADE NOTE' DETAIL ILLUSTRATES 1-1/4" (MIN ) CONCRETE SIDE WALL POST TO PLATE TO CONCRETE DETAIL TYPICAL 2" x 4" S.M.B. ANCHOREMBEDMENT SCALE: 2" = V-W COLUMN CONNECTION 2" (MIN.) MIN.) Sd 1' x 2' EXTRUSION ANCHOR 2" x T, T x W OR 2" x 4" TO CONC. W/ CONC. ANCH. 6" HOLLOW SECTION SIDE VIEW MAX. EA. SIDE OF EA. POST (SEE TABLES) 2' x 2' x 1 INTERIOR CLIP AND @ 24- O.C. MAX SELECT MIN. (3) #10 x 1-1/2' S.M.S. INTO OF EITHER EXTRUDED6005 TYPICAL SELF MATING OR SNAP SECTIONCONCRETEANCHORSFROMSCREWBOSSEST-5 ALLOY OR BREAK FORMED SECTION 9 6063 T5 OR 5052 H32 OR 34 10 x 3/4" S.M.S. EACH SIDE ALLOY SEE SCHEDULE THIS PAGE) 1" x 2' BASE PLATE (TYP.) 5d' MINIMUM EDGEMASONRYANCHOR@6" EA DISTANCE MIN. 3-1/2' SLAB 2500 P.S.I. SIDE OF POST AND @ 24- O.C. ALL CONCRETE ANCHOR FROM ANCHOR TOCONC. 6 x 6 -10 x 10 W.W.M. MAX. SELECT CONCRETE P D BOLTS TO BE RAWL OUTSIDE EDGE OF SLABORFIBERMESHCONC. ANCHORS FROM TABLE 9.1 EXPANSION BOLTS OR p EQUIVALENT FBoLT e I ' 5d DISTANCE CONCRETE ANCHORS 1/4• 1 1/a" t 1-y6• ` SIDE WALL HOLLOW POST TO BASE DETAIL @ 24" O.C. PREDRILL PILOT HOLE p.I(MAX.) 1-1/4" SCALE: 2" = V-W MIN. POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS 2-318" BRICK PAVERS MAX. SPACING 24"O.C. General Notes and Specfications: 1/2- (MAX) TYPE S MORTERFOR BOTH SIDES s 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam BETWEEN CONCRETE LAYERS 1-1/4' (MIN.) CONCRETE spacing x the screen load of 7# / Sq. FL 2500 P.S.I. CONCRETE FRONT VIEW ANCHOR EMBEDMENT EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM 8 UPRIGHT SPACING 2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVER DETAILS OFT USE: 1/2 x 1T-11" x T x 10#/ Sq. Ft = 627.2# UPLIFT SCALE: 2" = V-0" 2. Table 1.6 of this manual uses the worst case loads for all cases. NOTE: 3. In all cases there must be a primary anchor within 6" of each side of the upright. 1. FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. 4. For attachment to wood deck (min. 2" nominal thickness) use wood anchors with details shown 2. PREDRILL PAVERS W/ MIN. 1/4" MASONRY BIT. above (min. 13/8" embedment). FOR UPRIGHTS OF T x 9" AND LARGER USE 1/4" ANGLES MIN. NOTE: SELECT CONCRETE —1 '(_ 1-1C MIN. CONCRETE ANCHOR FROM TABLE 9.1 ANCHOR EMBEDMENT 6" (MAX.) 6" (MAX.) 2500 P.S.I. CONCRETE MAX. SPACING 24" O.C. FOR BOTH SIDES NOTE: 1 ALLS OF T x R.S MALLER ONLY ONE ANGLE IS REQUIRED. PREDRILL PAVERS W/ MIN. 1/4- MASONRY BIT. FRONT VIEW x 4" OR LARGER SELF MATING'OR SNAP SECTION POST TO DECK DETAILS SCALE: T = T-W i J Q fn W Z . zoo C9UICO tAZ0 W D Q W of W W ZLL WLLIZ Q MW0 I- Cr U ZO 0 LLCOOvleN ¢ W U) Og Z FLL 5U M W J CO Q d' co It to O to O7 9 J cm, Z LL W LL m 't w W Z5 p X c4 LL WOP0O QC Y fD o1/ 8" X T X 1-3/4" X T INTERIOR POST PER TABLE N m ti g' m co waorU-CLIP OF EITHER EXTRUDED d VARIES m W ro o 6005 T- 5 ALLOY OR BREAK 4" SHOWN) FASTENERS PER TABLE 2.3 R a)- m FORMED 6063 T5 OR 5052 H-32 OR 9.4 U O m OR 34 ALLOY z CD V a: 2 3/ 8" BRICK PAVERS 5d' MINIMUM EDGE DISTANCE o_ m FROM EXTERIOR OF COLUMN W F THIN SETBETWEENTOOUTSIDEEDGEOFSLABKCONCRETEANDPAVERSBOLTO •5d DISTANCE Z 1/4" 1-1W W 5/16' 1-wir MAX u. CONCRETE ANCHOR 1-1/4' (MIN.) CONCRETE PER TABLE 9.1 a ', ? : d • • ANCHOR EMBEDM 2500 P. S.I. CONCRETE J GRADE NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. w COLUMN CONNECTION T (MIN.) MIN.) 5d o- cOi SHEET NOTES: J 1. PRE - DRILL PAVERS WITH MINIMUM 1/4" MASONRY BIT. 2. ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT w POST TO DECKIPAVER DETAILS SIDE VIEW 18 SCALE: T = 1'-W 08-12-2010 OF I. 1 DETAIL ILLUSTRATES TYPICAL CONCRETE DECK EDGE 2" x 4' S.M.B. THRU 2" x 9" SUB CONNECTIONS 2" x 2" PRIMARY ANGLE SCREEN ABSOLUTE MINIMUM EDGE OF CONCRETE TO C.O. VARIES 1'" FASTENER = 5d 5d (MIN.)' A' 2-1/2" (MIN.) B SECONDARY 2" x 2" x 0.063" ANGLE (SEE SECONDARY ANGLE ANCHOR SCHEDULE 1x 2" O.B. BASE PLATE (TYP.) AND TABLE 9.1) 10 x 3/4" S.M.S. (TYP.) C CONCRETE ANCHORS INTO PRIMARY AND SECONDARY 2 " x S.M.B. COLUMN g I ANGLES ANCHOR ALUM. WOOD CONC. S. M.S. STITCHING SCREWS Primary and Secondary Anchor Schedule Column So onclary Angle Maximum Number and Sp cing Anchors size Angle Len th 'L" NumberofAnehors 114" 5116" 318' 5116' 3/8' A" B• C' A' B' C' A' B" C' E- 2xY 4 4 4 4 1" 1" 1" 4 1" 1' 1" 4 1' 1' 1' 2 x 5 3' 4 4 4 4 1" 1-1n' 4 1' 1-1n' 4 V 1-112r, 2 x 6 4' 4 4 4 4 1' 2' 4 1' 2' 4 1' Y 2x7 5' 6 4 4 6 1- W' 1-7/8' 4 1- 2-1n- 4 1' 2-1/2 2u. 8 6' 6 4 4 6 1' SW 23/8' 4 1' 3' 4 V 3- 2x9 1 7' 6 6 4 6 1" S/8' 2-7/8' 6 1' 13116' 2-7r8' 4 V 3.10 2 x 10 1 8• 8 6 6 8 1' 518" Y 6 1' 13116. 3-W16 6 1 V 3/4' 3-1/4- Example: Calculate the number of anchors required: 1.5 x beam span / 2 x beam spacing x roof wind pressure (PSF) = total #; If 1.5 x W12 x Tx 10 PSF - =1350# and 1/4• x 1/4' Tapcon In tension C Sd = 427# / ea (see table 9.1) then 1350# 1427# / ea. = 3.16 ea. use (3) ea., secondary angle not required Achad Edge Distance Example: From edge of concrete to fastener = 2" / dia. of 025' = Sd Note: For atlachmant to wood deck substitute wood fasteners for concrete fasteners & calculate the required number of fasteners using tables from Table 92 2" x 2" x 1/8" INTERIOR U-CLIP OF EITHER EXTRUDED 6005 T- 5 ALLOY OR BREAK FORMED 6063 T-6 RO 5052 H-02OR 34 ALLOY CONCRETE DECK EDGE Vj 5d 5( 1 1" x 2.O.B. BASE PLATE (TYP.) 2 " x S.M.B. COLUMN DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS SCREEN Edge Distance BOLT 0 Metal 2-1nd Con to 5d 1/ 4' 518' 1 1-114' 5/ 15' 13116' M. 15/16- WALLSCREWS 10 x 3/4" S.M.S. fTYP.) SEE PRIMARY AND SECONDARYANCHOR SCHEDULE PREVIOUS PAGE) S. M.S. STITCHING SCREWS @ 24" O.C. FOR S.M.B. SEE TABLE 1.6 FOR SIZE) EXAMPLE OF NUMBER OF SRCREWS REQUIRED: ANCHOR LOAD = BEAM / UPRIGHT SPACING x BEAM SPAN / 2 x 10 PSF' = P 1. CONCRETE ANCHORS: ANCHORS ARE IN TENSILE OR TENSION LOAD P / ALLOWABLE LOAD FROM TABLE 9.1 = TOTAL NUMBER OF ANCHORS 2. UPRIGHT WALL ANCHORS: ANCHORS ARE IN SHEAR & THROUGH BOLTS ARE IN DOUBLE SHEAR P / ALLOWABE LOAD FROM TABLE 9.4 = TOTAL NUMBER OF ANCHORS 3. FOR UPRIGHT 2" x 9" AND LARGER USE 1/4" ANGLES OR U-CLIPS. SEE PAGE 3 FOR ROOF WIND LOAD TOP VIEW POST THRU PAVER DETAIL SCALE: 2" =1'-0" ALUMINUM FRAME SCREEN WALL ANCHOR ALUMINUM FRAME TO WALL OR SLAB W/ 1/ 4' x 2-1/4" MASONRY ANCHOR W/ IN 6" OF POST AND @ 24- D.C. MAXIMUM 1) # 5 0 BAR CONTINUOUS CONCRETE ANCHORS SHALL EMBED INTO CONC. THROUGH CAP BLOCK OR BRICK 1-1/2' MIN. Knee Wall Table GRA W" - 4 H r W N 3 # 4 x 32' 4' 12• 3 2 10'-0• 40• 4" 17 3 2 8'-01 48' 8' 18" WA 3 6•-0" 56" 8' 18' WA 3 4•-U" 64 12' 24' WA 3 2'4r 7r 1 12' 3T WA 4 1'-8• CONCRETE CAP BLOCK OR BRICK ( OPTIONAL) 8" x 8" x 16" BLOCK WALL MAX. 32") 1) # 4 BAR @ CORNERS AND x" O.C. FILL CELLS AND KNOCKOUT BLOCK TOP COURSE W/ 2500 PSI PEA ROCK CONCRETE DECK OR GROUND LEVEL RIBBON FOOTING OR MONOLITHIC IF MONOLITHIC SLAB IS USED (SEE NOTES OF DETAILS THIS PAGE) N") # 5 0 BARS MIN. 2-1/2" OFF GROUND KNEE WALL FOOTING FOR SCREENED ENCLOSURES SCALE: 1/2" = 1'-0" Allowable Beam Span for Wind Zone & Exposure Catenory Ribbon Footing Data 100.126 MPHI 126-134 MPH 135-144 MPHI 145-150 MPH Areas s . In. Number of Bare Depth x n1' n2" B C B C B C B C Footing Steel 30 050 8" 8 1 15.4' 12.8' 15.4' 11. 12.8' 9.5 11.0' 8. 64 0.12 2 1 12" 8" 2 1 23.0' 19.2' 23.0' 16.5' 19.2' 14.4• 16.5' 12.8' 72 0.13 2 1 8" 12" 2 1 23.0' 19.2' 23.0' 16.5' 192 14W 16.5' 12.8' 72 0.13 2 1 12" 12" 3 2 24.0' 20.0' 24.0' 17.1' 17.1' 15.0• 1 rT 13.3' 144 6.26 3 2 12" 16" 3 2 36.0' 26.& 31.9' 21.9• 6' 192 21.9' 17.1' 192 0.35 4 2 1 18 3 .9' 30. ' 36. 30.67 5 25. 2. 1 0. 9 4 2 1 4 4 48.0 40. 4-534.3 40.5' r 34.3 26. 288 0. 2 2 1 3 4 5 •. 48.0' 6' 41.1 48.0 0• 41.1 3 .D' 36 3 1 3 4 69.1 6 1 69.1' 1 49.4 5 . 43.2' 49.4' 38.4' 432 0. 1 3 Nominal 4Slab 1 -1 6 MPHMPHI 126.134 M H 1 5.14a M 145.150 MPH B 1 50. 4 42. 4 W. 42.0' 1 31.5• 1 36. 28.0' n r - numoar or ein Dare g u.n aq. m. ®rase ou s[au n2 - number of #50 bars @ 0.31 sq. in grade 60 steel OPTIONAL BRICK - a tbR PAVERS Y '•'e • OR 12 IOR 1Y I I' 6• A`- I• X" Imo,` ALUMINUM STRUCTURE ALUMALL FINUM RONT WALLS) 19MAX. HEIGHTSIDEWALLONLY) FOOTING 2500 PSI CONCRETE W/ (1) #50 FOOTING 2500 PSI CONCRETE OR (2) #30 CONT. BARS MIN. 2-1/2" OFF W/ (nl) #30 OR (n2) #50 BARS CONTINUOUS GROUND BARS MIN. 2-1/2" OFF GROUND RIBBON FOOTING -TYPE 1 RIBBON FOOTING - TYPE 2 SCALE: 1/2" = V-0" SCALE: 1/2" = V-O" UPRIGHT SIZE VARIES v ' 2' x 6" SHOWN) o SEE POST TO DECK DETAILS SLOPE OF GRADE MUST ON PREVIOUS PAGES BE FLAT FOR AT LEAST r 2' FROM OUTER e " SURFACEOF FOOTING Hr • I 4; 30 BARS HORIZONTALLY I CONTINUOUS @12- O.C. MAX GRADE MAXT GRADE DIFFERENCE t 8" I 30 BARS VERTICALLY CAGE STEEL @ 12" O.C. MAX. HZ" I a H1=H2=24' MAX 2" MIN. TO 2-1/2" MAX. COVER (TYP. ALL AROUND) 12" MIN. TO 18" MAX RETAINING WALL FOOTING DETAIL 1 SCALE: 1/2" = T-V SEE POST TO DECK #30 BARS HORIZONTALLY DETAILS ON CONTINUOUS @ 12" O.C. MAX. PREVIOUS PAGES UPRIGHTSIZEVARIES v BEND (1) #30 BAR INTO 32.0E 2" x 6" SHOWN) - SLAB @ 24' O.C. 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) # 10 x 3/4" S.M.S. STRAP TO POST AND 24" MAX. • #30 BARS VERTICALLY CAGE STEEL @ 12' O.C. MAX. a' GRADE 2" MIN. TO 2-1/2" MAX COVER (TYP. ALL AROUND) 8"MI ( , •le 12" MIN. TO 18" MAX RETAINING WALL TO FOOTING - DETAIL 2 SCALE: 1/2• = V-17 i ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPE' S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) 1) 1/4" x 1-3/4" CONCRETE n ' (3) #30 BARS OR (1) ANCHOR TO SLAB OR ° #50 BAR W/ 2-1/2" COVER FOOTING • ' (TYP-) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/2" = V-0" 5 BAR CONT 2 33 #3 BAR CONT. OR 3 BAR CONT. OR 1" PER FT. MAX FOR -01 #5 BAR CONT. n 2'' MIN. 3- 1/ 2" (TYP i -. BEFORE SLOPE ALL SLABS) e _ • r 12" 8. 6• ,' TYPE I TYPE II TYPE III FLAT SLOPE / NO FOOTING MODERATE BACK SLOPE FOOTING STEEP SLOPE FOOTING 0-2"/ 12' 2• / 12• - r-0" > V-4" Notesfor all foundation types: 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil shall be verified prior to placing slab by field soil test (soil penetrometer) or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots and compacted prior to placement of concrete. 3. No footing Is required except when addressing erosion until the slab width in the direction of the primary beams exceeds the span per table on to the left, then a type II slab is required under the load bearing wall only unless the side wail exceeds maximum height of tables In which case a type 11 footing is required. 4. Monolithic slabs and footings shall be'minimum 2,5W psi concrete with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh; Fibennesh® Mesh, InForcen e3- (Formerly F)bermesh MD) per manufacturers specification may be used in lieu of wire mesh. All slabs / footings shall be allowed to cure for 7 days before installing anchors. 5. If local codes require a mini ooting pail footing or footing uired by 1=1 code. Local codes govem. SLAB -FOOTING DETAILS ' SCALE: 1/2" = V- 0" NEW SLAB `- 12" 4T" EXISTING SLAB it 30 RE -BAR D LE D EPDXY SET . 4" INTO MIN. (1) #30 BAR EXISTING S AND A MINA" CONTINUOUS 8" INTO NEW SLAB 6" FROM EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SCALE: 3/4" =1'- 0" dN SB m o zo a = 2 LLm y nto W c zQ m to OO 3 0 a: LL mj a ma 3 ss z J 4 Z W W Z I o U) Z N Z O O z V I- fn WNZJ w o Z) W J W W 0 U) Z) Z LL WO Q N 0 LL O 0 O v f) Q U O J 2Og Z P: LL c WO CO J J LL Q o N O ' n O m 2 N J aNi z LL W u W ? ca . C7 c m WIZW O LL n q 0 O C CL O C U to LL m c a Co tqclit co U O m t9 C O LL rS z N L awmHzJC LLOW a v SHEET-, J 13 K 08- 12- 2010 1 OF IL ti O z 0 N a 0 O t 2A6• * 2T. 00" I 2.00" * I I I A 0.434 in? 0.04$ Ix = 0.234 in! Ix 0' A = 0.776 in.' 1.953 in. ' c1i Sx = 0.240 in., 0.046" o Sx = 0.977 in? 6005 - T5 6005 - TS 2" x 2" x 0.040" HOLLOW SECTION o.o7r c6 SCALE 2" = V-W A = 1.855 in? STITCH W/ (1) #10x3/4" S.D.S. HIX HEAD @ 24- O.C. Ix = 16.622 in' TOP AND BOTTOM OF EACH BEAM Sx = 4.156 in? p 2'06W" 2" x 4" x 0.046" x 0.115" 6005 - T5 SELF MATING SECTION 0.045• g A = 0.538 in? SCALE 2' = 1'-W Ix = 0.642 in.' STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD @ 24- O.C. Sx= 0.428 in.' 2 00' * TOP AND BOTTOM OF EACH BEAM 6005-T5 I 2" x 8" x 0.072" x 0.240" 2" x 3" x 0.045" HOLLOW SECTION SELF MATING SECTION SCALE 2' = V-W A = 0.964 in? SCALE 2" = 1'-0' Ix = 3.688 in. ' 0.050" $ Sx = 1.475 in? 2.00' 6005 - TSII IC p,00• .,IC 0.0 o A = 0.768 in? Ix = 0.63010 Sx = 0.585 in? STITCH W/ (1) #10x3/4- S.D.S. HID( HEAD @ 24- O.C. TOP AND BOTTOM OF EACH BEAM 6005 - T5 2" x 5" x 0.050" x 0.135" 2" x 3" x 0.060" HOLLOW SECTION SELF MATING SECTION oSCALE2" = 1'-0' 0.072" SCALE 2' = V-W 2.O "' A = 1.999 in? 2.00" Ix = 22.116 in! 0.050" I Sx = 4.915 in? c A = 0.697 in? 6005 - T5 Ix = 1 A28Im' Sx = 0.714 in? A = 1.098 (n. 6005 - T5 Ix = 5.938 in. ' 0.050' c STITCH W/ (1) #10x3/4' S.D.S. HEXHEAD @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' STITCH W/ #10x3/4" S.D.S. HEX SCALE 2' = 1'-0" A = 0.552 in? 1) HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 0.045" o Ix = 0.342In! 2" x 6" x 0.050" x 0.135" 12 • I Sx = 0.342 in? SELF MATING SECTION6005 - TS SCALE 2" = T-0" 3" x 2" x 0.045" HOLLOW SECTION SCALE 2' = 1'-0' 2.02' 2.00" 0.082"o W A = 2.398 In? Ix = 27.223 in' Sx = 6.050 in? 0.06" $ o A = 1.277 in? 6005 - T5 0.060' r lox = 8.873 in. ' Sx = 2.534 in? Ix = 2.987 in! 6005 - T5 Sx= 1.195 in? STITCH W/ (1) #10x3/4" S.D.S. HID( 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 r = 1'-0' STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD @ 24" O.C. SELF MATING SECTIONTOPANDBOTTOMOFEACHBEAM SCALE r = 1'-0" 2" x 7" x 0.057" x 0.135" SELF MATING SECTION SCALE r = 1'-0' 2.00" 0.09W $ 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 r = 1'-0" Town & Country 6005 Indicator Mark Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indenfification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indenfification 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 INDICATOF TCI 6005 HOI am j N_ 0 N ul coco m 0 o mw a W3 ss J zo Z W w o zoo Ui in N Z W w W LU a Ja WW a U) i%W Z DWO ZQ N LU VUU. w W 10 z C r U) Wmogo m Z 1= LL go c z W J C7 O LL Q 0N 4 -2 It z J U- iWyrLL" W z a m d W O LL $ C v ro O a qC C r" nCO 0) oIb1= a m LU . oar 0) d UC c 0 n N H 0 A 1 )'2 zz SEAL w EET z UzW 114 Wm 18OF 0 Table 1.1 110 Allowable Beam Spans 6005 TO Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For Wind Zones up to 110 M.P.H., Exposure "B" and Latitudes Below 30'-30'-00" North (Jacksonville, FL). Hollow Sections Tribute Load Width W = Beam S ctn 0" 4'-0" 5'-0" 6'-0" T-0" 8'-0' 9'-0" Allowable S an'L' Point Load P or Uniform Load U banding b deflection d 2" x 2- x 0.040" 5'-9' Po 6-9' Po 5'.9' Pd 5-9" Pd 5'-9' Pd S-9' Pd 5'-9' Iva 3' x 2` x 0.045" 6'-11' Pd 6'-11" Po 6'-11' Po 6'-11" Pd 6'-11' Pd 6'-I t- Pd 5_11" Po 2' x 3" x 0.045" 9'-6' Po 9'-6' Pd 111 Pd 9'-0' Pd 9'-6' Pd 9'-6' Pd s-6" Pd 2" x 3" x 0.060' 11'-1' Pd 11'-7' d 1 t'-1' Pd 1 T- Pd 11'-1' Pd 111.1 jPd W-1" Po 2" x 4" x 0.050' 14'•2" Pd 14'-2. Pd 114'-Y7 Po 14'-2- IPd 14'-2- Pd 14'-2' IPa 13'-11' Ud 2" x 5' x 0.062" 20'-6' Po 20'-6' Pd 20'-6' Pd 20'-4" Rid 19'4" lid IT-6- Ud 1T- 991-'0 Ud Self Meting Sections T Load Widh W cin 4 - 0uta 5 6=BT-0 8'-0' Allowable S an'L' Point Load PIror Uniform Load U banding b deflection d x 4" x 0.046" x 0.11 ` 1S-7' Po 16-7- Pd 16'-T Po 116'-7' Pd 116'-7' IPd 16'-0' Ud I&-5' Ud 2" x 5" x 0.050" x 0.135" 27-T Pd 2Z.9' Pd 27-9' Po 21'-10' Ud 20'-8" Ud 19'-10' Ud 19'-1' Ud 2" x 6" x 0.050" x 0.135" 28'-10' Pd 8'-10' Pd 2T-Y l)d 2S•6' Ud 24'-3' lid 23'-Y Ud 27-0• Ud 2" x 7" x 0.057- x 0.135" 35'-3" Pd nt Ud 30'-11' Ud 29'-2" Ud 2T-9' Ud 26'-6' Ud 25'-4" Ub 2" x 8" x 0.072" x 0.240" 45-4' Ud 41'-3' Ud 38'-3 Ud 36'-0' lid 34'•2' Ud 37-9' Uri 31'-5" Ud 2" x 9" x 0.072" x 0.239' 49•-11" Ud 45.4' Ud 42'-1' Ud 35-T Ud 3T-T Ud 35.11• Ud 34'-T Ud 2' x 9' x 0.082" x 0.321" ST-W Ud 48'-T Ud 45'-l' Ud 47-5" Ud 40'4" Ud 348 7' 3T.1' Ud 2- x 10' x 0.092 x 0.389' 5T-4' d 56'4' Ud 57-4' Ud 49'-3' Ud 46'•9' Ud 44'-9' Ud 47-11' Ud Note: 1. Thicknesses shown are *nominal' industry standard tolerances. No wail thickness shall be less than 0.040'. 2 The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a maximum upright height of 16'. Stmchims, larger than these limits shall have site specific engineering. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Above spans do not include length of knee brace Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. S. Tables am based on a maximum wall height of IV inducing a 4' max mansard or gable. 6. Spans may be interpolated. 7. To convert spans to'C" and "D' exposure categories see exposure multipliers and example on Table 1 B Page 3. Table 1.2110 Allowable Purlin Spans 6005 TCI Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For Wind Zones up to 110 M.P.H., Exposure 'W and Latitudes Below 30'J0'-00' North (Jacksonville, FL) Uniform Load = 4 NSF, a Point toad of 300 #/SF over (1) linear fL is also considered T.. ne- Will, rune Hollow Sections TriMrta Load WidthW =PudinS acin 6" 4'-0" 4'.6" 5'-0" 5'-0" 61•0' 1 6'-8" Allowable Span 12 Point Load P or Uniform Load U bandingb daFlaclion d 2" x 2' x 0.040" 5'-9' lPd 5.9- Po 1 5'-9' IPd 5'-9' IPd 1 5'-9" lPd I 5'-9' IF0 I 5'-9' Pd 3" x 2" x 0.045' 5-11' Pd 6'-11' Po 6•-11' Po 6'-11' Pd 6'-11' Pd 6'-11' Pd 6'-11' 3" x 0.045' 9'-6• Pd 9'-6' Pd 9'-6' Pd 9'-6" Pd9'Pd9'-6'Pd 9'-6' 2" x 3" x 0.060- 11'-1" Po 11'-1' Pd i 1'-1' Pd 11'-7' Po I T-1' Pd ll'-l" Pd 11'1• Pd• 2'- x 2"- x 4' x 0.050" 14'-2' Pd 14'-Y Pd 14•-Y Pd 14'Y Pd 14'-Y Pd 14'-2' Pd 14'-Y 2" x 5" x 0.062' 20'-6' Pd 20'-6" Po 20'-6' Pd20'_S.P Hollow Sections Tdbuta Load Width'W'= Punin S acfn 3• 4- 4'-0" 4'.6 5• " 5'-6" 6'-0" 6'-0" Allowable S an'L' Point Load P or Uniform Load U bendin b deflection d 2' x 2" x 0.040" T-W Pb T-3" Pb T-3' Po T-3' Pb T-3' Pb T-3' Pb T-3' Pb 3' x 2" x 0.045" 9'-Y Pb 9'-2' Pb 9'-2' Pb 9'-Y Pb 9'•2- Pb 9'-2' Pb T-2- Pb 2" x 3" x 0.045' 13'-6' Pb 13'-6- Pb IT-6" Pb I T-F Pb 1 T-6" Pb 13'-6" Pb 13'.6' Pb 2" x 3' x 0.060• 16'-T Pd 16'-7' Pd 16'-7' Pd 1 V' 7' Pd 16'-T Po 16'-T Pd 16'-T Po 2' a 4' x 0.050' 21'-2" Pd 21'-2 Pd 21'-2" Pd 21'-Y Pd 21'-2' Pd 20'-7' Ub 19'-5' Ub 2' x3" x 0.06Y 30'-9' Po 30'-8' Ub 8'-10' Ub 2T-3" Ub 25-11 Ub 24'-8' Ub 23'4' Ub Note: 1. Thicknesses shown ere'nominar industry standard tolerances. No wall thickness shall be less than 0.040' 2 Span is measured from center of beam and upright connection to fascia or wall connection. 3. Tables are based on a maximum wall height of 1S inducing a 4' max mansard or gable. 4. Spans may be interpolated. 5. 2" x 4' & 2" x Y Hollow Girts shall be connected w/ an internal or external 1.12" x 1.12' x 0.044' angle. 6. To convert spans to'C' and "D' exposure categories see exposure multipliers and example on Table 1B Page 3. CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BEAMS. Table 1.3110 Allowable Post / Upright Heights 6005 TCI Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For 3 second wind Oust at a velocity of 110 MPH, Exposure "B" or an applied load of 13 #/sq. It. Hollow Sections rtbuta Load Width =U riht acin T-0" 4'-0" 5'-0" 6'-0" •D" B'-0" 9'-0" Allowable Hei ht "H" / bendin b deflection d 2" x 2" x 0.040" T-5' d S-S' d 6'-3' d 5'-11' Id IV-7- d 5'4' d 5'•Y d 3" x 2" x 0.045" 8'S' d T-T d T-11' d T-3' d 6'-8• d 6'-Y d 5'-10• b 2' x 3" x 0.045' 10'4' d 9'-5• d 9'-8' d 8'-10" d 2' d T-8' d T-3' d 2" x 3" x 0.060" 111-6" d 1 w-5' d 17'-1' d 10'-7' d 9'4' d 8'-9' d 8'-3- d 2" x 4" x 0.050" 13'-6' d 12, d 17-T d l l'-5' d 10'-7- d 9'-11' d 9'4' b d 12'- 11' b 17-1" b 11'-5' b Self Mating Sections Tributary Load i = U ri t S cin 4•-0" 5'-0" Allowable 6'- 0" 0" w-0' Hei ht " H' / handingb deflection d 2" x 4 x 0.046 x .1 5 W-11" d 13'-T d 17.8' d 71'-10' tt 10'-11' b 10'-2' b 9'-T b 2" x 5" x 0.050" x 0.135' I W-6' d 18'-1(1" d 15'-8' d 14'4' b 13'-W b 12'-4' b 11'-8' b 2' x 6" x 0.050" x 0.135" 21'-9' d 19'-T b 1T-6' b 15'-11' b 13'-9' b 17-11' b 2" x 7" x 0.057" x 0.135" 24.10' d 21'.I' b 19'-7" b 1T-10' b 16'-6' b 164 b 14'-6' b 2" x B" x 0.07r x 0240" 30'-T d 2T-1 ( d 25'-10' d 24'4" d 23.1' d 21'-11' b 20'-8' b 2" x 9' x 0.072" x 0.239" 33'-8" d 3V-T d 2B'-5' d 26'-9• d 25'-0' b 234" b 27-0' b Id 2" x9" x 0.082" x 0.321" 36'-1' d -10- d 30'-5• d 28'-8' d 2TJ' d 26'-0' d 25'-0' d 2" x 10" x 0.09Y x 0.389" 47'-70' d '-0' d 354' d 33'-0" d 37'-T d 30'-Y 29'-0' d Note: 1. Thicknesses shown are 'nominal" industry standard tolerances. No wall thickness shall be less than 0.040'. 2 Using screen panel width 'W' select upright length'H'. 3. Above heights do not Include length of knee brace. Add vertical distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pod enclosures over 30' in mean roof height 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2' x Y x 0.044' min, and set @ 36" in height are designed to be residential guardrails provided they are attached with min. (3) #10 x 1.12" S.M.S. into the screw louses and do not exceed 8'•0' in span. 7. Max beam size for 2' x 5' is 2' x Tx 0.055 x 0120' S. Spans may be interpolated. 9. To convert spans to'C' and 'D* exposure categories see exposure multipliers and example on Table 1 B Page 3. Table 1. 411Or Allowable Post I Girt / Chair Rail I Header Spans & Upright Heights 6005 TCI Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For 3 second -wind gust at a velocity of 110 MPH, Exposure "B" or an applied load of 13 # / sq. ft. e -t,." s e W,v:.nntate Fattened Tn Pnsts With Clins Hollow Sections ributa Load idth = ember; acin 3'-0" 4'-0` 4'•6" S' " S-6" 6'-0" 6'•8" Allowable Height " H" orS an"L"/ bending b deflection d 2" x 2" x 0.040" T-i' ld 6-9' Id 1 6'-6" Id 1 6'-3' Id L 6'-1' Id 5'-11" Id 5'-5- d' 3" x 2" x 0.045" T-11' d T-T -d 8' $" d 2" x 3" x 0.045" 9'-10' d 9'-5' d 10'-Y d 9' _8' d 9'-3• d 8'-10" d 8'•5' d 2" x 3" x 0.060" 10'-11' d 10'•5" d 11'-8' d 11'-7' d 10'_6' d 10'-1' 2" x 4' x 0.050" 12'-10' d 17-3'1611-4 d 12'-7' d l l'-11' d 11'-5' d 10'•9- d 2" x 5" x 0.062- 16'-5' Id 15'-9" Id 15'-11' Id 15'-1' Id 14'4- d 13'-8' Hollow Sectlans ributa Load Rath W- Member S sci 3'-0" 4'-0' 4'-6" 5'-0" 5'-6" 6'•8" Allowable Height " R" or San"L"I be ding b deflection d 7' x 2' x 0.040" 6•6' • It 7'-11" b T-6" T-1' b 6'-9' b 6'-6" b 6'-' b 3" x 2' x 0.045" 9'4" b 8'-8' b 8'-1' Ob T-3"b6'-11' b 6'•6'2" x 3" x 0.045" 11'-T b 10'-10' b 10'-2' 9-8b 9'•3' b &-10' b 8'-5-2" x 3" x 0.060" 13'.T b 174' b 11'•8' 1'-1' b 10'-6" b 10'-1" b 9'-7" b 7' x 4" x 0.050" 14'-11' b 14'-0" I b 13'.3' b 12' 7- b IT 11' Ib Ill' 5" Ib 10'-9" b 2" x 5" x 0.062" 18'-3' b 1T-0" b 15-11 b -15'-7" b 14'-0' b 13'-8" b 12'-11' b Note: 1. Thicknesses shown are " nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2 Using screen panel width W select gut lengths. 3. Site specific engineering required for pool enclosures over 30' in mean roof height 4. Spanlheight is to be measured from center of beam and upright connection to fascia or wall connection. S. Chair mils of Y x Y x 0.044' ran. and set t@ 36' in height are designed to be residential gardmils provided they are attached with min. (3) # 10 x 1.12's.m.s. into the screw bosses and do not exceed 8'-0" o.a 6. Girt spacing shall not exceed 6-9'. 7. Max beam size for Yx 5'is Yx 7" x 0.055'x 0.120" 8. 2' x 4" & 2' x 5" hollow gins shall be connected w/ an internal or external 1-12' x 1-12' x 0.044' angle. 9. Spansbeights may be interpolated. 10. To corwed spans to'C' and *D* exposure categodes see exposure multipliers and example on Table I Page 3. Table 1.5.2110 T Town & Country Industries, Inc. Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members One End of Beam Attached to Host Structure for Areas with Wind Loads up to 110 M.P.H., Exposure "B" and Latitudes Below 30e-30'-00" North (Jacksonville, FL) Uniform Load = 4l#SF, a Point Load of 300 f#SF over (1) linear It. is also considered Aluminum Alloy 6OD5 T- 5 Single Single Self -Mating Beams Tribu!n Load Width 1W.0- 14--0" 18'-0" 27-0' 26'-0" 3W.0- 34'-0" 3V-V 42'•0' 46'-0" SO'-0" 54'-0' Allowable S n'L' / Point Load P or Uniform Load (U). bending b), deflection d 2' x 4" x 0.046" x 0.115' 2'-11' P .P 7-11 d d7-YU U i v-(r bIt10'-Y. U 9'-5' b U U 8'-10 h b8'-5 U U T-11 b bT-TU T4 b U U T-0' b b2' x5" x 0.050" x 0.135^ 15'-9' d 15'-9' d 14'-8' d 13'd' Ub It 12'-3" U 11'-5' b U 10'-D' U b b 10'-1' 9'-T b b 9'-Y U 8'-10• b 8'-6'Julb b 2" x6" x 0.050" x 0.135' 16-5" P 18,_3• d U 16,_i• b U 14•_7• U b b 13•_5• U 12'-6" b U 11'-9" U b b I I-I-U 10'-T U b b 10'-1' U 9,ir b U 9.A. U b b 2`xT x O. OST x 0.13 5^ 20'-11 P 19'-10 d U 1T-6b U 15'-10 U b b 14-7 U 13 '-7 b U .0 17-9 It It17 -1 U U 11'-6 b b10'-11 u 1 0'•6' U U 10'-1 b b 2" x 8" x 0.072" x 0.240" 25-4" p 2S4' d p 4'.11' d 27-7" U b b 20'-9' U 19'-4' b 18'-2' bb 1T-2' b 16'-4' b 15'-B' U 4'-11' b 14'S' bb 2' x 9" x 0.072" x 0.239" 2T-3" p 2T-3" d d 25'-9' d U 23•_3• U b b 21•_5• U w-11' b U 18'-9• U b b 1T-9' U 6'-10' b U 16•_1• b U 15-5' b U 4'-10' U b b 2' x9' x 0.082" x 0.321' 29'-3' p 29'-3' d p 29'•3' d p 2T-5' U d d 5'-11 • U 24,_5• d U _11• bU 21•_8• b U Z0•_8• b It U 19'- 9' U 8'-11• b U 18•_3. U b b 2" x 10" x 0.092" x 0.389" 34'-2' d 34'-Y d 34'-Y P 1'-11' d 30'-3• d 6'-10" d 2T-8' b 26'-Y b 4'•10' b 23'-9" b -10' b 21'-11 b Note: 1. It is recommended that the engineer be consulted on any Cartier beam that spans more than 50' 2. Span is measured from center of connection to fascia or wag connection. 3. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Spans may be interpolated. 5. To convert spans to'C' and *D' exposure categories see exposure multipliers and example on Table 1B Page 3. Table 1.5.1 110 Town & Country Industries, Inc. 6005 TCI Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members Aluminum Alloy 6005 T- 5 for Areas with Wind Loads up to 110 M.P.H., Exposure "B" and Latitudes Below 30'-30'-00" North (Jacksonville, FL) uniform Load = 4 #/SF. a Point Load of 300 #/SF over (1) linear tL Is also considered Single Self -Mating Beams Tribute Load Width 10'• 0" 14'-0' 18'-0" 2T-0" 26'-0" 30-0" 34'-0" 0" 42-0" 46'0'-0" '-0" Allowable Span Point Load P or Uniform Load U bending b deflection d 2" x 4' x 0.046" x 0.115' 16'-T b 3'-11' b 774" b 17'-Y b 70'-3- b 9--T b 8'-11' b 8'-W b 8'-1" b T•9" br75 b T-2' b 2" x S' x 0.050" x 0.135' U 21'4' b U 18'-0' b 5'-11 .0 U b 14'-5 b UI 13'-T b U 11'-7' b 0 0'-11 b U 1 O.-T b9'-11 UU b U b 9 -Y b Y x 6" x 0.050' x 0.135" U 24-3' U 20'-6 b 18'- 1' U 16'4' b b U IT-1' b U 13'-2" b U 17S b U 7'- 10' b 17'4 . UU bb U 10'-5bb 2" x 7' x 0.057" x 0.135' UU 28'4' 2T- 11b21'-1 U U 19'-1 b b U 1T- T b U 15'4 b U 14'-6 b U S-10' b 1T-Y UU bb U 17-2bb x B" x0. 072" x 0.240" U 30'4' U 2T- Y d 0 4'-11 U 23' 4 d d U 27-l' db U 19'-V b U 78'-T b U 7T-B b W-11 UU.U2" bb 75-7d b2" x 9' x 0.072" x 0239" U 33'-5' d U 29'-10 d 2T-5' U U 25-8' d d U 24'-3' db U 21'-5 b U 20'-3 b U 19'-3 b IW-51 U b 1T-8 U . U 6'-11 b b 2" x9' x 0.082" x 0.321' 35•-T U d 31•-11 dU 29. 5" U2T_6' U d d 26'.0" UU dd 23'-9' bU 27-5' Ub 21'4' bU 20'•5- U19'-T b U 8'-10" U b b Y x 10' x 0.09Y x 0.389' 41'-6' d 3T-1' d 34'-1' d 1'-11" d 30'-Y dd 2T-T d 26'-7-d 25'4' b 24'-2- b 23'-Y b 274- b Double Self -Mating Beams Tribute• Load Width 10'. 0" 14'•0" 18'-0" 27-0" 26'-0 30'-0' W-0" 38'-0' 4'-0" 4-0" '-0" --0" 6' Allowable S an'L' Point Load P or Uniform Load U bending b deflection d 2) 27 x B" x 0.072" x 0.240'440' 51'" b 434' JUb38'-3' JUb 34'-T b1'-10' b 29'-T b T-10' b 26'4' b 25'-W b 23.11- b 27-11 b 27-1' It 2) 2" x 9' x 0.072' x 0239- 55'.9• b 4T-Y b 41'-T b 3T-T b 34'-T b 37-3' b 3MY b 28'-T b 2T-3' b 24'-11 b 24-0" b(2) 2^ x 9" x 0.082" x 0.321' 61'-71b57-4' b 46'-Y b 41--9" b 3V-Y b 35-9' b 33'-T b 31'-9' b 30'-2' ik b2T-8' b26'-8' b 2)2"x10"x0. 092"x0.389" 73'4' b 61'-17 b 54'-8' b 49'-5" b 45'-6' b 47-4' b 39'-9" b 3T-T b 35'-9' b 7-10" b 31'-7' b Note: I. It is recommended that the engineer be consulted on any carrier beam that spans more than 50' 2 Span is measured from center of connection to fascia or wall connection. 3. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Spans may be interpolated. 5. To convert spans to'C' and "D" exposure categories see exposure multipliers and example on Table 1B Page 3. Example: The Maximum 1: for a 2' x 4' x 0.046" x 0.100" Single Self -Mating Beam with Tributary Load Width = 27-0' is 11'-27 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. Tr.I Rnnr% CFI F-MATING Z J O F W W Z or U) o a D Cl) Q N n Z (1 o OIn W O W w N Z Q co W U j of 2 14 0 D W o. U) U N WLLJ ZZ LL Q o Q 0 0 ad 1Lu 7 U)0 uO Z Q O 0g amZ F LL o 0 O J (n LL Q r 0 N I O to CO r. 2 c F- J cm Cc LL W LLCD X W 2 0" (u12LLm7J _ cc >= v m Ccc a C V Q 01 Co? In co " ca W as o J to 3L C UOto o m F cuwpjZ Lw W SHEET Z Z W 15A-110 Zm 10 OF 18 Table 1.1 120 Allowable Beam Spans 6005 TCI' Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For 120 M.P.H. Wind Zones, Exposure "S" and Latitudes Below 3V-30'-00" North (Jacksonville, FL) 11"1r"....1-A-A*f .ON 1- M Inn WQS: m,"r fit H.- ft 1e11en1nnskr"md Hollow Sections Tribute Load Width W = Beam S cin T 4'-0" S-0' 7'•0" Allowable S an'L' Point Load P) or Uniform Load U bendin b deflection d 2" x 2" x 0.040" 51-9' Po 5-9' Pd 5'•9' Pd S-9' Pd 5'-9' Pd 5'-9' 3" x 2' x 0.045" 6•-11' Po 6'-11" Pd 6•-11' Pd 6'-11' Pd 6'-71' Pd 6'-1 /' Pd 6'-11' Pd 2" x 3" x 0.045" 9'-6' Pd 1 9'-6' Pd 6' Pd 9'-6' Pd 9'-6' Pd 9'-6' Pd 9'-6' Po 2" x 3" x 0.060" 11'-1' Po 11'-1' Pd 1.791'-1' Pd 17'-1' Pd 11'-1' Pd 11'-1' Pd 11'-1' Po 2" x 4" x 0.050" 14'-2- Pd IC-2- Pd 14'-Y Pd 14'-2' Po 74'-2' Pd 14'-Y Po 13'-8" Ub 2" x 5" x 0.062" 20'-6' Pd 20'S' Po 20'•6' Pd 20'-4' 1g'-4' Ud 1&-6' Ud 1T-9" Ud Self Mating Sections Tribute Load Wi 3'-V 4'•0" 5-0" 6'-0 7'1" 8'-0' 9'-0" AllowablaS an'L' Point Load P ndin h deflection d x 4 x x 0.115 16'-T Po 76'-T Pd 16'-T Pd 16'-T 16'-0' Ud 15'- isx isx Pd 2Pd 19'-10' Ud 19'-1" Ud 2' x 6' x 0.050" x 0.135" 28'•10" Pd 8-10' Ud 26-6' Ud 24'-3' 23'-Y Ud 27-3" Ub 2" x 7" x 0.057" x 0.135" 35'.3" Pd 33._5 Ud 29-2' Ud 2T-9' Ud 26'•6' Ud 24'-11' Ub 2" x 8" x 0.072" x 0.240" 464" 41'3"Ud35-WIg Ud 34'-2` Ud 37.9" Ud 31'-5' Ud 2" x 9" x 0.072" x 0.239' 49'.11" W 5'-4' 39' 7' Ud 3T•7' Ud 5'-11' Ud 34-T Ud x0.062'x0.321' 53'-6' Ud 48'-T Ud 47-5' Ud 40'-4" Ud 3W&.r Ud 3T-l' x10"x0.09Yx 0.389" 5T-4' Ld 56'4" Ud dw-3" Ud 46'-9' Ud 44'-9' IM 47-11' Ud Note: 1. Thicknesses shown are'nominar industry standard tolerances. No well thickness shall be less than 0.040. 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 3. Span is measured from canter of beam and upright connection to fascia or wan connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Tables are based on a maximum wall height of I& including a 4' max. mansard or gable. 6. Spans may be Interpolated. 7. To convert spans to "C' and "D' exposure categories see exposure multipliers and example on Table 1 B Page 3. Table-1:2120 Allowable Purlin Spans 6005 TCI Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For 120 M . Wind Zones, Exposure 'B" and Latitudes Below 30'-30'-00" North (Jacksonville, FL) Load = 48ISF, a Point Load of 300 #/SF over (1) linear ft. is also considered Note:. - 1. Thicknesses shown are'nominaP industry standard tolerances. No wall thickness shall be less than 0.040". 2. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Tables are based on a maximum wall height of 16' including a 4' max, mansard or gable. 4. Spans may be interpolated. 5. 2' x 4' & 2' x 5' Hollow Girls shall be connected w/ an internal or external 1-1/2" x 1-1/2" x 0.044" angle. S. To convert spans to'C' and'D" exposure categories see exposure multipliers and example on Table 18 Page 3. CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BEAMS. C!n 0? Allowable Post Upright Heights Town & Country Industries, InaAluminumAlloy6005T-5 gust at a velocity of 120 MPH, Exposure "B" or an applied load of 15 #1sq. ft. Hollow Sections ributa Load Width =Upright]acIn 0" 4'-0" 5-0" 6'•0" 7-0" I8'-0" S. Allowable Hel ht "H" / bendin b deflection d 2" x 2" x 0.040" 7'-1' d 6'-5' id'-11" d 5'•8' d 54- d I. &-1' 14 4'-11' Id 3" x 2" x 0.045" T-11' I d I T-3' Id T-S' d 6'•g- d 1 6•-2- d 1, 5'•9' lb 5'-5- b 2" x 3" x 0.045" 9'-10" 1 1 111 9'-0' d T-3" d T-T d T-Y d 6'-T b 2" x 3" x 0.060" 10'-11" d 9'-11' d 10'-3' d 9'-5" d 8'-w d 8'-7 d T•8" d 2" x 4' x 0.050' 17-11' d 41'-8' d 11•-8' d 10'-8' d 9'-10' d 9'-3' b 8'-8' b 2" x 5" x 0.062" 16'-6' d 14'-11" d 14'•5" d 13-1" b b 11.3- b 10'•T b s Tributary Load Width ht cin 3.0 W-V V 0 1 T-V 1 8'-0" 1 9'-0" Allowable Hai ht "H' / on d x x . x .` 14'4' d 17-11' d 17-1' 10'-11' b 10'-2' 9'-6' b 8'-11' b 2 x x x 1T-8" d 16•-1- d 14'•8' b b 11'-6' 10110'-10' b 2" x 6" x 0.050" x 0.135" 20'-9' d 18-3' b 16'-3' b 14'-10' b 131-8' b 12'-9" b 17-W 2" x 7" x 0.057" x 0.135' 3'-7- b 20'-5" b I W-2' D 16'-7' b 15'4' b 14'-4' b 13'-6' b 2" x 8" x 0.072" x 0.240" 29'-Y d 26'-6" d 247•8' d 23'-Y d 21'-11" b 20'-5' b I 19'-3' b 2" x 9" x 0.072" x 0.239" 37-1" d 29-2" It 2T-1- d 25-Y b 23'-3' b 21'-9" 20'-6' b 2" x 9" x 0.082" x 0.321" 34'•5' d 31'-3" d 29'-0' d 2T4' d 25-11' 24'-9' b 23'4' b 2" x 10` x 0.092" x 0.389" 39'-11' tl 36'3' d 33'-B' d 31'-8' d 30'-7' d 28'-9" d 2T-B' d Note: 1. Thicknesses sham are nominal' industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using Susan panel width W select upright langth'H'. 3. Above heights do not include length of knee brace. Add vertical distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 30' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair mils of Y x Y x 0.044' min. and set @ 36' in height are designed to be residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed B'-0' in span. 7. Max. beam size for Y x 5" Is Y x T x 0.055' x 0.120" 8. Spans may be interpolated 9. To convert spans to'C' and "D' exposure categories see exposure multipliers and example on Table 1 B Page 3. able 1.4120 Allowable Post I Girt / Chair Rail I Header Spans & Upright Heights i 6005 TCI• Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 Table 1.51120 Town & Country Industries, Inc. 6005TCI Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members Aluminum Alloy 6005 T-5 for Areas with Wind Loads up to 120 M.P.H., Exposure "B" and Latitudes Below 30.30'-00" North (Jacksonville, FL) Uniform Load - 4 #/SF, a Point Load of 300 f#SF over (1), linear ft. is also considered Single Self -Mating Beams Tribute Load Width 10'-0" 14'-0" 1B'-0" '-0" 26'-0" 30'-0" 34..V1 38'-V 1 42'-0` 1 46'-0" 60•-0" 54'-0" Allowable S an'L' Point Load P or Uniform Load Jul. bendin b denection fdI 2" x 4" x 0.046" x 0.115" 16'-T Ub 13'-11 Ub 12W U 1T-Y Ubb 101-Y Ub. 9'-T Ub 8'-/1' Ub 8' 6• U&- 1• b Ub T-9• U T 5• b U 7•-2• b b 2" x 5" x 0.050" x 0.135' U21'•4' b 18'-0' b 15-i t U U b 14'-5' D U 13'-3' h U 17-4 b U 11'-T b U 10'-11 b U10'-S b 9'-11 . Ub 9''T U U b 9-2 b 2" x 6" x 0.050" x 0.135" U 243' b U20'•6 b 18'-1 U . U 16'4 b b U 15'-7" b U 14'-ir b. U 13'-Y b U 12'-5 b U1'-10 b 11'4 . Ub 10'-1 U U 10'-Sb b 2' x 7" x 0.05T x 0.135" U 28'4' b U23'-11 b 21'-1 U U19'-1b b U IT-T b U 16'-4 b U 1 S-4 b U 14'-6 b U3'-10' b 13'-Y Ub 17.8 U U 12'-2 b b 2" x 8" x 0.072" x 0.240" U 30'4' d U2T-Y d 4'-11 U UZT-4d d U 27-1' d U 217 11 b U I W-8 b U 18'-T b U1T•8 b I S-11 . Ub 16'-3 U U 15•-Tb b 2" x 9" x 0.072" x 0.239" U 33'-5' d U29'-10 d 2T-5 U U 25-8 d d U 24'-3' d U 27-9 b U 21'•5 b U 20'-3 b U19'-3 b 18'-5 Ub 1T•8" U U 16'-11b b 2' x V x 0.082" x 0.321" 35'-9" d 31'-11 d 29'-5' d 2T•6" d 26'•0- d 24'-10 d 23'-9' h 22'•5" b 21'-4' b 20'-5' b 19'-T b 18'-10 b 2" x 10" x 0.09Y x 0.3B9" 41'-6' d 3T-1' d 34'-7' d 1'-11 d 30'-2' d 28'-9" d T-T d 26'-T d 25'-4- b 24'-2' b 23'-Y 6 22-4' h Double Self -Mating Beams Tribute Load Width IW-0" 14'-0" 1 '-0" 27-0' 6'-V 30'-0" 34.0" 3 '•0" 42'-0" 46'•0" 50'•0" 54'-0" Allowable Scan'L' Point Load P or Uniform Load U bending b deflection d 2) 2' x 8" x 0.072' x 0240" 5114' b 4T-4' b 38'-3' b 3 r-T b 31'-1 b 29'-T b 2T-10 b 26'-4' b 25'-0' b 23'-11' b 2Y•11 b 27-1" b 2) 2" x 9" x 0.072' x 0.239" 55'-9' Ub 4T-Y Ub 41'-T Ub 34'-T U .0 b 37-3 0 b 30'-3 U28'-Tb b 02T-3 b 26-0 Ub 24'-11 U .024'-0b b 2) Y x 9" x 0.082' x 0.321" 61'-11 U .0 b 574 0 b 46'-2 tb b 38'-5' U .0b35'-9 b 33'-T U .0b31'-9 b 30'-Y U .0 D 28'-10 0 D 2T-8 U b 26'-8' D 2) 2" x 10" x 0.092" x 0.389" 73'-4' b 1'-11' u .0 b 54'-B b 45-6' u D47-0 u b39'-9 u b3T-T u b35'-9' u u 37-i u u Note: 1. It is recommended that the engineer be consulted on any carder beam that spans more than W 2. Span is measured from renter of connection to fascia or wall connection. 3. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Spans may be interpolated. 5. To convert spans to "C" and'D' exposure categories see exposure multipliers and example on Table 18 Page 3. Example: The Maximum'U for a 2' x 4' x 0.046" x 0.100" Single Self -Mating Beam with Tributary Load Width = 27-0' is l l'-2" Table 1.5.2120 T Tow & Country Industries, Inc. suable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members ne End of Beam Attached to Host Structure Ind Loads up to 120 M.P.H., Exposure "B" and Latitudes Below 30"-30'-00" North (Jacksonville, FL) Uniform Load - 4 #ISF, a Point Load of 300 /#SF over (1) linear ft. is also considered Aluminum Alloy 6005 T-5 AV Note: 1. Thicknesses shown arenominal" industry standard tolerances. No wail thickness shall be less than 0.040'. 2. Using screen panel width W select girt lengths. 3. Site specific engineering required for pod enclosures over 30' in mean roof height. 4. SpanAleight is to be measured from renter of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" xY x 0.044" min. and set @ 36' in height are designed to be residential gardmlls provided they are attached with min. (3) #10 x 1-1/2" s.m.s. into the screw bosses and do not exceed 8'-W o.c. 6. Girt spacing Shan not exceed 6'-8'. 7. Max beam size for t x 5" is 2" x T x 0.055" x 0.120" 8. Y x 4" & Y x 5" hollow girts shall be connected w/ an internal or extemal 1-1/2' x 1-11T x 0.044" angle. 9. Spanstheights may be interpolated. 10. To convert spans to'C" and'D" exposure categories see exposure multipliers and example on Table 1 B Page 3. Single Single Self - Mating Beams Tdbuta Load Width 10--o" 14'-0" 18'-0" 22'-V 26'-0" 30'-0" I 3N-V I 38'-V 1 42'-V 1 46'-0" 1 5W-V I SC-V e Span V! / Point Load P or Uniform Load U), bending b collection d 2" x 4' x 0.046" x 0.115" iz-111 d 17-11 d 12'-2' b 11'-0" b 10'-2' b T-5- b 8'-10' b S-5' b T-11' b T-7' b TAP h T-(r b 2" x 5" x 0.050" x 0.135" 15'-9" P 1'-9" d W-8" b 13'4' b 17-3' b 11'-S b 10'-8' b to'-1' b 9'-7' b 9'-T b 8'-10" b 8-T h 2" x 6" x 0.05V x 0.135' 18'-5" P 18'-3' d 16'-1" U 14'-T b U1T- 5• U b b 12•-B• U 11•-y U b 11'-1" U 10'-T U b b1a-1" U 9'-8' b U9'- 4" U b b2" x 7" x 0.057" x 0.135 2(r 11 d 19'-1 IT-6" b I &-10 b 14'-T b 13'-7- b 12'-9' b 12'-1' b 11'-T b o'-11' b 10'-6' h 10'-1' b 2' x 8" x 0.070" x 0.224",f,' 254- d 25'-4" d 24'-11 b 27-T b 20'-9' b 19'-4' b 78'-Y b 7.2" b 16,47 b 15'-8' b 4•-11' b 14'-5' b 2" x 9" x 0.070" x 0.240" 2T-3' P 2T-3 P 25-9 U 23'3 b UU 21'-5' b b U W- 11iv-9' 6 U . 1T-9 U U 16•-1bb16'-1 U 15-514'-10 b Ub2" x 9' x 0.082" x 0.321 29•-3' P29.3• P 29'-3' d P2T- 5' d 2S-11 d d24'-5' U b 27-11 U 21'-9' b 2(l- 8• b b 19-B• U 8•-11• b U18,3•d b lb 10'x0.092' x 0.389" 34'-Y 34'-Y d34-2 P . d 1'-11 U d 30'-3- d U 28%10 d U 2T.8" U b 26'-Y U b 24'-- b23'bb1 U U2' x Note: 1. It is recommended that the engineer be consulted an any carrier beam that spans more than W 2. Span is measured from center of connection to fascia or wan connection. 3. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Spans may be interpolated. S. To convert spans to"C and'D' exposure categories we exposure multipliers and example on Table 1 B Page 3. Town & Country 6005 Indicator Mark Instructions For Pennit 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. Tr: l Ann., RFLF-MATING Ig d m O z 3 O LL O = o. m y 0 n m w zQ Q 0 call 3 LL raj Za Ems' 30 sg Z J O F a rnoZZ c Q Z) iJ) Q N U)Z CL in J O w W Q m 5E. W W Ja CO) U - ai Z Z J o W0 wM H O 0 V cc U) Q J wog a- a Z (- LL o 0 U C' j O W JU) U. Q r` N It q t' D k2 W coLU m x W t7gmWU 0 m0 v d a° C U Q N L w KO O Z Lw to EET Z t: U. U. 15A-120U. 2 cl OF 18 c Table 1.1 130 Allowable Beam Spans 6005 TCI Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For 130 M.P.H. Wind Zane, Exposure "B" and Latitudes Below 301-30'-00" North (Jacksonville, FL} Uniform Load=51USF. a Point Load of 300 ill over f11 linear ft. Is also considered Hollow Sections Tribeta Load Width nM = Beam S cin 0" 4'-0" 5-0" 6'-0" T-0" 9'-0" Allowable Span 12 Point Load P or Uniform Load U bendin deflection d 2" x 2" x 0.040" 5-9" Po S-9• Pd S-9' Po S-9' Pd 5-9- Pd 5-9- 3" x 2" x 0.045" 6'-1 V. Po 5-11- Po 6'-11" 6'-11- Pd 6'-11" Pd 6'-11' Pd 2" x 3' x 0.045" 9•-6' Po 9'-6' Po 9'-6- 9'-6' Pd 9'-6" Pd 9'-6" Pd 2' x 3' x 0.060' 111 Pd 1 /'-1- Po 11'-1' Pd 1 L'-1' Pd 11'-1' Pd 10'-11' Ud 2" x 4' x 0.050" 14• 2' Po 14'-2' Po 14'-Y IW-W Ud 13'-5' Ud 17-11- Ud x 5" x 0.062" 20'-6- Pd 20'-6' Pd 20'-1' 1T-11' Ud 1T-2- Ud- 15-6- Ud SNf Matin Sections 9 Trib,utaF Load Width' VJ' = Beam S acin 3'-0" 4'-0- 5'-0" 6'-0" T-0' 8'-0" 9'-0" Allowable S an'L' Point Load P or Uniform Load U banding b deflection d Te x 4 x . 4 x 0.1II 16'-7- Pd 16'-7- EL 417-7- Pd 16'-4' Ud 15'-T Ud 14'-10- Ud 14'-4' Ud 2" x 5' x 0.050" x 0.135" 22'-9' Po 27-9' Pd 21'-6' Ud 20'-3' Ud 19'-3- Ud 18'-5' Ud 1T-8' Ud 2" x 6' x 0.050" x 0.135• 28'-10• Pd 2T-2" Ud 26-2* Ud 23'-T Ud 27-V Ud 21'-1' Ub 19-8" Ub 2" x 7" x 0.057" x 0.135" 34'.1" Ud Xr-11- Ud T-9' Ud 2T-1' Ud 26-V Ub 23'-80 Ub 22'-1- Ub 2" x 8" x 0.072" x 0.240" 47-1' Ud 38'-3' Ud 35-6' Ud 33'-5' Ud 31'4r Ud 301-4' Ud 29-2' Ud 2" x 9' x 0.072"0.2 x 39" 46'-4- Uri 4Y-1" Ud 39•-i' Ud 36--9- Ud 34'-11- Ud 33=5' Ud 32'-1- Ud 2" x 9" x 0.082" x 0.321- 49'•8" Ud 45=7" Ud 41'-10- Uri 3T-5' Ud 37-5- Ud 35-9' Ud 34'-5 Ud 2" x 10" x 0.092" x 0.389" 5T-4' Ld 52-4" Ud 48'-7' Ud 45'-8" Ud 43'-5' Ud 41'-6' Ud 39'-11' Ud Note: 1. Thicknesses shown are nominal" Industry standard tolerances. No wail thickness shall be less than 0.040% 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a maximum upright height of 11T. Structures larger than these lints shall have site specific engineering. 3. Span is measured from center of beam and upnght connection to fascia or wag connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans 5. Tables are based on a maximum wall height of ITincluding a 4' max mansard or gable. 6. Spans may be Interpolated. 7. To convert spans to "C"and'D' exposure categories see exposure multipliers and example on Table 18 Page 3. Table 1.2130 Allowable Purlin Spans 6005 TCI Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For 130 M. P.H. Wind Zones, Exposure "B' and Latitudes Below 30'-00'-00" North (Jacksonville, FL) Uniform Load = 5 # ISF, a Point Load of 300 i#SF over (1) linear fL is also considered e R.ni- F.O.-I T. A.- With Mi- Hollow Sections Tributy Load Wdth'W' = Purtin S acin T-6" 4'- 0" 4'-6' 5'-0" 5'-0"1 6'-0" 1 6'-8- Allowable S n' U I Point Load P or Uniform Load U banding b deflection d 2" x 2" x 0.040" 5'-9' Po 5'-9" Pd 5'•9' Pd 5'-9' Pd S-9' Pd 5'•9' Po 5'-9' Pd 3"-.x 2"• x 0.045" 6'-11" Po 6-11' Po 6'-11' Pd 6'-11' Pd 6'-11' Pd 6'-11" Pd 6'-11' Pd 2" x 3' x 0.045" 9'-6' Po 9'-6' Pd 9'-6' Po 9'-6• Pd 9'-6' Pd 9'-6- Pd 2'X 3" x 0.060' 71'-1' Pd 11'-1' Po 11'-1' Pd 11'-1' Pd 71'-t' Pd 11'-1' Pd 2":x 4" x 0.050" 14'-Y Pd 14'-2' Po 14'-Y Po 14'-2' Pd 14'-2' Pd A1,4V-2'Pd 14'-Y Pd 2" x 5" x 0.062' 20'-6' Po 20'-6" Pd 20'-0'Pd W-t' Lf 19'-5" Ud 3• Hollow Sections Tribute Load W dlh'W = Purtin S aefn 3'-6" 4'- 0" 4'-0 5'-0" 5'-0'1 6'-0- 1' Allowable Span L' Point Load P or Uniform Load U bending h deflection d 2:x 2" x 0.040" T-W Pb T-3' Pb T-3' Pb 3". x 2" x 0.045" 9'-2• Pb 1 9'-2' lPb 1 9'-Y Pb 9'-2' lPb 9'-2" Pb 9'-2" Pb 9'-2* Pb 2"••x 3", x 0.045" 13'-6" Pb IT-6- Pb 13'-6' Pb 13'-6' Pb 13'-6- Pb 13'-5' Ub 17-5' Ub 2" x 3: x 0.060" 16'-T Pd 16'-T Pd 16'-T Pd 16'-T Pd 16'-T Pd 16'-3- Ub 15'-5' Ub 2" x 4' x 0.050' 27-11' Ub 2T-11' Ub 26'-2' Ub 24'-T Ub 23'-3' Ub 27-1' Ub 2"Ix 5" x 0.062" 29'-1" Ub 2T-1' Ub 25'-5' Ub 23'-11' Ub 2Y-9' Ub 21'-8' Ub 20'-5' Ub Note: 1. Thicknesses shown am "nominal' Industry standard tolerances. No wall thickness shall be less than 0.040% 2. Span is measured from center of beam and uptight connection to fascia or wall connection. 3. Tables are based on a maximum wall height of 16' including a 4' max mansard or gable. 4. Spans maybe interpolated. S. Y x 4" & Y x 5' Hollow Gifts shall be connected wl an internal or external 1-1/2" x 1-12' x 0.044" angle. 6. To convert spans to'C' and'IY exposure categories see exposure multipliers and example on Table 1 B Page 3. CHECK TABLE 1. 6 FOR MINIMUM PURLIN SIZE FOR BEAMS. Table 1.3130 Allowable Post/ Upright Heights 6005 TCI Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For 3 second wind gust at a velocity of 130 MPH, Exposure "B' or an applied load of 18 i#sq. f . Hollow Sections Tnbutary Load Width ' W'=Upright Spacing T-0" 1 4'-0" 1 5'-0" 1 6•-0" I T•0" I 8'-o- 1 Allowable Hal ht" H"/ bendin b deflection d 2' x 2" x 0.040' 6'-B' ld 6'-1- d 6.8- Id L 6-4- 1 d 1 5!-0' I d 4'-9' 1 b 4'-6- b 3" x 2' x 0.045" T-6' Id 5-10' Id I 6'-8' ld 6'-1' Id 5'-7- 1 b 1 5'-2- b 4'-lO- Iti 2" x 3" x 0.045" 9'-3' Id 1 V-5' ig 8'-3' d T-6' d 6'-11' b 6'-6' b 6'•Y b 2' x 3" x 0.060" 10'-0' d 9'-0' d 9'•5' d 8'-T d T-11' d T-5' b 6'•11' b 2" x 4' x 0.050" 17-1' d 11'-V d 10'-8' d 9'-9' d 9'-0' b 8'-5' b T-1 t' b 2" x 5" x 0.062" 15'-6' d 14--1' d 13'-1' b 11'-11' b 10'-11' b 10'-3- 8- b 9'-bSelfMating Sections TributaryLoad Wdth'W' = ri ht S acin 3-0 4-0 0 6U 8'•0" 9-0 Allowable Hei ht'H"/ bendin b deflection d x 4" x 0. 046" x 0.115" . 13• Y d 17-3' d W-11' lb 9-11" b 9'-2' b 8'-7' b 8'-1' b 2' x 5' x 0.050' x 0.135' 16'-8' d 14'-11' b 13'-0' b 12'-1' b 11'-2' b 10.5' b T-10' b 2" x 6" x 0.050" x 0.135" 19'-20 b 15-7' b 14'•9' b 13'-5" b -1 1' 7' b 0'-11 • It 2" x 7" x 0.05T x 0.135" 21'-6' b 18'-6' b- 16'-6' b 15'-1" b 13'-11- b 17-11' b 1Y-2' b 2" x 8" x 0.072" x 0.240" 2T-6" d 24'-11" d 23'-Y d 21'-6' b 9'•11' b 18'-T b 1T-6' b 2" x 9' x 0.072" x 0 239- 30'-3' d 211 d ZT-Y b 22'-11' b 21'-2- b 19'-9- b 18'-7- b 2' x 9" x 0.082" x 0.321' 37-5" d 29'-5' d 2r-4 d 25'-8' d 24'-1' b 2Y-6' b 21'-3' b 2" x 10" x 0.092" x 0.389' 3T-7- d 34'-1- d 31'-8' d 29'-8rr d 28'-4" d 2T-0' b 5'-6' b Note: 1. Thicknesses shown are' nominar Industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 1N'select upright length'H'. 3. Move heights do not include length of knee brace. Add vertical distance from upright to center of tzars to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 30' in mean roof height S. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2' x Y x 0.044' min. and set @ 36' in height are designed to be residential guardrails provided they are attached with min. (3) # 10 x 1-12' S.M.S. Into the screw bosses and do not exceed 8'-0' in span. 7. Max beam size for 2' x 5' is 2• x T x 0.05S x 0.12W B. Spans maybe interpolated. 9. To conven spans to'C' and'D' exposure categories see exposure multipliers and example on Table i B Page 3. Table 1.4130 Allowable Post I Girt I Chair Rail / Header Spans & Upright Heights 6005 TCI Town & Country Industries, Inc. Aluminum Alloy 6005 T- 5 For 3 second wind gust at a velocity of 130 MPH, Exposure "B' or an applied load of 18 # / sq. ft. e Re line A. Hndznntals Fattened To Poets With Clio. Hoow Sections Tribute Load Width =Member acin 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" Allowable Hei ht "H' or Span "L" l bending b deflection d 2" x 2" x 0.040" 6'4' Id 6'-1' 'd 5'-10' Id&-8' 1 d I 5'-5" Id I S-4' Id I 5'-1' 113 3" x 2" x 0.045" T-Y d 6'-10' 6'-9' d 6'-4' b 5'-11' h' S'-8- b 5'-3' b 2" x 3" x 0.045" 8'-10' d 8'-5' d 8'-8' d• 8'-3' d T-9' d T1' b 6'-11' b 2" x 3" x 0.060" 8'-9' d 9'-4' d 9'-11' 'd 9'-5' d 8'-11' d 8'--Pd 8'-Y d 2" x 4" x 0.050" 11'-6' d 1I T-O' d 1 t'-3' Id 10'-7- Id 9'-11' Y x 5' x 0.062" 14'-9' Id 14'-1' Id 13'-5' 1 b 12'-8' lb III' It- I b 11'-5' 1h "In' 9- 1h Hollow Sections Tributary, load Wi h = Member Spacin 37• " 4' Allowable Hei ht "H' or S an L" / bendin b deflection d 2" x 2" x 0.040" T-3' 1 b 1 6'-9" lb 1 6'4" I h t 6'-0' lb I 5'-9' lb I 5-5' b 5'-1' b 3" x 2" x 0.045" T•9' b T-2' b 6'-9' b 6'-0' b 6-11' b F-8' b 5'-3' b 2" x 3" x 0.045" 9'-10' b 9'-2" b 11' b 8'-3' b 7'-9' b T-4' b 6'-11' b 2" x 3" x 0.060' 77'-3' b 10'-6' b 9'-11' b 9'-5' b 8`111' b 8'-7' b 8'-2' b 2" x 4" x 0.050' 77-9' b l l'-11' b 11'-3' b 10'-7- b 0'-11' b 9'-6' b 8'-11- b 2" x 5" x 0.06Y 15'4' b 14'-3' b 13'-5' b 17.8' b 11'-11' b 11'-5' b 10'•9' b Note: 1. Thicknesses shown are' nominal' Industry standard tolerances. No wall thickness shall be less than 0.040'. 2. Using screen panel width 'W'select girt lengths. 3. Site specific engineering required for pool enclosures over 30• in mean roof height 4. SpaNheight is to be measured from center of beam and upright connection to fascia or wail connection. 5. Chair rails of 2' x 2' x 0.044' min. and set C? 36" in height are designed to be residential gardmils provided they are attached with min. (3) # 10 x 1-1/2' s.m.s. Into the screw bosses and do not exceed 8'-O' oxc 6. Girt spacing shall not exceed 6'-8'. 7. Max beam size for T x S is 2' x T x 0.055" x 0.120" 8. 2" x 4' & Y x 5' hollow girls shall be connected w/ an internal or external 1-1/2' x 1-112• x 0.044' angle. 9. Spanstheights may be interpolated. 10. To convert spans to 'C' and'D" exposure categories see exposure multipliers and example on Table 1 B Page 3. Table 1.5.213DT Town & Country Industries, Inc. Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members One End of Beam Attached to Host Structure for Areas with Wind Loads up to 130 M.P.H., Exposure "B" and Latitudes Below 30'-30'-00" Notth (Jacksonville, FL) Uniform Load = 5 #ISF, a Point Load of 300 /#SF over (1) linear ft. is also considered Aluminum Alloy 6005 T- 5 Single Single Self -Mating Beams Trltwta Load Width 10'- 0" 14--0" 18'-0" 22'-0" 26'-0" 30'•0' 34'-0' 38'-0" 42'-0" 46'-0' 50'-0" 54'-0' Allowable S n'L' / Point Load P or Uniform Load U), banding (b), deflection 2" x 4" x 0.046' x 0.11 S 17.11 d 12'-4' JU b 10'-11 b9'-10• b 9'-1' b 8'-S b T-11' b T•6- b T-Y b 6'-10' b 6'-6' b 6.4• b 2' x 5' x 0.050' x 0.135' 15'-9- P d 14'-11 Ub 13'-Y UU b 11'-11 b U 10'-11 b 10'-2 U 9'-T U " b 9'-1 UU b 8'-T b8'-3 U . 7'-11 U U b RT h Y x 6" x D050' x 0.135' 18'-S P d 15-4 Ub 14'S U " U h 13'-0 U 11'-11 b U 11'-Y b 10'-6 . U . b 9'-11 UU h 9'-5 b9'-0' U , h 8'-8 U " U b 6'-4 2' x'rx O. 05T x 0.135' 20'-17 P 1T-9' d b 15'-8" U 14'-Y b b 13'-0' b17-Y b 11'-5' U 10'-9" b 10'-3' b b9'- 10' U 9'-5• b U 8,•1 • b2' x 8' x 0. 072' x 0 240" 25'-4- P d 25'-4 P d27-4 U Ub 20'-3 b U 1 a'7' b U 1T-0 b 16'- 3 " U . b 15'•5 U . U14'•8 b 3'-11 , U " b 13'-5 U . Ub 2'-11 2'.x 9' x 0. 07Y x 0.239' 2T-3' P 25-1' d U 23'•0' bU 0'-10' Ub b 19'-2' U b 1T-10' U b16'-9' U 15'-10 b U 15'-1' Ub b 14'-5' U 13'-10 b U 13'-0' Ub 2' x 9" x0. 082' x 0.321' 29'-3' a 29-Y d 28'-3' b ZT-6' b 2Y-6' b 21'-10 b 20'•6" b 19'•5' b 19'-6' b 1T-8' b 16'-11 b 16'-3' h Y x 10' x 0. 09Y x 0.389- 34'-2' P d 34'-2 P 33'-11 U 6 30'-9" U b28'-3' U 26'-4 U b 24'-9' U 623'-5 U 2Y-3 U b 21'-3 U h20'-5 U Ub 19'-T b rote: 1. It is recommended that the engineer be consulted on arty carrier beam that spans more than 50' 2. Span Is measured from center of connection to fascia or wall connection. 3. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Spans may be interpolated. 5. To convert spans to * C" and "D• exposure categories see exposure multipliers and example on Table 1 B Page 3. Table 1.5.1 130 Town & Country Industries, Inc. 6005 TCI Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members Aluminum Alloy 6005 T-5 for Areas with Wind Loads up to 130 M.P.H., Exposure "B' and Latitudes Below 30'"30'-00" North (Jacksonville, FL) Uniform Load - 5 #ISF, a Point Load of 3D0 WSF over (1) linear ft. is also considered Single Self -Mating Beams Tribute Load Width 10'- 0" 14'-0' 18'- 02 '-0" 26'-0" 30'-0" 34'-0" 38'-0" 4 '-0' 46--0" --0" 54'-0" Allowable Span 'I: Print Load IPI or Uniform Load U banding b deflection d 2" x 4" x 0.046" x 0.115" 14'-11 U b 12'-8' U b 71'-2' 10'-1' Ub b 9'J' U b8'-8' U b 8'-1' U b T-8" U b T-0' U b 6'-11" U 6'-8- b U 6'-5' U bb 2" x 5' x0.050' x 0.135" U 19'-1' b U 16'- 2 b W-3' U b 17-10 b U 11'- 1 b U 1114r b 0 10'-4b U 9'-T h U 9'-4 b 8'-17 U b8'•G U U b 6-3 b 2' x 6• x 0.050" x 0.135" 2t'•E• U b 18'-0 ,U b 1 s•-z• 14'-8• Ub b 13'-6• U b 17-s .0 b 1r•s .0 b 1 r-Y Ur bb U10'-1 U s•- 8 bU . U 9'-4 b b2' x 7' x O.OST' x 0.135' U 25-0' b U 21'-5 b W-11 U . 0b1T-t b1514r U b 014'-8 b U 13'-9' b UU 77-11 b b 11'-10' U , U b1 V-4 U b t0'-11 h 2" x 8" x 0.072" x 0.240• 28'-Y d25'-Y d23'-2- d 21'-8' d 20'-1' b 18'-9' b 1T-T b 16'-a• b b15'-2' b 14%S' b17-11 bU x 9" x 0.072" x 0. 239" 30'-11 d 2T-9' d25.6 0 0 d 23'-9 b U 21'-11 b 0 20'-0 h 1 s'•Yb18'- t' b UU h 16'-5 U b 15'-9' U.Y b 1S-2 b 2" x 9' x 0.08Y x 0.321" 33-3'd 29'-8' d 2T-0" 25-T d 24'-Y d 2Y-7' b 21'-3' h 20'-1' h b 18•-3- b 1T-6' b 1S-1 b 2" x 10" x 0.092' x 0.389' 38'-6'34'-5' 31•-8" 29'-7-d 28%0' d 26'-9• d 25'•2' b 23'-10 b b 2T-8' b 20'-9' h 19•-11 h Double Self -Mating Beams Tribute Load Wdth 1 '-0" 14'- 0' 18'-0" 22'- 0" 0" 30'-0" 34'-0" 38'-0" 42--0" 46--0" Allowable Span L' Point Load P or Uniform Load U banding b deflection d 2) 2" x 8" x 0.072" x 0.240" 45'-11 U U b '-9' b U . U U. b 0'-11 b 28'-5' U .0 b 2T-6 ll b 24'-11 h 3'-6• Ub2Y-5• U b 21'-5U ,U b 20'-6 U b 19'-9 b 2) 2" x 9" x 0.072" x 0.239" 49'-17 42'-2' b h U 3T-2' U 33'- 8' bU 30'-11 b U 2B'-7 b b 2T- 1' U 25•-7• b U 24,-0, b U 23,-3, b U 2Y-4, b U 21,-6, U b b2) 2" x 9' x0.082" x 0.321" SS-0' U .0 b 46'-9 b 41'-3 .0b3T4.0 b 34'-4' Ub 31'-11U b W-0' U .0 b 28'-5 b 2T-0 .0b25-10 .0 b 24'-9. U U b ZY-10 b 2) 2' x 10' x 0.092' x 0.389" 65-T b 55'-5' u b '-17 u ,U b 'W-3b 40'-8" ub3T-10 U b 35-TU b 3T-6U ,U b 3Y-0 b 30'-T u ,U b -0 U b 2V-0 b note: 1. It is recommended that the engineer be consulted on any carrier beam that spans more than W 2. Span is measured from center of connection to fascia or wall connection. 3. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Spans may be interpolated. 5. To convert spans to "C' and " D' exposure categories see exposure multipliers and example on Table 18 Page 3. Example: The Maximum'U for a 2" x 4' x 0.044" x 0.100" Single Self -Mating Beam with Tributary Load Width = 22'-0- is 10'-l" Town & Country 6005 Indicator Mark Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentification marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentification marks and the location of such marks. These alloy marks are used solely for our 6005 extrusions. It is ultimately the contractors responsibility that they receive and use only 6005 alloy shapes when using this engineering. We are providing this document to simplify the indentification of our 6005 alloy materials to be used in conjuction with our 6005 engineering. A separate signed and sealed document from Town & Country Will be provided to our pre -approved contractors once the materials are purchased. TCI 6005 SELF -MATING ALLOY INDICATOR TCI 6005 HOLLOW CATOR Z J O D Z W w UJ f>) o U) Z (L NU) iA OO W w W W 2 a a W W Lt, U)J 0 M W O Q I-() W BCI ULL 0 Q O Z C0 T- o M_ o to Z I- LL p O U co O W J U LL Q 0 NIt t0 ko rp C1 m n k 2 LL W cm, LL 2 m # uj W 2 mm to O IL C ? a v m Co O oCID D] m Lll omt J m U a c v s O K C9 r SEAL Z Z wSHEET Z U' j 15A-130 Z W z m 08- 12-2010 OF18 g Table 1.1 140 Allowable Beam Spans 6005 TCI Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For 140-1&2 M.P.H. Wind Zone, Exposure "B"and Latitudes Below 30'3M-00" North (Jacksonville, FL) I h,.ifn.,.. h nvl = s *mr " Dnhn• h marl of inn wq;: over fit linear fi- in also considered Hollow Sections Tribute Load Width W= Beam S acin 4'•0` 5'-0" 6'-0" 7'-0" Allowablil an'L' Point Load P "Uniform Load U bendin b deflection d 2" x 2' x 0.040" 5!-9' Po 6-9" Pd S•9' Pd 5'-9' Po S-9' Pd 5'-9' Pd 5.9' Po 3' x 2" x 0.045" 6'-11' Pd 6'-111' lPd I 6'-11' Pd 6-11• IPd 6'-11- Pd 1 5-11• jPd 1 6'-11' Pd 2" x 3" x 0.045" 91-V d 9.6' jPd 9.6- Po 9'-6- lPd 9'-6" Pd 9'-6' Pd 9'-3' Ud 2• x 3' x 0.060" 11'-1• Pd t t'-1' Pd 71'-1' Pd 11'-1' 1' Pd 10'•9' Ud 10'-4' Ud 2" x 4' x 0.050" 14'-Y d 14'-Y Pd 14'-2' Pd 3'-11' ndil'31; 2' Uri 1.17-1' Ud Y x 5" x 0.062" 20'-6' Pd 20'4' Ud 18'-11• Ud 1T•9' 11 Ud 16'-Y Ud 15-5 Ub Self Mating Sections Tribute Load Wfdl h'W'=Beams acin 0 4 Allowable Span I: Point Load P or Uniform Load U bending b deflection d x 4 x .04 x .115 16'-T Pd 16'-T Pd 164' Ud 15'-5 lJd 3'-11' Ub 17-11' Ub 2" x 5" x 0.050' x 0.135' 27.9' Po 21'-10' Ud 20'-3' Ud 19'-t' Ud 1T-2' Ub 15'-11' Ub 2" x 6' x 0.050" x 0.135• 28'-1' Ud 25'-6' Ud 23'-9' Uri 27-4' Ub t9'•t' UD 1T-9" Ub 2" x 7"x O.OST x 0.135" 32'-1' Ud 29-Y Ud 2T-1' Ud 25-Y ld Ub 21'•5' Ub 20'-0' b 2" x 8" x 0.072• x 0.240" 39-W Ud 36'-0' Ud 33-5' Ud 31'-5' 1' Ud 8'-T Ud 2T-6• Ud2' x 9" x 0.072' x 0.239" 43-T Ud 39-7' Ud 36'-9' Ud 34'-7' Ud 31'•5' Ud2" x 9" x 0.082" x 0.321' 46'-8' Ud 47-5' Ud 39'-5• Ud 3T•1' Ud 33'-B' Ud 37-5'" x10"x0.092"x0.389" 54'-2• Ud 49-3' Ud 45-8' Ud 47-11' 0' Ud 9'-t' Ud 3T-T Ud Note: 1. Thicknesses sham are •norrinar' Industry standard tolerances. No wall thickness shall be less than 0.040'. 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' end a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Tables are based on a maximum wall height of W including a 4' max mansard or gable. 6. Spans may be Interpolated. 7. To convert spans to'C" and'D' exposure categories see exposure multipliers and example on Table 1 B Page 3. Table 1.2140 Allowable Pullin Spans 6005 TCI Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For 140-1&3 M.P.H. wind Zone, Exposure "B" and Latitudes Below 301-30'-00" North (Jacksonville, FL) Uniform Load - 6Ill a Point Load of 300 #/SF over (1) linear I'L is also considered e e"..e..... e".,a,."e r.. we","" tomb. raw Hollow Sections Tribute Load Width'W=PudinS acin 4'-0 4'-fi" 5'-0" 5'-0" 6'-0^ 6'.8. leSpan L' Point Load P or Uniform Load U bendingb deflection d 2" x 2' x 0.040• Pd 5'.9• Pd 5'-9• Po 3"x2"x 0.045" 12M Pd 6•-11• Pd 6'-11' Po 6'-11' Po 6'-1T Po 6'-11• Pd 6'-11• Po 2' x 3'sf 0.045" Pd 9'-6' Pd 9•-6• Pd 9'-6' Pd 9'-6' Pd 9'-6' P, 9'-6' Pd 2"x 3'tx 0.060' Pd 11'-1' Pd 11'-1' Pd 11'-1' Pd 11'-1' Pd 11'-1' Pd 11'-1' Pd 2" x 4••x 0.050" Po 14'-2• Po 14'-Y Pd 14'-2' Pd 14'•2- Pd 3'-11' Ud 13'-5- Ud 2"x5".x 0.062" Pit 20'4' Ud 19•-T Ud 6'-11• Ud 18'-4' ud IT-9• Ud 1T-2' Ud o. aecuons rasmnaa muuan cream rrauo uuu ..., e.. ouoo" Tribute Load Width •IM = Puritn S acin tow Sactlons 3'-6' 4'-0425•-0" 5'-6" 61' Allowable62"x S n'L' Point Load P or Uniform Load U bendln b deflection d Di 0.040" T3• Pla T3' Pb T-3' Pb T-3' Pb T-3' Pb T•3• Pb T-3' Pb x'0.045" 9'-2 Pb 1 Pb 9'-Y Pb 9'-2" Pb 9'-2" Pb 9-2*Ub 8'-6' Ub x 3" 2'..x 0.045" 13-0• Pb 13'-0' Pb 13' -6' Pb 13'-6• Pb 7-10' Ub 1'-11' Ub 11'•0' lUb 35x,0.6 16TPd2•x 16-TUPd Pd Ubi 4'-10 Ub 14- Ub 2'P22' 6b8 b1 I, 62'x4'lw0.050• Ub 15-6' Ub 1-0 Ub 2'x6T3('9.062" 267-5• Ub 24'-T Ub 23'-1'_ Ub 21'-9• lUb 20'-7- lUb 19'-T lub 111l lUb Note: Y. 1 `Thicknesses shwa are •nominal' Industry standard tolerances. Nowell thickness shall be less than 0.040% 2. Span is measured from center o1 beam and upright connection to leads or well connection. 3. Tables are based on a maximum wail height of 1S including a 4' max. mansard or gable. 4. Spans may be Interpolated. 5. Y x 4• & Y x S' Ho lox Girls shall beconnaded w/ an intamal or external 1-llT x 1-12• x 0.044' angle. 6. To convert spans to "C' and'D' exposure categories see exposure multipliers and example on Table 1 B Page 3 CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BEAMS. Table 1.3140 Allowable Post Upright Heights 6005 TCI Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For 3 second wind dust at a valocity of 140.1&2 MPH, Exposure *B* or an applied load of 21 #faq. R Hollow Sections Tributary. Load Width W =Uriht aciniii 0 4'-0` '-0" 6-0` T•0" Allowable Hei hl"H"/ bending b deflection d 2" x 2" x 0.040" 6'4' d S-9' d 3" x 2" x 0.045" T-2' Id 1 6'-6" Id 1 ll I d 1 5'-8' lb 5'-2' lb 4'-10' I b 1 4'-6' b 2• x 3• x 0.045" Ill d B'-W 611'd b ll b 6'-00'b b •8T 5• bb2• x 3" x 0.060" T-9' d T .11 b 5' 2" x 4" x 0.050• 11'-6' Id 9•-10' Id I 9'-0' lb 1 Ill 113 1 r-iu- to T4' b 2" x 5• x 0.062" Id 13-5' il ta 10--11' b 10'-Y I b 1 9'.5' b -10- b 8' SelfMating Sections Tributary Load Width'W = U ri ht tin 4 5- 0 6-0 8'-0' 9-0" Allowable Haight H" / bending b deflection d 2" x 4" x 0.046" x 0.11 " 12'-9' d 11'-5- b Ill b 9'-3• b 8'-7- b T-11• b T•6• b 2• x 5" x 0.050" x 0.135" 15'-10' d 13'-10' b 17-0• b 11'.3• b 10'-5' b 9'-8- b 9'-1' b 2" x l x 0.050• x 0.135" T-9• b 15'.4• b 13'-8' b 17-6" b 11'-6' b 10'.1' b 2' x 7- x 0.057' x 0.135• 19'-11' b 1T-2' b 15'4• b 13'-11• b 17-11' b 17-1' b 11'-0• b 2" x 8• x 0.0l x 0.240" 2lil d 23.9' d 21'.11' b 19'-11' b 1 ff'-6' b 1T-3• b 16'.3• b 2• x 9" x 0.072" x 0.239" 28'-8• d 26'-1" b 234' b 21',T b 19'-8- b 18'-4' b 1T3• b 2" x 9" x 0.082• x 0.321" 30•-9' d 2T-11' d 26-11" d 24'-2' b 274' b 20'-11' b 19'-8' b 2" x 10" x 0.092" x 0.389" 35'-W d 37.5' d 30'-1' d 26'4' d 6'-9' b 25'-1' b 23'-70 b Note: 1. Thicknesses shown are *nominal industry standard tolerances. No wail thickness shag be less than 0.040". 2. Using screen panel width'W select upright langth'H'. 3. Above heights do not include length of knee brace. Add vertical distance from upright to center of brace to beam connection to the above sparks for total beam spans. 4. Site specific engineering required for pool enclosures over NY in mean roof height. 5. Height Is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2• x Y x 0.044" man. and set @ 36' in height are designed to be residential guardrails provided they are attached with min. (3)#10'x 1-12" S.M.S. into the screw bosses and do not exceed 8'40' in span. 7. Max beam size for Y x S is Y x 7• x 0.055" x O.t20- 8. Spans maybe Interpolated. 9. To convert spans to'C' and'D• exposure categories see exposure multipliers and example on Table 1 B Page 3. Table 1. 4140 Allowable Post i Girt I Chair Rail / Header Spans & Upright Heights 6005 TO Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For 3 second wind gust at a velocity of 140 1&2 MPH, Exposure "B• or an applied load of 21 # / sq. ft. Hollow Sections ributa Load Width'W'=Member Spacin 3'-6" 4'-0" 4--6" 1 5'-0" 1 5'-6" Allowable Hei ht "H" orSpan "L"/ bending b deflection d 2" x 2" x 0.040" 6'-0' id I 5'-9' d 3" x 2" x 0.045" 5-10' Id 6'-8• d 6'-Y b 5'-9' b 5.5• b 5'-2" b 4'-10- b 2" x 3" x 0.045• 8'-5' d 8'-0' d B'-0' d. T-6' d T-1' b' 6'-8' b 6' 1" b 2" x 3" x 0.060" 9'4• d 8'-11 • d B'-Y d 8'-8' d S'-3' d T-11' d T-6' d 2' x 4" x 0.050" 10'-11' d 1176' d 10'-Y d 9'-5' b 8'-10• b- 8'-3' b T-W b 2' x 5" x 0.06' 14'-0' d 13'-2' b 12'-4• b 11'-T b ll'-0' b 10'-6• b 9'-10' b low Sections Hollow rito L oa idth =Member pacing 3'-6" 4' 6' 8" Allowable Height " H" or Span L" / bending h deflection d 2" x 2" x 0.040" 6'.8" b ll b 5'-11' b 5*-7' b 5'-3' b 4'-11' b 4'•8' b 3" x 2• x 0.045' 7'-1• h 6'-T b 6'•2' b 5'-9' b 11 b 5'.2' b 4'-10' b 2" x 3" x 0.045' 9'-1• b g'-6' b B'•0' b T-6' b T-1• b F-B' b 6'•3' b 2" x 3" x 0.060" ill lb 9--9' lb I 9'-2- b 8'-8' b 8'-3• b T-11• b T-6' b 2" x 4" x 0.050' 11'-10• b 10'-11' b 10'-Y b 9'-5' b 8'-10- b B'-3- b T-8' b 2` x 5" x 0.062" 14'-2' b 13'-2' b 174• b 11'-7' b 11'•0' b 10'-6' b 9'-10' b Note: 1. Thicknesses shown are 'nominal" industry standard tolerances. No wall thickness shall be less than 0.040. 2. Using screen panel width'W select girt lengths. 3. Site specific engineering required for pod enclosures over 39 in mean roof height. 4. Span height is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of Y x Y x 0.044" min. and set @ 36' in height are designed to be residential gardrells provided they are attached with min. ( 3) #10 x 1-112" s.m.s. Into the screw bosses and do not exceed 8'-0' o o. 6. Girt spacing shall not exceed 6•-8". 7.Max. beam size for 2'x5'isYx7 xilx0.120- 8. 2' x 4' & Y x 5' hollow girls shall be connected w/ an internal or external 1-12' x 1-1/2" x 0.044' angle. 9. Spanst heights may be interpolated. 10. To convert spans to •C' and'D" exposure categories see exposure multipliers and example on Table 1B Page 3. Table 1.5. 1 140 Town & Country Industries, Inc. 6005 TCI Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members Aluminum Alloy 6005 T-5 for Areas with Wind Loads up to 140.1&2 M.P.H., Exposure "B" and Latitudes Below 30.3D'-00" North (JacksonviSe, FL) Uniform Load = 6 ## SF. a Point Load of 300 #1SF over (1) linear ft. Is also considered Single Self -Mating Beams Tribtda Load Width 10'-0" 14'- 0" 18'-0" 22'-0" 26'-0" 30'-0" 34'-0" 42'-0' 1 46'-0" 50'•0" 54'-0" Allowable Span Point Load P or Uniform Load U bendln I MI. deflection d 2' x 4" x 0.046" x 0.115" U 13'-8' b U 11'-T b10'-Y U U b 9'-3" D U 8--6• b U T-11 b U T-5 b U T-0' b U 6'•6' b6'-4 U b 6'-1U . U b 5-11 b 2" x 5" x 0.050" x 0.135 U b. U 14'- 9' b12'-11 U U 11'-9' b b U10'-10 b U IV-1 b U 9'-5 b U 8'-11 b U 8'-6 b8'-7 U b T-9' U U r-6 b b 2" x 6" x 0.050' x 0.135 b 16'•9• b W-9' b 13'4' b 17.3' b 11'•5' b to-9' b 10'-r b 9'-B' b 9'-3' b 8'-10' b g'-6' b 2' x 7" x 0.057 x 0.135" b F29'.2' 19'-T b 1T3' b 15'-T b 14'.4' b 13'4' b 12'-7' b 11'-10 b 11'-3' b 10•-9' 6 10'-4' b 9'-11' b 2"x8"x0. 072"x0. 240" U d U 23'-8' dzr-10 U d 19'-11b 18•• U b 1 r-r b U 16-r b U 1s-r b U 14'-5' b13'-10' U b 13'•3' U .0 12'-9 b b 2" x 9" x 0.072" z 0.239" U d 26'-1' u d 2T-11U 21'-9' U d b 19'-it U b yr-TU b 1T-6• U b W 6• U b 15, 9• U b 15,,0• U 14'•5" b U U13'- 10 b b 2' x 9" x 0.032" x 0.321" 31'-3' u d 2T•11u d 25-8' u 24'-0' u d d 22•-2• U b- 2(l•-8• U 19'-S U b b 18'-0' U b 1T 5' U 16'-8' b U 15-11 b U 15'- 5' U b b 2• x 10• x 0.092" x 0.389 U 36'-3' d U 37-5 d29'-10 U U d 2T-11 d U 26'-3' b 0 24•5 Ub22- 11 b U 21'•9• b 0 20-8 b19'-9 . Uu b 113,411, 0 b 18'• 3 b Double Self -Mating Beams Tribute Load width 10' 4-0 IT-0- 22-0 2 -0 3 -0" 34-0" 38-0" 1 42-0" 1 46'-0" 50'-0" Allowable S arl Point Load P) or Uniform Load U) riding l deflection fill 2) 2" x 8" x 0.072• x 0.240" 41'-11 b 35-5' b 31'-3' b 2B'-3- b 25'-11 b 24'-r b 27.9' b 21'.6' b 20'.5' b 19'•6• b 18'-9' b 10'-0' b 2) 2" x 9` x 0.072" x 0.239" 45'-T b 38'-6' U b 33'-11U .0 b 30'-9b26'-3' U .0 b 25-4 0 D 24'- 8 0 b 23 - 0 0 b 22• 3 0 b 21'• 3 0 4 b U19'•T bb2) 2" x 9" x 0.082" x 0.321' 50'-6' U b 47.9' b 3T-6 U .UE4.'-14: 1 . 0 bb 31'-4' U b ;W2' U .0 b 2T-5b25-11 U .0 b 24'-8b23'-T U b 22'•TU .0 21'-9 b b 2) 2- x 10" x 0.092" x 0.389" 59'-11 b W-7• b 44'.8' b b 3T-2' b 34'-T b 32'-6' b 30••9• b 29'3' b 2T-11• b 26'-9" b 25'-9' b non: 1. it is recommended that the engineer be consulted on any carrier beam that spans more than 50' 2. Span is measured from center of connection to fascia or wall connection. 3. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Spans may be interpolated. 5. To convert spans to •C" and *W exposure categories see exposure multipliers and example on Table 1B Page 3 Example: The Maximum 1: for a 2 x 4' x 0.044' x 0.100" Single Set -Mating Beam with Tributary Load Width - 27-0• is 9'-3' Table 1.5. 2140 T Town & Country Industries, Inc. Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members One End of Beam Attached to Host Structure for Areas with Wind Loads up to 140 M.P.H., Exposure "B" and Latitudes Below 30°-30'-00" North (Jacksonville, FL) Uniform Load = 6 fill a Point Load of 300 #/SF over (1) linear it is also considered Aluminum Alloy 6005 T-5 Single Single Self - Mating Beams Tribute Load Width Ill 14'-0" 18•-0• 2T-0" 26'-0" 30'-0'I 34'-0' 387•0' 47-0' 46'-0' 1 Sl I 54'-0" Allowable Span L' / Point Load P or Uniform Load full bending b deflection d 2' x 4' x 0.046' x 0.115' 17-11 P 11'-3" d b 9'-11' 9'-0' b S'3' b b T- W b T-3' 6'-10' b 6'-6• b b 6'3' U 5-11' b 5-9- b b 2" x 5• x 0.050' x 0.135" 15-9' p d 13'-T12'-0' U . b 0'-10b 9'-11' b U Jul U9'-0 b8'•9' U b 8'3U U D r-10' b T-6 . U b T-YU U b 6'-11 b Y' x 6" x 0.050" x 0.135' 1T-8• U 14'-11 U b b 13'- Y U 11'-11 b U 10'-11 U b b 10'-Y u b 9'-TU 9'-1• b U S'-7- U b b 8'-3• U r-11• b U T-7• U b b 2" x 7" x 0.057' x 0.13S' 19'-Y D 1 S-3' b 14W b 7-11' b 11'-11 b 11'-1• b 10'•5' D 9'-10• b 9'-4- b 8'-11• b 8'-T b T-3• b 2" x 8" x 0.072" x 0.240" 264• P 23'-Y u d b 20'-S u 18'-5' b u 15-11 u b 15-10u b 14'-IO14'-0' b u 1T- 4• u b b 17- 9' u 17-3' b U 111-91 U b b 2" x 9' x 0.072" x 0.239• 2r-3" P 23'•10 U d 21'4rb u 19'- 0" b u 1T-T b U l6lU b b 15'-4' u 14••6• b u 13•-9' U b b 13'- 2' u 17-T b u 17-Y u b b 2' x 9• x 0.082• x 0.321' 29'•3' d 29'-2' b 25'-9' b 23'-4' b 21'-5' b 19'-11 b 18'-9' b 1T-9' lU b 16'-10b 16'-1' b 15-5' b 14'-10 b 2" x 10" x 0.092' x 0.389" 34'•Y P d 34-2P d 31'-0' U b 28--1U b 25'-10U b 24'-0' U b 27-TU 6 21'-4- U b 20' Ub 19'•5U b 18'-7' U b iT-11 b Note: 1. It Is recommended that the engineer be consulted on any carrier beam that spans more than 50 2. Span is measured from center of connection to fascia or wall connection. 3. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Spans may be interpolated. 5. To convert spans to "C• and'D" exposure categories see exposure multipliers and example on Table 1 B Page 3. 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 inden6fication 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 once the materials are purchased. TCI 6005 SELF - MATING _ ALLOY INDICATOR TO 6005 HOLLOW CATOR J Z W Q a fnZ z00 ( L 0U- WZ W W W Z W - IX m W 0 o f ofU LL U) 0 0 Q a 0 N ZPLL ood U W 0 J U) Q It It ,'§ O 0n nJ cc LL W a W (D W X ui ui LL ha C > 0. v C Z3 c% t r L W ti NoaJm Q m SEAL 15A-14 a N air a 7 K 9 19 Z of ww Z_ 0Zw wZZ wm08-12-2010• I OF 18 I 0 lf-fable1.6- - Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall Uprights or Beam Splicing Upright, purlins, and girls in this table are based on minimum size requirements for the beams. Connection Example: 2' x 7' Beam & 2' x V upright & gusset plate, (14) #8 x 12" sms & upright & gusset plate (14) #8 x 1/2' sms ea. side of beam & upright Note: 1. Ail connections shall use a full lap cut or 1116" interior gusset plate with # of fasteners per table. 2. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the art. 3. The number o1 deck anchors is based on RAWL R Tapper allowable bad data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 4. Hollow splice connections can be made provided the connection is approved by the engineer. S. If a larger than minimum upright is used the number of screws is the same for each splice with 12 the screws on each side of the cut 6. The side wall upright shall have a minimum beam size as shown above, is.. a 2" x 4" upright shall have a 2' x 3' beam. 7. For minimum girt size read upright size as a beam and Pullin size is minimum girt size. (i e. Y x 9' x 0.072* x 0.219' s.m.b, w/ 2" 7 6'axb.050 x 0.135" s.m.b. upright requires a 2' x 3' x 0.045 girt / chair mil.) Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6005 TS t Brace Length* I Extrusion I Anchoring System c 0' - T-D" Y x Y x 0 DW 1Y H-Channel With 3 #10 x 12' each leg of channel To 3'-0" Y x 3' x 0 045' Y H-Channel With 3 #10 x 12' each I of channel U to 6'-0' Y x 4" x 0.046' x 0.100' Y H•Channel With 4 #10 x 12' each 1 of channel Khae brace length shag be the horizontal and vertical length @ a 45' angle from the center of the eaineelich to the fact of the beam or upright Nois: 1. For required knee braces greater than 4'-T contact engineer for specifications and details. 2. Cantilever beam detail shown on page 140 stall be used for transom wall to host structure attachment when knee brace length exceeds 5.0'. Table 1.8 K-Bracing Fastening Schedule Number of #10 x 314" S.M.S. Required Maximum Wall Width = Comer Post Top Diagonals( K) per End Intermediate Post @ Chair Rail Comer Post @ Bottom Plate to Sole Plate 20'- 0" 2 2 4 2 2 30'- 0" 2 2 4 2 2 40'- 0" 3 4 6 2 2 W- 0" 4 5 8 3 3 60'- 0" 6 7 12 3 3 Use screw sizes specified In the table below. Use front wall width when determining number of s.m.s. for the side wall K-bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K-bracing. Wind Zone Screw Size g0 MP #10 100 MPH #10 110MPH # 10 120 MPH #10 130 MPH #12 140- 1&2MPH 14 150 MPH 14 Table 1.11 Maximum Overhang for Rafter I Truss Tails when Connected to Screen Roof 20' Max. Enclosure Span Rafter 1 Truss Tail #2 Span / bendin (bj or deflection (d) Wind Zone Exp.) Wind Pressure 2x4 2x6 2x8 2x10 2x12 100.110 4 Zcz- r b 54' 1 b 1 9'-3' 1 b 15'-0' b 22'-3' b_ 120 4 Z-2- I b 5.4' 1 b 1. 9'-3" 1 b 15-0- b ZT-3' b 123 4. 3 7-0' b 4'-11' b 8'-T b 13-11 b 20'-8" b 130 5 1'-9' b b T-5' b 17.0- b 1T-10" b 140 6 1'-5" b 31 -7" b 6'-2" b 1g-0' b 14'-10' b 150 7 1'-3" b 3'-0' I b 1 5'-3' 1 b 1 8'-7' 1 b 17-9' b 30' Max. Enclosure Span Rafter /Truss Tail #2 Span / bendin b or deflection d . Wind Zone nB" Exp.) wind, Pressure 2x4 2x6 2:c8 2x10 2x12 100-110 4 1'-S' I b 3'-T I b 6'-2* 1 b 10'-0' L b 14'-10' b 120 4 1'-5" b 3'-T b 6'-2' 1 b 10'-0' b 14'-10" b 123 4. 3 114" b 3'4' b 5'-9• b V4' b 13'-10' b 130 5 1'-2` b 7-10" b 4'41' b 8'-0' 1 b1'-10' b 140 6 0'-11" b 74" b 4'-1" b 6-8- b 9'41" b 150 7 0'-10' 1 b 7-0' Ib13'-6' 1 b 5'-9' 1 b 1 8'-6' b 40' Max. Enclosure Span Rafter 1 Truss Tail 2 Span I ben din b or deflection d Wind Zone Eon Wind Pressure2x4 2x6 2x8 2x10 2x12 lDD-110 4 1'-1" b 7-8" b 4'-7• b T-6' 120 4 1'- 1• b 7-6' b 4W' b T-6' b 11'-1' 123 4.3 1'-0' b 7.6' b 44" b 6'-11' b 10'4"130 5 0'- 10- b 7-Y b T-8- b 6'-0' b 8'-11'140 lb 6 0'-9' b 1'-9- b 3--1' b 5'-0' b T-5' 150 7 0'- T b 1'-6- b 278- b 4'4' b 64 Note: 1. For overhangs with spans that exceed those listed above site specific engineering Is required. If truss bottom cord extends more than 24" over the wall site specific engineering Is required. 2. To convert from exposure "B' spans to'C• and 'D' exposure spans see multipliers and example Table 18 on page3. Example: For a pool inctosure with 30' max. beam span, in a 123 MPH wind zone.'13' exposure. For 2 x 6 rafter /lass the max overhand from the wail of the host structure to the sub -fascia is T-4 . LATITUDES NORTH 30 - 30' - 00" NORTH (JACKSONVILLE, FL) Table 1.9. 1 Allowable Beam Spans TCI 6005 Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 for Areas in Wind Zones up to 130 M.P.H., Exposure "B" and Latitudes North 30"-30'-00" North (Jacksonville, FL) aMc " D.Jnr r and m 3nn ergr over H7 linear fr. Is also considered Hollow Sections Tribute Load Width' W'=BeamSpacing T-0" 4'_ 0 5*-u I 6'-0" T-0" 1 8'-0" 9..0" AilowableS an'L' / Point Load P MUniform Load U bendin b deflection d 2" x 2" x 0.040" 5'-6 Pb I 5'-6' Pb 5'-6' Pb 5'-5' Pb 5'-Z- Pb 4'-11- Ub 4'-T Ub 3" x 2" x 0.045" 6'-6' Pb 6'-3' Pb 6'-0" Pb 5'-9' Pb 5'-T Pb 5'-2' Ub 4'-9" Ub 2" x 3" x 0.045" 9'•6" Pd 8'-11' IUd I 8'-4' IUd T-10' Ud T4' Ub 6'-8' Ub 6'-Y Ub 2" x 3" x 0.060" 0'-11" Ud 9'-11' Ud 9'-3' Ud 8'-B" Ud 8'•3' Ud 7'-11" lJd T-T Ud 2" x 4" x 0.050" 17.11- Ud 11'-0' Ud 10'-10' Ud 10--3" Ud 9'-5" Ub 8'•B" Ub T-11' Ub 2" x 5" x 0.062" 15.6' Ud 14'-11' lJd 13'-10' Ub 17.6' Ub 11'-5' Ub 10•T Ub 9'-10' Ub Self Mating Sections Tribute Load Width' W = Beam S acin 3'-0" 4% 0' S'-0' 6'-0"1 r-o I 8'-0' 1 9'7 Allowable S an' U Point Load P or Uniform Load U bending b deflection d 2 x 4 x 0.04E x 0.1IS 17-11" Ud 11'-8' Ub 10'-6• Ub 9'-8" Ub 8'-11' Ub 8'4' Ub 2" x 5' s 0.050" x 0.135 16'-0' Ub 14'-2' Ub 12'-10' Ub 1'-10' Ub 1D'-11' Ub 10'-3" Ub 2" x 6" x 0.050" x 0.135" 1 T-9' Ub 15'-9" Ub 1C-3'Ub 13'-1' Ub 12'-2- Ub 11'4- Ub 2" x 7" x 0.057" x 0.135" b 19'-11" Ub 1T-W Ub 16'-0'Ub W-9' Ub 13'-8' Ub 17-9' Ub 2" x 6" x 0.074"x 0.240" l210Y'-Vb d 26'-6' Ud 24'-8' Ud 23-2' Ud 21'•6' Ub 20'-0' Ub 18'-la" Ub x 9' x 0.072" x 0.239" d 27-2• Ud 2T-l" Ud 24-8• Ub 22'-9' Ub 21'-T Ub 19'-11' Ub 2"x 9" x 0.062" x 0.321" d 31'-3" Ud 29'-0- Ud 2T4" Ud 25'•11' Ud 24'4' Ub 22'-11• Ub lfix0.092"x0. 389' d 36'-3' Ud 33'-8" Ud 31'-8' Ud 30'-1' lid 28'-9" Ud 2T•8' Ud Note: 1. Thicknesses shown are 'nominal' Industry standard tolerances. No wall thickness shall be less than 0.040". 2. The structures Uniformed using this section shall be limited to a maximum combined span and upright height of Wand a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Tables are based on a maximum wall height of 15Including a 4' max_ mansard or gable. 6. Spans may be interpolated. 7. To convert spans to'C• and "D" exposure categories see exposure multipliers and example on Table 18 Page 3. Sample: Max 'L' for 2" x 4" x 0.050" hollow section with W = 5'-0" =10'-10" Table 1.9. 2 Allowable Purlin Spans Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 for Areas in Wind Zones up to 130 M.P.H., Exp. "B" and Latitudes North of 30'-30'-00" North (Jacksonville, FL) Uniform Load =15 #/ SF, a Point Load of 3D0 #/SF over (1) linear It. is also considered r- Hollow Sections Tributy Load Width 'W=PurlinS acln 3'S" 1 4-04'-0" 1 5'-0" 1 5'-6" 1 6'-0" 1 6'-8" Allowabla Span V I Point Load P or Uniform Load U bending b deflection d 2" x 2" x 0.040" 5'-6" Pb 3" x 2" x 0.045" 6'-6' Pb 1 6'-3' IPb 6'•0' IPb 1 5'-9' Pb 5'-7- Pb 5-4- Pb 5--1' Pb 2" x 3" x 0.045" 94' Ud 8'-11' Ud 8'-7' 11d 8'-4" Ud 8'-1' Ud T•9• Ub T-2' Ub 2" x 3" x 0.060" 10'-S Ud 9'-11• Ud 9'-T Ud 9'_3' Ud 8'-11" Ud I 6'-8' IUd 8'-5' Ud 2" x 4" x 0.050" J T-Y Ud 11'-8' IUd 11'-3' Judi 10'-10' jUd 10'-6' Ud I 10-3' 11Id 9'-8' Ub 2" x 5" x 0.062" 15-8' Ud 14'-11' Ud 14' -5' Ud 3'-In- 11 lb 13'-Y Ub 17.6 Ub 11'•9' Ub Hollow Sectlons Tribute Load Width'W = Purin S acin 3--6 4'-0" 4'-6" 5'-0" 5'1" 1 6'-0" 6--8" Allowable S an'L' Point Load P or Uniform Load U bending b deflection d 2" x 2" x 0.040" T-W Pb I T-3' IPI3 5.41' IUD I 6'-6' IUD I 6'-1' IUD I 5-9' 1uu I 5'4' 1vu 3" x 2" x 0.045" 8'-T Pb T-10" Ub T-3' 2" x 3" x 0.045" 10'-9" 9-6' Ub 80' 8-3" Ub 9' T-2' UbU 17"U6U- 90'10 UbT5' Ub Ub2"x3"x0. 0 x0110-10'•Ub1042"x4sez 13-11' Ub13'-1" Ub 17-Y Ub Ub 2" x 5" x 0.062" 16'-10' tub 15--8• tub 14'-8' lUb IT-10' IUb 13'-2' tub 17-6' ILb 11'-9' Ub Note: " 1. Thicknesses shown are'nominar Industry standard tolerances. No wall thickness shall be less than 0.040'. 2. The structures Uniformed using this section shall be limited to a maximum combined span and upright height of W and a maximum upright height of 15. Structures larger than these lmits shall have site specific engineering. 3. Span is measured from canter of beam and upright connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. S. Tables am based on a maximum wall height of I S' including a 4' max. mansard or gable. 6. Spans may be interpolated. 7. To convert spans to'C' and "D" exposure categories see exposure multipliers and example on Table 16 Page 3. Example: Max'U for 2" x 4" x 0.050" hollow section with'W - T-0" - 9'-10" J Q C0 W Z W Zoo 0 L) W Z g C1 Q D W W Z LL O W Z MW 0 I-WU 3 Cl)O O N Q og Z{=LL U W J In Q 0 Z LLI IY EL o_ ofO Wm OO ZEE LLIW Z 9Z W ofOrS ZOH 0W 0 Nin WJ m i- Q ZO U W to d' m rp o D 9 n w J n LL W M " d W LL O r 0) > d Q) U ti In a xco o J m C U n:.. SW0 O U t, Z 5J7m 0N IlikIt WZ Z W 00 u) WZZWK S O ZONi K a Zk IX Wx H D O H Ko¢. Z IYO W 0 Z In WU 0 O W WWW mOF- O Z 00 rna 718 WZ 1LU wto 08- 12- 2010 OF Table 1.10a 110 T Town & Country Industries, Inc. 6005 TCI Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One Side/Solid Roof Other Side Aluminum Alloy 6WS T-5 For Areas In Wind Zones of 110 M.P.H., Exposure 'B" or Less and Latitudes Below 30'-30'-00" North Uniform Load on Screen - 4 #/SF, Solid Roof = 232 #/SF and 3DD# Point Load is Considered over (1) LF of Beam Single Self -Mating Beams Tributary Load Width 10'-0" 1 12'-0' 1 14--0" 1 16'-0' 1 18'-0" 1 20--0" 1 Allowable S an'L' / Point Load P or Uniform Load U bends b or denection d 2" x 5" x 0.050' x 0.135" 11'-11 Ub 11'-8' Ub 11'-5' Ub I 11'-2' Ub IV-11 Ub 10'-8' Ub I 10'-6' Ub 10'-5' Pb 2" x 6" x 0.050" x 0.135" 17-6' b 1Y-2' b 11'-11 Ub IT-7- Ule 11-4- Ub 11'-2' Ub 10'-11 Ub 10--1' Ud 2" x 7" x 0.057" x 0.135' 17-11 b 1Z-8' Ub 12'4' Ub 12'-1' Ub 11'-10 Ub 11'-T Ub 11'4' Ub 11'-Y Ud 2" x 8" x 0.072" x 0240' 18'-Y Ub 1T-8' b 1T-3' Ub 16'-11 Ub 1US- Ub 15-2- Ub 15--10 Ub 15'-5' W 2" x 9" x 0.072' x 0239" 19'-2" b 1IV-8' Ub 18'-3' Ub 17'-10 Ub 1T-5" Ub 17'-1' b 16'-9- Ub 16--11 Ud 2' x 9" x 0.082' x 0.321" 2T-' Ub 27-6' Ub 21'-11 Ub 21'-6' Ub 21'-W Ub 20'-T Ub 20'-2' Ub 19'-9' Ud 2" x 10" x 0.092' x 0.389- 2T14- Ub 26'-8- Ub 26'-0' Ub 25.5' Ub 24'-10 Ub 24'4' Ub 23'-11' Ub 23'-5' Ud Note: 1. If the solid panel is greater or less than 10'-0', then the 12 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 12 (the solid roof panel span difference between the actual and 10'-0'). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0' and minus if the solid roof panel is smaller than IU-D'. 2. For span of'L' of beam; use screen panel width W from drawing. 3. Load span =12 of screen beam length + 12 of solid roof span . 4. Spans may be interpolated. 5. For minimum beam to upright saes use Table 2.3 6. To convertspans to'C' and'D' exposure categories see exposure multipliers and example on page 1-6. Table 1. 10a 120 T Town & Country Industries, Inc. 6005 TCI Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One Side/Solid Roof Other Side Aluminum Alloy 6005 T-5 For Areas in Wind Zones of 120 M.P.H., Exposure "B" or Less and Latitudes Below 30'-30'-00" North Uniform Load on Screen = 4 hf/SF, Solid Roof = 27.4 tr/SF and 300# Point Load is Considered over (1) LF of Beam Single Self - Mating Beams Tribula Load Width 10'-0' 1Y-0" 14'-0' 16'-0" 18'-0' 20'-0" 2Y.o 24*-D Allowable S an'L' / Point Load P or Uniform Load U bending b or deflection d 2' x 5' x 0.050' x 0.135" 11'-3' Ub 10'-11' Ub 10'-9' Ub 10'-7" Ub 10'4' Ub 10'-2' Ub 9'-11' Ub 9'-5' Pb 2" x 6- x 0.050" x 0.135- 11'-9' Ub 11'-6" Ub 11'-3' Ub 10'-11 Ub 10'-9' Ub 10'-7' Ub 10'-5' Ub IVA" Ud 2" x 7" x 0.057' x 0.135" 1Z-2" Ub 11'-11 Ub 11'-8' Ub 11'-5' Ub 11'-3" Ub 11'-0' Ub 10'-10 Ub 10'-2' Ud 2' x 8" x 0.072" x 0.240" 1T-W Ub 16'-8' Ub 16'4' Ub 15'-11 Ub 16-8' Ub 15'-5' Ub 15'-1' Ub 14'-5' Ud 2' x 9' x 0.072' x 0.239- 751 Ub IT-T Ub 1T-Z' Ub 16'-10 Ub 15-6" Ub 16'-3' Ub 15'-11 Ub 15-11 Ud 2' x 9" x 0.082" x 0.321" 21'-8" L 21'-2- Ub 20'•9' Ub 20'_4 Ub 19'-11 Ub 19'-7' Ub 19'•2' Ub 18'-9' Ud 2" x 10" x 0.09T x 0.389" 25'-8' Ub 25'-1' Ub 24'-T Ub 24'-1' Ub 23'-T Ub 23'-2' Ub 22'-9' Ub 27-5' Ud Note: 1. If the solid panel is greater or less than 10'-0', then the 12 the allowable screen roof beam span shall be adjusted by the factor of+/.2 x'12 (the solid roof panel span difference between the actual and 10'-0'y. The adjusbment to the allowable screen roof panetwidt h is applied as a plus if the solid roof panel is larger than 10'4r and minus if the solid roof panel is smaller than 10'-D'. 2. For span of of beam; use screen panel width W from drawing. 3.. Loadspan = 12 of screen beam length + 12 of solid roof span. 4. Spang maybe interpolated. S. For minimum beam to upright sizes use Table 2.3 6. To convert spans lo'C' and'D" exposure categories see exposure multipliers and example an page 1-ii. Table 1. 10a 130 T Town & Country Industries, Inc. 6005 TCJ - Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One Side/Solid Roof Other Side Aluminum Alloy 6005 T-5 For Areasln Wind Zones of 130 M.P.H., Exposure "B" or Less and Latitudes Below 30'-30'-00" North Unifoimload on Screen - 5 NSF, Solid Roof = 322 NISF and 3DD# Point Load Is Considered over (1) LF of Beam Single Self- MaBng Beams Tdbuta Load Width 10'-0" 12'•0" 14'-0' 16'-0" 10'-0" 20'-0" 22'-0" 24'-0' Allowable Spa'-!" Point Load P or Uniform Load U bending b or faction(d) 2' x 5" x 0.050" x 0.135" 10'-T Ub 10'4' Ub 1 o'-Y Ub 9'-11" Ub 9'-10' Ub 1 9'-8' JUb. 9'-6' Ub 9'4' Ub 2" x 6" x 0.050' x 0.135' 10'-11 Ub 10'-T Ub 10'-5' Ub 10'-3" Ub 10'-1' Ub 9'-11"Ub 9'-9' Ub2' x Tx0.057' x 0.135" 11'-5' Ub 11-0' Ub 1, 0 Ub0'3' Ub 10'-1' Ub 2" x 8' x 0.072" x 0.240' 15-11 Ub 15'-5' Ub 15'-1' Ub 14'111 Ub 14'-7' Ub 14'-4" Ub 14-Y Ub 2' x 9" x 0.072" x 0.239' 16'-10 Ub 39Ub i6'3' Ub 15'-11 Ub 15'-8' Ub 15.5' Ub 15'2' Ub 14'-11' Ub 2" x 9" x 0.082' x 0.321' 20'4' Ub 19'-T Ub 19'-2- Ub 18'-10 Ub 18'-T Ub 1&-3' Ub 1T-11'Ub 2" x 10" x 0.092" x 0.389" 24'-1' Ub 23'-2- Ub 1 22'-9 Ub 274' Ub 21.11 Ub 21--T Ub 21'-3- Ub Note: 1. If the solid panel is greater or lass than 10'-0', then the 12 the allowable screen roof beam span shall be adjusted by the factor of -A 2 x 12 (the solid roof panel span difference between the actual and 10'-('). The adjustment to the allowable screen roof panel width is applied as a plus O the solid roof panel is larger than 19-0" and minus if the solid roof panel is smaller than Ur-W. Z For span of'L' of beam; use screen panel width "W' from drawmg. 3. Load span =12 of screen beam length + 12 of solid roof span. 4. Spans may be interpolated. 5. For minimum beam to upright sizes use Table 2.3 6. To convert spans to "C' and'D" exposure categories see exposure multipliers and example on page 1-h. Table 1. 10a 140 T Town & Country Industries, Inc. 6005 TCI Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One Sida/Solid Roof Other Side Aluminum Alloy 6005 TS for Areas In Wind Zones of 140-1&2 M.P.H., Exposure "B' or Less and Latitudes Below 30'-30'-00" North Uniform Load on Screen = 6 VSF, Solid Roof = 37.3 #ISF and 300# Point Load is Considered over (1) LF of Beam Single Self - Mating Beams Tribute Load Width 10--o' 12--0' 14'-0" 16'.0" 18'-0" 1 20'-0' Allowable Span V / Point toad P or uniform Load U , bending b or deflection d 2" x 5" x 0.050" x 0.135' 9'-11' Ub 9'-9' lUb I w-T Ub 9'-5' Ub 1 9'4' Ub 1 9'-2' lUb 1 9'-0' Ub 8'-11" Ub 2" x 6" x 0.050" x 0.135" 10.4- b 10'-7 Ub 10'-0" Ub 9'-10" Ub 9'-W Ub 9-7' Ub 9-3' Ub 2"x7"x 0.057"x 0.135" 10'-9" Ub 10'-T Ub 10'-S'Ub 10.3'Ub IVA" Ub 9'-11, Ub 9'-8" Ub 2" x 8' x 0.072" x 0.240" 15'-l' b 14'-9' Ub 14'-7' Ub 14'4' Ub 14'•1' Ub 13'-11 Ub 13'-6' Ub 2" x 9" x 0.072" x 0.239" 15-11 Ub 15'-T Ub 15'4' Ub 15.1'Ub 14'-10 Ub 14'-8' tb9".-5". Ub 14'- 3' Ub 9" x 0. 082" x 0.321' 19'-Y Ub 18'-10' Ub 18'-W Ub 18'-Y Ub 1T-11 Ub 1T-8" Ub 77 Ub2" x 10" x0.09Y x 0.389' 2Y-8' Ub 27-3' Ub 21'-11 Ub 21'-T Ub 21'-3' Ub 20'-11 Ub 20'-3' Ub Note: 1. If the solid panel is greater or less than 10'-0', then the 12 the allowable screen roof beam span shall be adjusted by the factor of +/. 2 x 12 (the solid roof panel span difference between the actual and 10'-0'). The adjustment to the allowable screen roof panel width is applied as a plus If the solid roof panel is larger than 10'-D" and minus if the solid roof panel is smaller than 10`4r. Z For span of'L' of beam; use screen panel width W from drawing. 3. Load span = 12 of screen beam length + 12 of solid roof span. 4. Spans may be interpolated. S. For minimum beam to upright sizes use Table 23 6. To convert spans to *C* and'D' exposure categories see exposure multipliers and example on page 1-Ii. Table 1.10b 110 T Town & Country Industries, Inc. 6005 TCI Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One Side/Solid Roof Other Side Aluminum Alloy 6D05 T-5 For Areas in Wind Zones of 110 M.P.H., Exposure "B" or Less and Latitudes Below 30'J0'-00' North Uniform Load on Screen = 4 #ISF, Solid Roof - 23.2 #ISF and 300# Point Load Is Considered over (1) LF of Beam Single Self -Mating Beams Tributary Load Width 10'.0" 1 12'-0" 14'-0" 1 16'-0" 1 18'-0" 1 20'-0" 1 22'-0" 24'-0' Allowable Span 'L'/ Point Load P)or Uniform Load U, Wndirig b or deflection Id 2" x 7" x 0.057" x 0.135" 15-5" Ub 15'-1" Ub 14'-9' Ub 14'-5' Ub 14'-1' Ub 13'-9- Ub 13'-6' Ub IY-10 Ub 2" x 8" x 0.072" x 0.240" 19'-11 Ub 19'-6" Ub 19'-0' Ub 16'-7' Ub IV-Y Ub 1T-10' Ub 1T-5" Ub 1T-2" Ub 2" x 9" x 0.072" x 0.239' 20'-5" Ub 19'-11 Ub 19'•6' Ub 19'-1' b 18'-8' Ub 18'-3' Ub 1T-11 Ub 17'-3' Ub 2" x 9" x 0.082" x 0.321" 244" Ub 23'-9' Ub 23'-2' Ub 27-8- Ub 2Y-Y Ub 21'-9' Ub 21'4' Ub 20'-11 Ub 2" x 10" x 0.092" x 0.389' 27'-11 Ud I 2T-6' Ub I25-10 Ub 26'-3' Ub 25'-8' Ub 25'-2' Uh 24'-8' Ub 24'-2' Ub Note: 1. If the solid panel is greater or less than 10'4r, then the 12 the allowable screen roof beam span shall be adjusted by the factor of +/. 2 x 12 ( the solid roof panel span difference between the actual and I V-0'). The adjustment to the allowable screen roof panel width is applied as a plus lithe solid roof panel is larger than 10'-0' and minus if the solid roof panel is smaller than 10'-0'. 2. For span of " L' of beam; use screen panel vridth W from drawing. 3. Load span = 12 of screen beam length + 12 of solid roof span . 4. Spans may be interpolated. S. For minimum beam to upright sizes use Table 2.3 6. To convert spans to'C' and'D' exposure categories see exposure multipliers and example on page 1-ii. Table 1.10b 120 T Town & Country Industries, Inc. 6005 TCI Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One Side/ Solid Roof Other Side Aluminum Alloy 6005 T- 5 For Areas in Wind Zones of 120 M.P.H., Exposure "B" or Less and Latitudes Below 30'-30'-00" North Uniform Load on Screen = 4 #ISF, Solid Roof = 27.4 #/SF and 3D0# Point Load is Considered over (1) LF of Beam V a, ."....... " Single Self - Mating Beams Tributary Load Width 10'- 0' 1 12'- 0" 1 14'-0' 1 16'-0" 1 18 1 20--0" 1 22'-0" 1 24'-0" Allowable Span 'L' / Point Load P or Uniform Load U , bending b or deflection d 2' x 7" x 0.057" x 0.135" 14'-6" Ub 14'-T Ub 3'-11" Uh 13'-T Ub 13'4' Ub 1T-1' Ub 12'-10 Ub 17-10 Ub 2' x 8" x 0.072" x 0.240" 18'-9' Ub 18'4' Ub 1T-11' Ub IT-T Ub 1T-3' Ub 16'-11 Ub 15-T Ub 2" x 9' x 0.072" x 0.239" 19'-2' b 18'-9' b 16'-5' b 18'-0' b 1T-8' b 1T4' b 16'-3" b 2' x 9" x 0.082" x 0.321" 11' b 22'-5' b 1'-11' b 21'-0' b 21'-1" b 20'.8' t 20'-3' b 9'-11' b 2' x 10" x 0.092" x 0.389' 26'-0' b 5'-11' b 25'4' D 4--10' b 244'FJb T-11' b I 2X-6'PpJb I Note: 1. if the solid panel is greater or less than 10'41", then the 12 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 12 ( Ole solid roof panel span difference between the actual and W-W). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0' and minus if the solid roof panel is smaller than 10'-0. 2. For span of " L' of beam; use screen panel width'W' from drawing. 3. Load span = 12 of screen beam length + 12 of solid roof span . 4. Spans may be interpolated. 5. For minimum beam to upright sizes use Table Z3 6. To convert spans to 'C* and 'Er exposure categories see exposure multipliers and example on page 1-0. Table 1.10b 130 T Town & Country Industries, Inc. 6005 TCI Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One Side/ Solid Roof Other Side Aluminum Alloy 6063 T- 6 For Areas In Wind Zones of 130 M.P.H., Exposure "B' or Less and Latitudes Below 30'.30'•00' North Uniform Load on Screen = 5 #ISF, Solid Roof - 3Z2 #/SF and 3DO# Point Load Is Considered over (1) LF of Beam Single Self -Mating Beams Tribute Load Width 10'- 0' 12'-0" 14'.0" 16'-0 " 18--0' 1 20'-0' 1 22--0' 24'-0- Allowable S an'L' / Point Load PI or Uniform Load U , bending b or deflection d 2' x 7" x 0.057" x 0.135" 13--7- Ub 13'4' Ub 13--1' Ub 1Z-10 Ub 1Y-8' Ub 1Y-5' Ub 17-3" Ub 174r Ub 2' x 8" x 0.072' x 0.24o' 7' Ub 17'-3" Ub 16'-11 Ub 15-T Ub 16'4' Ub 16'-1' Ub 5'-10' Ub 15-7' Ub 2' x 9' x 0.072" x 0.239' 21-6' Ub 1T- 6' Ub 174" Ub 1T-0' Ub 16'-9' Ub 16'-6' Ub 16'-Y Ub 15'-11 Ub 2" x 9' x 0.082" x 0.321" Ub 21'-l" Ub 20.8 Ub 20--3' Ub 19--11 Ub 19'-7- Ub 19--3' Ub 10'-11 Ub 2' x 10" x 0.09T x 0.389' 24'-10 Ub 24'-4' Ub 23'-11 Ub 23'-6' Ub 23'-1' Ub 22'-8' Ub 274' Ub 21'-11 Ub Note: 1. If the solid panel is greater or less than 10'-W, then the 12 the allowable screen root beam span shall be adjusted by the factor of +/- 2 x 12 ( the solid roof panel span difference between the actual and W-W). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'4r and minus if the solid roof panel is smaller than 10'-D". 2. For span of " L' of beam; use screen panel width W from drawing. 3. Load span = 12 of screen beam length + 12 of solid roof span. 4. Spans may be interpolated. S. For minimum beam to upright sizes use Table 2.3 6. To convert spans to "C' and "D" exposure categories see exposure multipliers and example on page 11i. Table 1.10b 140 T Town & Country Industries, Inc. 6005 TCI Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One Side/ Solid Roof Other Side Aluminum Alloy 6063 T6 for Areas In Wind Zones of 14D-l&2 M.P.H., Exposure "B" or Less and Latitudes Below 30'-3D'-00" North Uniform Load on Screen = 6 #ISF, Solid Roof - 37.3 #ISF and 30D# Point Load is Considered over (1) LF of Beam Single Self -Mating Beams Tributary Load Width 10'- 0" 12-.0 14'-0'1 16'-0' 1 18--0" 1 20--0' 1 22.0" 1 24'-0" Allowable Span'!.: / Point Load P or Uniform Load U , bendin b or deflection d 2" x 7' x 0.057" x 0.135" 17-10 Ub 17-7' Ub 17-5' Ub I 17-2' Ub I 12--0' Ub lIT-10 Ub I 11--8' Ub 111'-6" Ub 2" x 8" x 0.072' x 0.240" 16'-7' Ub 16'-3" Ub 16'-0" Ub 159' Ub 15'-3' Ub 15--1' Ub 14'-10 Ub x 9" x 0. 072" x 0.239' 16'-11 Ub 16'-8" Ub b 2:b i6-U 115'-6"Ub 5-11 Ub 16- 8U 5-6Ub5b 14' U 52U2" bTx9"x 0.082' x 0.321" 20'-3' Ub 19'-ll Ub 19-7' Ub lg'-3' Ub 18-11 Ub 8'-1" Ub 2" x 10" x 0. 092- x 0.389- 23'-5' Ub 23'-0" Ub 27-7' Ub I 27-3' Ub 21'-11' Ub I 21'-7" Ub I 21'-3' Ub 110'-11 Ub Note: 1. If the solid panel is greater or less than 10'-U', then the 1/2 the allowable screen roof beam span shall be adjusted by the (ardor of +/- 2 x 12 (the solid roof panel span difference between the actual and 10'-0'). The adjustment to the allowable screen roof paned width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0". 2. For span of'L" of beam; use screen panel width W from drawing. 3. Load span = 12 of screen beam length + 12 of solid roof span. 4. Spans may be interpolated. 5. For minimum beam to upright sizes use Table 2.3 6. To convert spare to * C* and "D' exposure categories see exposure multipliers and example on page 1-8. 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 conduction 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 TO 6005 HOLLOW ATOR J Q to v F o W Z WW d ZI to W oZ Z J m CD U Q to ZLUujlLlW J a CO to ~ o. z WW W tl CD3 WWZ o s W F=- U Z ZL W O Z U tl O fl 0 o O to QtoO 2L) rnOU to of to a. c Z ~ wog m WZ(- lL o U W o J W J to a. H Q o N j O F=- d m m 3- CID ro hr a J W Z OLl 2 m # J W COcax cr 2 m tL O a 0 EL Z C ti C UI 1) L) m (, Xm o J L O W o`-' Q. an iE K C a c m t O Fro Z 0 2 m J a 17 JO K L9 0 Z SE W IllHEET ZL9 Z W 16A W m 08-12-2010 OF 18 Allowable AttributpWillZb9f Area per Post d Z96= oad #/S = 100 MPH 110 MP 120 MP 123 MPH 13 MMPH 140-1 MPH 140.2 MPH 150 MPH 16.6#Ift' 17.7#/fP 2 . ft' .2#/tN 4.8#/fN 8.7#/ft' 30.9#/fN 33#/ft' Max. Hei ht I Max. Load Allowable Root Area in square Feat for Various Loads on Post 3" x 3" x 0.060" Roll Formed -Aluminum Allov 3111H-14 T- 0" 1 6110 368 1 345 1 290 275 1 246 213 1 198 185 V- 61 1 4976 300 281 236 224 201 7 3 761 151 10 - 0" 3596 217 170 162 145 125 176 109 11- 6 19 164 154 129 122 Ila 95 88 82 IT- O" 2128 128 120 101 96 86 74 69 64 14'- 6" 1710 103 97 81 77 6 60 55 52 16'- 0" 1404 115 79 6 63 5 49 45 43 Max Het ht Max Lead # Allowable oof Area in S uare Feet for Various Loads on Post 3" x 3• x 0.060" Fluted Hollow Extrusion Aluminum 6053 T.6 0" 7575 456 1 428 359 341 305 264 245 230 8% 6" 5646 3411 I U19 268 254 228 197 183 171 10'- 0" 4079 246 1 230 193 184 164 142 132 124 11- 6 085 186 1 4 146 139 124 10 100 93 1T- 0" 2414 145 136 114 109 97 a4 78 73 14'- 6" 1940 11 110 92 87 78 68 63 59 6'- 0" 1594 96 9o- 7 72 64 56 52 48 Wind Zone = Applied Load (#ISF)- 1D11 MPH 110 MPH 120 MPH 123 MPH 13D MPH 140.1 MPH 140.2 MPH 150 MPH 16. 6#If- 17.7#/tt' 21.1#/tt- 222#Ift' 24.8#/11' 28.7#/11' 309#/fN 33#/fN Max. Hot ht Max. Load # Allowable Roof Area in Square Feet for Various Loads on Post x 3 x 0.090 Hollow Extrusion Aluminum Allo 6063 6 7•- 0" 10680 643 603 506 481 431 372 346 324 7244 436 409 322 292 252 234 220 90' 5233 315 296 236 211 182 169 159 413- 0"_-- 395 238 224 108 178 160 138 128 120 3097 187 175 147 139 125 108 100 94 14'- 6" 2489 150 141 Ila 112 100 87 81 7 16'- 0" 2044 123 115 9 92 82 71 66 62 Max. Hei ht Max. Load owe a oo ea hn uare eat or anous oa son ost 3" llowExtrusloi Aluminum AI T- o" 1 14340 864 810 1 680_ _ 646 1 578 600 464 435 8'- 6" 9725 586 549 461 438 392 339 315 295 702 423 39 333 317 2. 245 227 213 11. 6 320 300 252 239 21 185 172 161 13'- 0" 4158 250 235 197 187 168 1l 135 1 14'- 6" 3 42 201 189 158 151 135 718 108 101 16•- 0 2745 165 155 130 124 111 96 89 83 Max, Hht ax Load dloWable K ont AMR In Square Feet or anous oa son ost 4"x4" x 0.125"Hollow Extrusion Aluminum Allo 6063T-0 fg' 2 177 1577 147E 1241 1179 1056 912 847 793 23401 1410 1 1322 flail 1054 944 81 75 709 10'-0 1 191 1036 971 815 7 4 693 599 556 521 11 .6 12999 783 734 616 586 524 453 421 394 10172 613 575 482 458 410 354 329 3a8 8176 493 462 3a8 368 330 285 265 248 6715 405 379 318 1 302 271 234 Z17 203 Notes:' 1. Design must satisfy both height and area requirements. 2. Areas may be interpolated. Schedule of Post to Beam Size and Number of Thru-Bolts Possible w/ Min. Edge Distance of 2-1/2d Beam Size Minimum Post Size Max # Thru- Bolts @ Beam ( a)OeA Post Base (Note Max # Thru- Bolt NV2J Minimum Knee Brace' ( Note 5) Mlminum # Knee Brag Screws- (Note 4) Minimum Stitching Serous Spacing 1/ 4' 5116` 318"- l2" 1/4• 5116' 318"" Hollow.Sections 2• x 4' 0.050" Till I 2' x 2" Hollow or Snap 5 1 3 3 1 2 1 3 1 2 1 1 1 1 1 2" x 3" x 0.045' 1 3 1 #8 24. O.C. 2• x 4" x 0.D50" Hollow I 2• x 3' Hollow or Snap 7 1 5 4 1 3 1 5 1 3 1 3 1 3 1 Z- x W x 0.045' 1 3 a @ 24. O.C. Self -Malin Beams 2" x 4" x 0.046" x 0.115• 3• x 3" x 0.060• Fluted 5 4 2 1 2 5 1 3 3 2 2" x 3" x 0.045• 3 8 @ 24. O.C. 2'x5' x0050"x0.135' 3"x3"x 0060'Fluted 7 5 3 1 3 5 3 3 2 2"x 3'x 0.045' 3 10 24.O.C. 2• • 3' x 3' x 0.060' Fluted 8 6 5 3 3 2•x3•x 0.045" 3 10 24. O.C. x T x O.OST x 0.13 3' x 3' x 0.093' Hollow 10 7 5 3 3 2.- 2• x 4' x 0.050' 3 10 24' O.C. 2• x 8' x 0 072• x 40• 3• x 3• x 0.093" Hollow 11 9 5 3 3 2" x 4• x 0.050' 3 12 24' O.C. 2• x 9' x 0.072"x 0239• 3•x3"x 0.125•Hollow 13 10 J77 5 3 3 2 2•x4"x0.05W 3 14 2' x 9" x 0.082• x 0.321' 4' x 4" x 0.125" Hoflow 13 11 7 5 4 3 2"x 4' x 0.050" 3 If 2• x 10' x 0.092' x 0389• 4"x4•x 0.125"Hollow 15 15 19 5 i 4 3 Yx4'x0.050' 4 14 24'O.C." The minimum number of thm bolts is (2) 1. ' Minimum post/beam may be used as minimum knee brace 2. " Fasten external screws or dips. See Details 3. "'For screw size see wind zone chart 4. (2) 1/4" Thru•Bolts maybe substituted for screws. S. All Thru-Bolts shall have minimum 518" diameter washers and lock nuts. Example: Number of bolts required for 120 MPH, "8" exposure, Attached (Enclosed) structure; MWFRS Design Load 21.1 PSF load width of post = 17, post spacing -10'. w2 = 21.1 PSF Post Uplift = 17 x IV x 21.V =1680# From Table 9AA' use wall thickness of lesser member Example. use Twall = 0.60• Allowable Loads # Bolts Req'd post base beam 1/4' = 468# / bolt 3.52 use 4 yes yes 5116"= 610 # / boll 2.75 use yes yes 318'=731#/ boll 2.29use 3 yes yes 12• = 1,OD4 Of / boll 1.67 use 2 yes yes These values are good for post base & beam bolts Material Type Top Edge In Direction Of Applied load Center To Center Side Edge Aluminum 2- 12 D 1 D Concrete 5 D 5 D Wood 4 D 4 D Knee Brace Mn. Length e% L th 2" x 2" x 0.D44" 1'-4• Y-0' 2" x3" x 0.045' 1'-6• 7-6' 2• x 4" x 0.050" 11-W Table 2.4. 1 Footings - Maximum Roof Area for Attached Carport and Freestanding Gabled Carport Posts Wind Zone MPH 1 100 1 110 1 120 1 123 130 140-1 140.2 150 Attached Cover Uplift' - 16.6 NSF 17.7 #ISF 21.1 #ISF 22.2 #ISF 24.8 #/SF 28.7 #ISF 30.91#SF 33.0 #ISF Free StandingUplift = 10 # ISF 10 #/SF 11 #ISF 12 #/SF 1 13 #ISF 1 15 #ISF 15 #ISF 17 #ISF Existing Stab on Grade with unknown reinforcement In good repair 5 1 51 1 43 41 1 37 1 32 29 27 Isolated Footing Dimensions" Uplift Retina lbs. Maximum Attributable Roof Area In Square Feel 12• x 12• x 12- 386 23 22 18 17 16 1 13 13 1 12 16" x 16• x 16" 738 44 42 35 33 30 1 28 24 1 22 18" x 18" x 18• 967 58 55 46 44 39 34 31 29 20" x 20" x 24" 1.484 89 a4 70 67 60 52 48 45 20" x 20" x 30" 1,855 112 105 as 84 75 65 60 56 24' x 24" x 24" 1,891 114 107 90 85 76 66 61 57 24" x 24• x 30" 2.364 142 134 112 106 95 82 77 72 30" x 30" x 30" 3.225 194 182 153 145 130 112 104 99 30" x 30" x 36• 3.870 233 219 183 1 IN 156 135 1 125 117 Roof areas based on attached cover uplift loads. Notes: 1. Isolated Footing is a poured concrete rectangular solid (Length x Width x Depth). 2. Slab on grade must be new or in good condition. 3. For free standing covers, multiply above roof areas by the appmpriate multiplier from the table below. Pre -Cast Block Footing r....h, r u . --" n• 1 "t Id' hoh,w = rl. with Re 2 hoe ore.mix concrete and backfilled to drade Wind Zone MPH= 100 110 120 123 130 140-1 140.2 150 Attached Cover Uplift = 18.6 #ISF 17.7 #ISF 21.1 NSF 22.2 #/SF 24.8 #ISF 28.7 #JSF 30.9 #!SF 33.0 #/SF Free StandingU lift= 10 #ISF 10 #!SF 11 #ISF 12 #ISF 131 15 /NSF 15 #!SF 17 #/5F Dimensions" 1 Ratin lbs. Maximum Attributable Roof Area in S uare Feet 1 x 80# Ban1,947 117 t10 92 88 78 68 63 59 2 x 80# Be 2 027 122 t t4 96 91 82 1 71 1 66 1 61 3 x 80# Bag 1 2,107 127 1 119 1 1D0 I 95 85 1 73 1 68 1 64 Notes: Maximum uplift on post is determined by mullipying maximum attributable roof area x applied load. Example: Post Idbutary roof area = 77", Applied load for 110 MPH wind zone = 17.7 # / Sq. FL, Uplift on post = 77 x 17.7 = 1.363 # Roof Area Conversion Multipliers Conversion Multipliers for Freestanding Carports with Mono Sloped Roofs Wind Zone 1 100 1 110 120 123 130 14.0.1 140.2 150 0o Area 1. 00 1.05 1.13 1.36 1.48 1.56 1.00 1.00 Multiplier COATED ALUMINUM POST IN CONCRETE 40 BAR 32" LONG POURED CONCRETE REFER TO TABLE 2.4) IITI1 NOTE: POST SET IN CONCRETE OR ANY ALUMINUM THAT WILL COME IN CONTACT WITH PRESSURE TREATED WOOD SHALL HAVE ONE OF THE FOLLOWING VAPOR BARRIERS. 1. PEAL AND SEAL OR OTHER WATER SEAL TAPE. 2. COVERED IN 0.006 MIL-15 # FELT PAPER PLASTIC 3. PAINTED WITH ROOFING CEMENT ISOLATED FOOTING Town & Country 6005 Indicator Mark Instructions For Permit Purposes) To: Plans Examiners and Building Inspectors, These alloy indentificallon marks have been provided to contractors and yourself for permitting purposes. The details below illustrate the alloy indentiftcation 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. Tr`I RrInS SELF -MATING m^ o i j O x c LLe, N S w C d 0 k1D O000 LL J 0 SO Sg J g FU) Z UJI w W Z) U) NU) Z Vr _j O Z fn W WZ LU J lJ W 00IL 0QILW Z tL I.- rn IY W Z Z o H W () Z W V 0 Cl U LL- o U) 0 U W Q W L) F- og Z P LL 0 gU 0: W o J U) LL Q N d' 8 O Coin O rZ. 1 W r') Ll. Z W 6Il lZu 12 LL L I m C n m CO N C L W CO as o C O 2 O n n 3 1lD ( D uj a. Z Z Z W mviWUZ 3 OZO 2 CO WW aZ D: 3W F F 7 O F- aa.. ZK O W O ZO W O h7 OWW WO f- O Z ILO it M' Llm ZWWHEETZZZ W 16B W W m 10 1OF 181@ Table 3A.2110 Allowable Upright Heights, Chair Rail Spans or Header Spans 6005 TCI Under Solid Roof ' Town & Country Industries, Inc. Aluminum Alloy 6005 T5 For 3 amend wlnd oust at 110 MPH velocity: usino design bad of 13.0 #/SF Sections ributa toad Width W=Member Spacing 3'-0" T-6' 1 4'-0" 1 4'-6" 5'-0" 51-6" 1 6'-0" 61-6" 1 7'-0' 1 T-6" Allowable e ht n n or deflection 2"x "x .040 Hollow 8'-7' b r-Y b 6'-11' b 6'-8" b W-4 b 6'-1• b 5'-10' b S-T b 5'-5' b 3 x x 0.045 Hollow 9.4' b 8-1 b D 3 b 11' b 6'- b 6'-4' D 6'-1' b 5'-11• b x 'x 0.045 Hollow 1- b 9-2- b B'3 8'-2- b 0 T. b T-2' D 6'-71' b 6'-0 x3 x low 134• 11- 11 104 10 S 1' 8-9' BS 2 x 4" x 0.050 Hollow 1 b P24'-13' 17'- 1' b 10'S' 9'-11' b 9-5- b 9'-1 b 8'-8' b W-5' b 8'-1' b x " x 0.06 Hollow 18'8 b 16'-Y b 1 -7 b 14' b 13-9- 13'-2' b 12-8' b 17-3' to 1-Ur D x4 x x . B. 1 _9 b 1 -7' 1 -1 1 - 11- 11A b 10'3 b 10-3 11 2 x 5" x 0.050 x 0.135" .M. 8'-11' b 16'-4' b 15'S' b 14'-8" D 13'-11• 13'4' b 17-10' b 12'-4' b 1'-11" b 2" x 6' x 0.050 x 0.135'S.M.B. 21'-11' b 18'.11 b 1 -10' b W-11' b 16'- b 15'-6' b 14'-10' b 74'' b 3'-70' b 2' x " x .0ST x 0. 3 .M. . 26'-3• b 27-9- b 2'-5" b 20'-4' b 19'4 b 18'- b 1 -10' b 1 T- b 16'- ' b 2" x a" x 0.0 2 x 0.2S.M.B. 3 -2 29-9 2 -10- b 26-W 24'-11" b 23- 9' 21-10' 21 -0' 4 b 2 x 9" x x 9 S.M.B. 3T-3' b zw-b b 37-3' b 30'S' b 28'-10' b 2 S' b 26'4• b 25'3" b 24'4- D 23'-0 b x 9" x 0.082 x .321'S.M.B. 41'S' b 38'.5. b 35'-11- b I'' 32, b 30'-8' b 29'4- b W-T b 2 '-Z' b 26'-3 b 2 x 0 % x .389S.M.B. 53-1 ' 57-3 4 -0' 2' 45-1 b 11 41-2' b 139'-?-38-1 36-10' 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. 2120 -! Town & Country Industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans For Screen, Acrylic, or Vinyl Rooms and Under Solid Roof Aluminum Alloy 6005 T-5 For 3 sarand wind oust at 120 MPH velocity: usino deslan toad nM5.0 #ISF no,! rib tairy Load Width Member vacin 3'-0' 3'•6" 4'-0' 4'S- S-0''-0' 6'-0" 6'S- T-0" T-6" e t n n or a on T-11" b T-5' b 6'-11-• BS' 6-Y b 5'-11 b 5'S' b 5'-5 b 5'-3" b f w 8'-8" b 8-0' b b 1' b 6'-9" b 6'S' b 6-2' b S-11' b 5'-B" bllow 9'-10- b 9'-Y b 8S' b 8'-1' D 4r D T-3' b 6'-11" b 6'-8'b 6'-5" b fi-3' b ow 1 S 11S 0-9 10-2' S BS Y b 10'llow W- 11' b 11-0' b 104' 9'-9' b 9-Y b 8'-10' S' b 8'-1'b 10• b TS' b 1 4' 16-1.b W-Y b 13•5' b 7-10' b 1Z3' b 11'-10' b 114• b 10'-11'4- 13S 11 -11 114" 0 104 b 11 93 1T-T b 16'-3' D 15'-3' D 14'4' b 13'-T b 7-11' 17-5• b 11'-11' b 11 -6- b 11-1' b 2 x 6 x 0.0 x .1 .M.B. 204' D 18'-1 b 1 -8' b 16'-8' 15'-9' b 15'-0' b 14'.5' b 13'-10' 13 4" b 7-11' b 2 x " x 0.0 x0. 35 .M. 24 b 2T- D 2 -2 b 19'-11' b 18'-11' b 18'-0' 1TJ' b 16'- b 15-11 b 1 '-5' b I- 1 27.8 2 -1 24 S 2 21-Y 1- 8-11 2 x 9' x 0.072 x 0 39 • S.M. 34-0' b 32'-1' 30 -0" 283 to 26'-1 T b 25'- D 24'S b 23'S' 22'-8• 21 -11' b 2' x 9" x 0.08 ' x 0.3 1 M.B. 38'-0' b 35'-10" b 33 S' 31- b 29-11 28'- b 2 4' b 26'-W b 25'4' 5' 24 xOat x 9S.M.B. A's 48- 0 46 3 1 1- 04 36- 0 35 6' h W-Y to 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..Spam may be Interpolated. Table 3A2130 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 F:- aarnn l wind oust at 139 MPH velocity: using desan load of 18.0 VSF Sections Tributary Load width W - Member spacing 3'-0' 3'-6" 1 4'-0" 4'-6' 1 5--0" b'-6' I 6'-0' 1 6'-6' 1 T-0- T-0" owa]a Hola t Wi benitinaor a on d x2"xHollow 6'-9' 64' b 5'-11' b 5'S' bI b 5- 2 x 2" x allow 4' b 6'-10' b 6S' b 6-Y b b 5'- b 6.5' b 5-2' 5'-W2 x x0. ow64' b 0' b 4 b 6'-1 ' b b 64' A" b 5'- 1 b 5'-6x3 x owtOS9-1 3 10 8 b 7'-9 S 7-2x4 x ofMT-3'b 10-1' b 9'-5' b A1 b 8'- b 8' b S b 1- b 6'-11 b x x . 0 ollow 14-0' 13'-9" 12'-11' b 173' b 11'b 10'-9- b 10'S' b 10'-0'x4 x x. 1 . 12 1- 1 1 5 1 8-9 8-52 x5"x0.050 x0.135 S.M. . W-10' b 13-11' 134' b 1Z-W b' b 114• b 0'-11' b"x6 x . 0 'x0.135 1 3- b 16'-1 15'-Y 14 S' b 13'Yb 17-8D 172b 119x x x. 3 .M. . 20'-8' b 4 8'-2' b 1 3' b 15'-9' b 5'-2' b 4- ' 14- ' b 2 x x0.0 2 x .2 0 253 23-0 4 21• 1 4' 8-7 11 172" x 9 x0.0 2 x .239" S. . 31-0' b 29'3' b 2 -5 25'-10' b 24'S' b' b 274' b 21' __ b 20'-8- 20-0'2" x 9' x 0.08 "x 0 1" .M. . 354' b 32'3' b 30 - b 28'-10' b 2 4' b 24'-11 b 23'-11' 23'-1 b ZZ-4x1 x0. x 8S45'-10' 4 - 0 5 4 34- 33- 3 -5 3 3 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 spares for total beam spans. 2. Spans may be Interpolated. Table 3A2140 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 For 3 second wind gust at 140 MPH valor • ustria destan load of 21.0 fNSF Sections dbuta Load Width W- Member grin 3'-0' T-6" 4'-V 4'-6" S-0' S'-6' 6E0' 6'•6" 7'-0- TS" A wable Halaht i banainowor on 2" x Y x 0.040 -Hollow 6-9' b 6'3• 5'-10" b 5'S" 51-3' b 4-11 b 4'-T b 4 -T bN4b 43' b 3"x2 x Hollow 4' b 6'-9' b 64 b S-11' b 5'-W b 5S' IS-Y b 4-11' b 4.8' b x 3% Hollow 8' 4- b 9' b 3 to 6'-10' 6'-5' b 9 5'-11' b 8' h 5'3 b 2 x3 x . o ow 10.6 0 TS T-2 b 6-92"x4"x 0 " HollowW-1 b 9'4 8'-9'b 83' lo 91F S' b T-1 b 6'-10' b 8'4 b 2"x5'x .062" Hollow 14 W b 13- b 12'-9' b 11'-11' 11'4- D 1Fur b 10'S' b 9'-11• b 93' b x4 x x 4 S ioc to 9-_ 8- 8-5 1 2 x5 x0. 50" x0.1 S.M. . 14'-10' b 139' 2'10' b 12'-2- b IT-6- b 1 41- b 10'S' b 10'-1' b 9 S b"x x0.050 x0. 135 .M.B. 1 -3' b 15-11"b 4'-11' 14-1' b 13--e 17-9 b 17-T 11'-6'b 1 -11' b x X .05 x0. 1 .M. . 20-4r 9'- " b 1 - 0 6'-10' b 15- W b 14- b 14'-0' b 3'-1' 2 x x0.072 x02 25'3 23S b 21- 1 20-W b 9- B-0 1 -11 17-Y b 6- 15- ' 2" x 9 x . 0 2 x 0 9' .M. 29'-3' b 2'-1 b 25'4- D 23'-11' b 27-0 b 21-0' b 0' b 19'-11' b 19 -2' 18'-6' to 2 x 9' x x 0.321S.M.B. 13Z4r to 3 b 2874- b 26-0• b 25'4' 24- 2T-1' b 22'-Y b 21'-5 b zu-8' b x 0 x 0. x 0 45-10 S 3 -8 0 ISTN'35S 0' to 3 -5 3 -1 29-11 28-11 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. Spars may be Interpolated 0 m ALUMINUMISTEEL COLUMN U' CHANNEL SEE SECTION 9 FOR ANCHORS (SEE SECTION 9) CONNECTIONS) MAX. CONCRETE ANCHORS CONCRETE SLAB OR FOOTING c (SEE TABLE TO RIGHT OR TABLE 9.1)' FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1-3/8" EMBEDMENT) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL RECEIVING CHANNEL J N t ALUMINUM / STEEL COLUMN 2' x T WITH WALL THICKNESS ANCHORS (SEE TABLE 9. 4) EQUAL TO OR GREATER THAN COLUMN WALL CONCRETE SLAB OR FOOTING a ". a MAX. CONCRETE ANCHORS SEE TABLE BELOW OR TABLE FOR POST CONNECTIONS TO WOOD DECKS (2- NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1-3/8" EMBEDMENT) Notes: 1. Angles or U- Channels shall in mum of 2-1/8' In height and shall be 0.125 T-6 extruded alloy or 0.125" 5052 H- 32 break fo d alloy. POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL ANGLE CLIPS ATTACHMENT DETAILS o SHOWN REQUIRE DIAGONAL eJ z ALUMINUM / STEEL COLUMN BRACING FOR 12' M FREESTANDING COVERS INTERNAL EXTRUDED CORROSION RESISTIVE STEEL ALUMINUM BASE OR BREAK THRU BOLT PER SCHEDULE = FORMED U CLIP CONCRETE SLAB OR FOOTING . ` BOLT OR EQ. (SEE TABLEDGE BELOW FOR NUMBER OF BOLTS TYPE I POST TO CONCRETE CONNECTION TUBE COLUMN BASE SCHEMATIC INTERNAL BASE ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREESTANDING COVERS, CORROSION RESISTIVE STEEL THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING ALUMINUM / STEEL COLUMN EXTERNAL BREAK FORMED ALUMINUM BASE OR BREAK FORMED U-CLIP 8) MAX. 1/4' X 2-10 WEDGE BOLT OR EQ. (SEE TABLE BELOW FOR NUMBER OF BOLTS) FOR POST TO WOOD DECK (MIN. 2' NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS. NOTE: ALL BASE PLATES SHALL BE A MINIMUM OF 2-1/8" IN HEIGHT AND SHALL BE 0.125' 6063 T-6 EXTRUDED ALLOY OR 0. 125" 5052 H-32 BREAK FORMED ALLOY TYPE II POST TO CONCRETE CONNECTION BREAK FORMED COLUMN BASE SCHEMATIC EXTERNAL BASE Number of Wedge Bolts ( POWERS or Equal) for Super Base Connection wind Zone (MPH) Wind Uplift ( PSF) Post Spacing Number of Fasteners 8'-0' 10'-0" 12'-0' 14'-0" W-0- 18'-0' 20'-0" 100 16.6 2 2 3 3 4 4 5• 110 17.7 2 2 3 3 4 4 5' 120 21.1 2 3 3 4 5' S. 6' 123 22.2 2 3 4 4 5• 5• 6' 130 24.8 3 3 4 5• 5' 6' 7• 140.1112 28.7 3 4 5' 5' 6 • 7' 8' 150 33.0 4 5• 5• 8• 7• 8 9'• For connections that require more than (4) fasteners use type II base. -For Connections that require more than eight bolts use the *Super Base'. Note: Allowable bad on 114" x 2-1/Y Wedge Bolt or Equiv. C 5d Is 878#. Example for Base Connection: # of anchors - area over post' applied load f allowable load on anchor For a 30' x I& tarpon with 2' overhang In a 120 MPH wind zone, 'B' exposure the bad width on the front wall Is: 16' f 2 + 2' - 10', assume posts are at I O.C. than area =100 SF and the applied bad Is 21.1 PSF x 100 SF - 2110# for a 3'x3'x0.060' post Allowable bad for wedge bolts 878# each, 2110# f 878# - 2.4 so use (3) wedge bolts 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 conjuctlon 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 J a U) W Z ry CO Z jqO W LU J p0 Q N W U FWZLLI- fYWZ Z TWO LU HW(.) Z CO0 Imo. Q O O U) , W U F- 0 Z (- LL U W J fn a c D 4k 2^ LL W LL W f7 co x la: W`CoL` O J C v ca'{; tCl) CD o a LLI tqX co as o N mC) O : it c tea€ m r 0 Z L w EETZ 0Z W 16C W Z W m 10 I OF 18 f r GENERAL NOTES AND SPECIFICATONS 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 structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drib 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 banding 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 bads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16" O.C. each wa 10. Spans may be interpolated between values but not extrapolated outside values. 11. Design Check Ust 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. A11 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 (xylol) or other solvent based cleaner prior to applying caulking. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coaling 15. Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ protective paint or bituminous materials that are placed between the materials listed above. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall not be used. SECTION 7 DESIGN STATEMENT The roof systems are main force resisting systems and components and cladding in conformance with The 2007 Florida Building Code with 2009 Supplements. Such systems must be designed using loads for corrlpbnents and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 30: roof slope 0 to 20-;-1= 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind bads for Attached Carports and Screen -Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00 for;open structures, 0.18 for enclosed structures. AN pressures shown are in PSF. 1. Freestanding structures with mono -sloped roofs have a minimum live bad of 10 PSF. The design wind loads are those 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 bads are from ASCE 7-05 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind loads are from ASCE 7-05 Section 6.5. Analytical Procedure for glass and modular rooms 5. For partially enclosed structures calculate spans by 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) 3" COMPOSITE ROOF PANEL 2" x _ S.M.B. x 2" x 0.040* 1/4" X 4" LAG BOLT WITH 1-1/2' PATIOO EXTRUSION WASHER - GALVANIZED @ 12- O.C. MAX (FASTENER HEADS 1/4" x 1-1/2" S.M.S. SIDE TO BE BE CAULKED) OF BEAM & 24' O.C. 0.050" x 1-1/2" x 1-1/2" x t TRUFAST HD x ("t" + 1/2") RECEIVING CHANNEL AS END FASTENER @ 8" O.C. CAP FOR UP TO 130 MPH 2) #10 x 1/2" S.M.S. @ CUP WIND SPEED; 6" O.C. AND BEAM FOR ABOVE 130 MPH AND UP TO 150 2- WIDE 0.050- STRAP @ EACH MPH WIND SPEED BEAM CONNECTION AND @ 1/2 BEAM S2 3" COMPOSITE PANEL SMSPERAISITRAPIN r 14 TEK SCREWS SUPER am 0 4) EACH BRACKET GUTTER ai JEXTRUDED OR 5"SUPER GUTTER UPER GUTTER BRACKET 6" WIDE AT EACH BEAM AND MID -SPAN T x T x 0.1257 ANGLES W/ 3) 1/4-THRU-BOLTS 0. 95" BEAM GUTTER 0 0 THROUGH ROOF BEAM ANGLE OR RECEIVING AND( 3) # 4 TEK SCREWS TO GUTTER (EACH SIDE) CHANNEL ALTERNATE RECEIVING 3" x 3" x 0.090" T x 3" x 0.125" ANGLE EACH CHANNEL 2-1 /8" x 1" W/ (2) #10 COLUMN SIDE W/ 3/8" THRU-BOLTS & x 1 /2" S.M.S EACH SIDE OF WASHERS TO GUTTER AND RISER WALL TAIL REMOVED 318" THRU-BOLTS TO POST BOLTS 2-1/4" x 3-1/2" THRU BOLTS Notes: BEAM PER TABLE 1. Can not be used In conjunction with moment connection. 2. All solid roofs shall drain to gutter and away from host structure. POST 3"x3"x0.125-MIN ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER GUTTER NOTES: 1. THIS CONNECTION DETAIL IS USED TO CONNECT A CAGE TO A COMPOSITE ROOF SYSTEM. 2. THE COMPOSITE ROOF IS CONNECTED TO THE HOST STRUCTURE, A BEAM SUPPORTS THE ROOF EDGE WHICH THEN HAS A SUPER GUTER ATTACHED TO THE BEAM IN ORDER TO ATTACH THE RISER WALL TO THE CAGE COMPOSITE ROOF TO CAGE W/ SUPER GUTTER CONNECTION Open Structures Mono Sloped 1- 0.87 for 90 to 100 MPH 1- 0.77 for 100 to 150 MPH KCpi . 0.00 Zone 2 loads reduced by 25% Screen Rooms Attached Coven: I e 0.87 for 90 to 100 MPH Ia 0.77 for 100 to 150 MPH KCpI m 0.00 Zone 2 Glass & Modular Enclosed Rooms Roof Overs 1- 1.00 KCpi a 0.15 Zone 2 Overhang f Cantilever All Rooms 1- 1.00 KCpi . 0.18 Zone 3 Basle Wind Pressure Effective 50 T 20 Area 10 Britt Wind Pressure Effective Area Basic Wind Pressure Effective Area Baste Wind Pressure Effective 50 20 Area 10 502010502010100 MPH 13 13 1 18 1 25 1 13 20 1 23 1 26 13 23 27 1 30 13 27 38 45 110 MPH 14 14 17 20 14 21 25 28 14 27 32 36 14 33 46 55 120 MPH 17 17 20 23 17 25 30 33 17 32 39 43 17 39 54 65 123 MPH 18 17 21 24 18 26 32 35 18 34 41 45 18 41 57 69 130 MPH 2D 20 23 27 20 29 35 39 20 38 45 51 20 46 64 77 140. 1 MPH 23 23 27 31 23 34 40 46 23 44 53 59 23 53 74 89 140. 2 MPH 23` 23 27 31 23" 34 40 46 23- 44 53 59 23' S4 74 89 150 MPH 26• 26 32 36 26" 39 46 52 26' 51 60 68 26` 61 85 102 Minimum Me load of 30 PSF controls in high vAnd velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or'D" see Table 7A on the this page. Anchors for composite panel roof systems were computed on a load width of 10' and 1E projection with a 2' overhang. Any greater load width shall be site specific. Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" Mean Roof HalghY load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending I Deflection Bending Deflectlon o - 15' 1.21 0.91 1 0.94 1.47 0.83 0.88 IS'- 20' 129 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 0.69 1.66 0.78 0.85 Use larger mean roof height of host structure or encisrse Values are from ASCE 7-05 COMPOSITE PANELS SHALL BE THRU SCREWED THRU THE ENDCAP AND INTO THE GUTTER TRUFAST HD SIPS FASTENER SUPPORTING BEAM PER TABLES) POST AS REQUIRED PER TABLE 2.3) 24" MA SOLID COVE ATTACH] PI SECTION 2) # 10 x SUPER ORI GUTTER AT1 BEAM WITH S. M.S. SELEC SECTION 9 SIZE SPACED FOR ALLOWABLE SPANS OF SUPER OR EXTRUDED GUTTER AND CARRIER BEAM ( SEE TABLE 1.10) BREAK FORMED OR EXTRUDED END CAP W/ FPANEL tOOF. FORMED P OR AP W/ (2) iR 1/4" THRU- C OR EQUAL C. TION ES ORROSION . rE AND WASHER SCREWS ( P_ERFASTENER SECTION) fi f; w m g Z Q N w a z_¢ m it m oa OO mw K 30 8g Z fn `o U E QInQoZ O W wo MCl U5ZU) Z U O y Ci - jd W U w U) U W w W W C Ca Z l 10 U)Z as NLU LU HOUy WZQ0-o W 0 -Z, Z 0 F" 0 Q Q o ILD U) (0 W LL (O.) WQ' O w 0p z fn 0 W o ZF U) F- m 0 -WJ ZHILZWc U a E W W LL I- Q 0 ~ o N v O c0 n z LL W LL UJ p rnx cmK CL W m W ai W JO O 0LLO N jV) m m ° w La y x L 03 ro o JmU O m Z 0) o o. d z J n j SHEET Notes: 1. Beam may be attached to super gutter and solid roof to self -mating beam If a strap or 1/2- P.V.C. or equal O ferrule is provided at each beam. 0 17 A 2. Can not be used in conjunction with moment connection. W 3. All solid roofs shall drain to gutter and away from host stricture. SUPER OR EXTRUDED GUTTER - SOLID ROOF / SCREEN ROOF COMBINATION `•tr,..• 18 OB-12-2010 OF OI) ss im 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 @ B" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 2" = 1'-0" #14 x 1/2" WAFER HEADED WOOD FRAME, MASONRY OR z i /- S.M.S. SPACED @ 12" O.C. OTHER CONSTRUCTION 7FORMASONRYUSE: 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" = T-W WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "P. THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 1100-1231 130 140 1 150 8 1 #10 #12 1 912 8 x 112" ALL PURPOSE SCREW @ 12' O.C. BREAKFORM FLASHING j10" W COMPOSITE ROOF PANELSEESPANTABLE) STRIP SEALANT BETWEEN FASCIA AND HEADER 1/2" SHEET ROCK FASTEN TO PANEL W/ 1' FINE THREAD SHEET ROCK SCREWS @ 16" WHEN SEPARATION BETWEEN O.C. EACH WAY DRIP EDGE AND PANEL IS FASTENING SCREW SHOULD LESS THAN 314" THE FLASHING BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED THE EDGE OF FLASHING 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. ALTERNATE DETAIL FOR FLASHING -ON -SHINGLE ROOFS SCALE: T = V-0" EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME Z THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN. ANCHORTO FASCIAAND RISER OF PAN AS SHOWN 1" FASCIA (MIN.) 10 x 1-1/2" S.M.S. @ 16" O.C. 0.040" ANGLE W/ #8 x 1/2" S.M.S. @ 4" O.C. r- COMPOSITE ROOF PANEL HEADER (SEE NOTE BELOW) 8 x (d+1/2") S.M.S. @ 8" O.C. FOR MASONRY USE 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C.FOR WOOD USE 10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH 98 x (d+1/2") LONG CORROSION RESISTANT S.M.S. COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" = 1'-W CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF SPAN PER TABLES) 8 x 1/2" WASHER HEADED CORROSIVE RESISTANT SCREWS @ 8" O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER COMPOSITE ROOF: 8 x "P +1/2" LAG SCREWS W/ 1-1/4"0 FENDER WASHERS @ 8" O.C. THRU PANEL INTO 2 x 2 2" X 2" x 0.044" HOLLOW EXT. 5116"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 ("i + 3/4') AT 8" O.C. FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE: 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE WEDGE ROOF CONNECTION DETAIL SCALE: 2' =1'-0" BREAK FORMED OR I EXTRUDED HEADER m m PLACE SUPER GUTTER SEALANT m BEHIND DRIP EDGE #10 x 4' S.M.S. W! 1112"0 z' FENDER WASHERC 12" O.C. o LL CAULK SCREW HEADS 8 oz m EXISTING TRUSS OR RAFTER WASHERS L cZi O SEALANT CAULK EXPOSED SCREW E yy 10 x 2" S.M.S. @ 24" O.C. HEADS C o 3" COMPOSITE ROOF PANEL 1/4" x 8" LAG SCREW (1) PER ( MIN. SLOPE 1/4' :1') Y7 Z Q TRUSS / RAFTER TAIL m 112" 0 SCH. 40 PVC FERRULE y oLL oro EXISTING FASCIA EXTRUDED 3 0 0SUPERGUTTER LL mw EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 g it SCALE: 2' = l'-W CAULK EXPOSED SCREW HEADS PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE 10 x 2" S.M.S. @ 24" O.C. OPTION 1: 2" x _ x 0.050" STRAP @ EACH COMPOSITE SEAM AND 1/2 WAY BETWEEN EACH SIDE W/ 3) 910 x 2' INTO FASCIA AND 3) #10 x 314" INTO GUTTER OPTION 2: 1/4" x 8' LAG SCREW (1) PER TRUSS / RAFTER TAIL IN 11TO SCH. 40 PVC FERRULE SEALANT 3" COMPOSITE ROOF PANEL MIN. SLOPE I/4": V) EXTRUDED OREXISTINGTRUSSORRAFTER SUPER GUTTER 3" HEADER EXTRUSION FASTEN TO PANEL W/ EXISTING FASCIA 8 x 1/2" S.M.S. EACH SIDE SEALANT @- 12- O.C. AND FASTEN TO GUTTER W/ LAG BOLT AS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2" = l'-W GUTTER BRACE @ T-0" O/C CAULK SLOPE i I COMPOSITE ROOF HEADER CAULK 2" x 9" BEAM 2) #10 x 11T S.M.S. @ 16' O/C FROM GUTTER TO BEAM SUPER OR EXTRUDED GUTTER SOFFIT j ; 2" 0 HOLE EACH END WATER RELIEF . U' z wwa KO wm O 0z R wwz Ozw OLL 30 85 J Q m LLI Z rv, cocoJ zoo W U) Z z LV LLI O W W LL W W LLu Z ZmLUOZ I—" 0 U OU U)O w F QO U)D- H mog o Z 1= LL 0pUW J U) Q d' cc CO nrn N J W i c m zm:mILUi0) m 11 Lu o LL 6 o v - N j n C ~ m v W L N m L) c ca- a F Uri] SHEET U) U) 17B SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL 9 OF 18SCALE: 2" = T-0" 08-12-2010 ui a: a 0at0 0z z wwz 0zw ujzIwm LEu FLASHING 0.024" OR 26 GA GALV. 2" x 2" x 0.06" x BEAM DEPTH + 4" ATTACH ANGLE'A7 TO FASCIA W/ 2.3/8' LAG SCREWS @ EACH ANGLE MIN. 2" x 3" x 0.050' S.M.B. (4) 10 S.M.S. @ EACH ANGLE EACH SIDE I -ALB 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-W4' x 1-314" x 118" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 318" 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 COMPOSITE ROOF PANELS: 4) 1/4" x 4' LAG BOLTS W/ 1-1/4" FENDER WASHERS PER 4'-O" PANEL ACROSS THE FRONT AND 24' O.C. ALONG SIDES MIN 1' EMBEDMENT BEAM / HEADER PER TABLE 2 x 4 SELF- MATING UPRIGHT SNAP OR SELF -MATING BEAM SIZED PER TABLE SELF -MATING BEAM UPRIGHT ATTACHED TO BOTTOM RAIL W/ MIN. 2) #10 x 1-1/2" S.M.S. IN SCREW BOSSES EACH SIDE OR UPRIGHT SCALE: 2' = 1'-0" TYPICAL S.M.B. UPRIGHT DETAIL SCALE: 3" = V-17 RISER PANELS ATTACHED W/ 3) EACH #8 x 1/2" LONG S.M.S PER 12" PANEL W/ 314" ALUMINUM PAN WASHER HEADER ATTACHED TO POST WITH (2) # 10 S.M.S. IN SCREW BOSSES EACH SIDE GIRT ATTACHED TO POST WITH (4) # 10 x 1-1/2"S.M.S. INTO SCREW BOSSES 1" x 2" OR 1" x 3" OPEN BACK BOTTOM RAIL ANCHOR 1" x 2" PLATE TO CONCRETE W/ 1/4"x2-1/2" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND 24" O.C. MAX. WHEN FASTENING TO ALUMINUM USE TRUFAST HO x t' + 314") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D'; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" CAULK ALL EXPOSED SCREW HEADS & WASHERS FOR COMPOSITE ROOFS: 10 x (t + 1/2") S.M.S: W/ 1-114"0 FENDER WASHERS @ 12" O.C. (LENGTH = PANEL THICKNESS+ 1") @ ROOF BEARING ELEMENT SHOWN) AND 24" O.C. @ NON -BEARING ELEMENTLStDE SCALE: 2" = V-17 POR PAN ROOFS: 3) EACH #8 x 1/2" LONG S.M.S. PER 12" PANEL W/ 3/4• ALUMINUM PAN WASHER ROOF PANEL PER TABLES SECTION 7) SUPPORTING BEAM PER TABLES) SELECT PANEL DEPTH ALUMINUM SKIN FROM TABLES E.P.S. CORE w SIDE CONNECTIONS VARY o II ( DO NOT AFFECT SPANS) 0' •• 48.0 COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2" = V-17 Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) Wind Open Structures MonoSlo ed Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang, Cantilever Zone MPH 182 s anlload' I 3 s anfload• 4 span/1 d• 1&2 s aMoad• 3 s ennoad' 4 s anlload• 1&2 s Moad' 3 s an8oad• 4 s aMoad• All Roofs 100 15'-4' 13 1T-2' 13 16'-7' 13 11-5 23 1 •-9' 23 17.4' 23 10' 27 11'- 11'-5' 127 4' 45 110 1 17 16'S 14 16'-1 14 1 -11' 25 77-3- z5 11'-1 . 25 9'-2 36 1 •-10 36 10•-6' 32 3•-B• 55 120 1 -2' 0 115'' 17 13'-2' 20 9'{' 33 11'-2' 30 10'-1 30 e'-4 43 9'-a' 39 9'-0' 4 3'S' 65 123 11'41' 21 13'4' 21 12 27 J''-10 9 35 1 -11' 3 TO'- 32 8-2 45 9'-1' 41 8' 3'4' 69 130 17'4' 23 17-0 77-3 TT C9 39 1 -a' 35 97 39 r-a 51 8'-7- 45 B'-3' 51 A" 77 140.1 10'-6' 27 11'-9' 27 11'-5' 27 8'-1' 46 9'-0- 46 8'-9" 46 7'-8' S1 B'-7' 45 8'-3' 51 2'-11' 89 140-2 10'-6' 27 11'-9' 27 17'-5' 27 8'-1' 46 9'-0' 46 8'-9' 46 7'-2' S9 7'-11' 53 T-8' 59 2-_1 1" 89 150 1 9'-2- 36 10'-11' 32 10'-7' 32 1 7'-7' 52 8'-6' 52 1 8'-2' S2 6'-B' 68 T-5' 60 7-2" 68 2.9- 102 wind Open Mono Structures Sloped Roof Screen RDome Attached Covers lass odular Rooms Enclosed Overhang Cantilever Zone MPH 1&2 s anlload• 3 Penn oad• 4 s .Moad• 1&2 span/load' 3 s ann & 4 s annoad' 182 s antload• 3 spa 4 s Moad' All Roofs 100 18'- 13 W-4 13 19'-T 13 13'-0 23 16'-r 20 15-0' 20 ITS' 27 15'-1 23 13'S 27 4'-0' 45 110 77'-8- 14 19'-9' 14 1 '-1 14 1Z-11 25 15'-10 21 15'J' 21 11'S' 32 12'-10' 132 12-5' 32 4'-0' 55 120 15'-11 17 17'-1 W 17 17-3' 17 17'-10' 30 13'- 30 1 -9' 30 10'-5- 39 11'-T 9 11-3' 3 4'-0 65 12 15'S' 17 1T' 17 1 'A 17 11'-T 77-11 32 17-6 32 9'-7' 45 71'-4' 41 10'-11 47 4'-0 69 130 13'-5' 2 16'-5' 2[I 15'-1 20 10'-11' S 17-3 35 17-1 35 9-1 51 10'-10' 45 l(YT 45 6• 77 140-1 17-6' 7 15'-3' 23 IT-6- 27 9'-7- 46 11'-5- 40 11'-1' 46 9'-1' 51 10'-10' 45 10'-5' 45 T-5- 89 140-2 17S' 27 15'S' 23 13'-6' 27 9'-7' 46 11'-5' 40 17'-1' 40 8'S' 59 9'S' 159 9--1. 59 3'-5' 89 150 11'-T 32 17-11' 32 17-6' 32---8'-W 52 1 10'S" 46 10'-4- 46 T-10- 68 8'-9' 168 8'-6- 68 3'J• 102 Wind Open Structures Mono —Sloped Roof creep Rooms Attached Covers Enclosed Overhang Cantilever Zone MPH 1&2 s anlload• 3 s annoad' 4 s anlload• 1&2 s aMoad' 3 s anlioad• 4 s nlload' 1 s aMoad• s enlload' 4 s Moad• All Roofs 100 17'-9- 13 19'-10- 13 19'-2- 13 14'.2" 23 15'-10' 20 15'-0' 120 13'-2- 27 W-9" 27 14'-0' 27 4'-0 45 11 1TJ- 14 19 ' 14 18'-7 14 13'-10' 5 15'-5" 21 14-11 2 17'-r 32 13'-7- 32 13'-V 32 4'-0 55 120 15'-7- 17 1T-5- 17 16'-1 17 17-8 30 14-' 13'-8' 30 10'- 43 17.6 39 0'-11 39 4'-0' 65 123 75'- 17 16-11' 1 16'-5 77 17.4 32 13'-1 ' 32 13'-0' 32 9'-11 45 11'-1' 47 10'-8' 41 4' 69 130 14'-4' 23 16' 15'-6" W 10'-8' 5 1 '- 35 12'-8 35 9'- " 51 10'S• 45 11 -2' 51 3'-11 77 140-1 13'-4' TT 14'-11' 27 14'S' IT 10'-0- 46 W-2' W 10'-10' 40 9'-5 51 70'S' 45 Tir-2- 51 3.-4- 1i9 140-2 13'4" 27 14'-11' 27 14'3' 27 0'-0' 46 11'.2- 40 10'-10' 40 8'S' 59 9'-T 59 9'S 59 T' 4" 89 150 17.6- 32 14' 32 13'S• 32 9'-4- 52 10'-5' 48 10--1' 52 8'-2- 68 9'-r 68 8'-10" 68 3'-r 102 wind pen Structures Mono-Stoped Roof Attached Covers Gilass & Modular ooms Enclosed Overhang Cantilever Zone MPH 1&2 s anlload• 3 s annoad• 4 s aneoad• 1& 2 s annoad' 3 s annoad' 4 s Moad' 1& 2 s aMoad' 3 s an8oad• 4 s Moad• All Roofs 100 20S 13 27-10' 1 1' 13 16'-4 20 18'- ' 20. 1T-8' 20 15-T 23 17'-0' 23 16-5' 2 4' 45 110 W-1V 14 2Z-3' 14 21' 14 15-11' 21 1T-10' 1T-3- 21 12-11 32 15'-2' 27 4-0 55 1 0 1 -71 1 20'-1 1 19'S 77 13'-4' 16'-0 25 75-9' 11-8' 39 77 39 4' 65 123 1 17 19'-7' 1 18'-11 17 13-0' 32 15-11 26 15'-5 26 11'-5 41 17-4' 41 4-0 69130 16'S' 20 18'-6 20 7T10' 20 1 -4 35 15'-r 29 13'-0" 35 10'-11' 45 q 11'-9' 45 4'-0 77140.115'-5' 23 17'-3" 23 16'-8- 23 11--T 40 17-11" 40 17.6' 40 10'-11' 4511'-9- 45 4'-0' 89140-25'-5' 23 1T3' 23 16'-8' 23 11'-T 40 17-11' 40 17.8' 40 9'-6' 5910'-10' 53 4'-0' 89150 13'-0' 32 16 T 26 15'-7- 26 TO-9- 46 17-0- 461177 46 8'-10' 68 9'.7' 68 3'-7' 102 Note: Total roof panel width = room wham +wan vnatn +avemang. -uesgn or appnca roan Dawn on um aue — u, um Pw'm Q U W Z Q U) UZ O 0O H W W O= O WWZ LL0_ Ix W0 w M F- U Z UIL a O LL I- Q O O fn rWOF- W Z Z (= LL gU 5 W J U) Q rc 06 0 aQ J zo rr 313 Sg z O Ww o N z in z F- w z m w ui 2 w J U a z a W M g a o LLO aZ 0 ° U rnN Og Z o wn. m a o ow LL o F N 0 O H2 t- CD 10 CD `q CD rn a m LL W LL O w FZ F2 ai # W Ls 0 wli W LuLL3 o v m a z Lu Lu pC a) Z) o A 0 p O wcm m _ n W '5 o w m mO O C m C wmL m O F W Z N J Z0 Z cw O LL N0 a Om{ O O. rn a S LU `. E HEET cOi zz Z Wa w 17Cw z z to08-12 i0 qF MANUFACTURERS PROPRIETARY PRODUCTS 0o SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE v ch 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" = V-0" Lawrence E. Bennett & L/180 Table72 ite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads* (#/SF) i an ,. y ^ ^^. Proprietary• Products: Statewide Product Approval SFL SSOD & FL 7561 Ind n fractures Mon oof Attached ovens lass 8 Modular ooms ne os erhang Zone PH 1&2 s anlload• 3 a nnoed' 4 s anfload• 182 3 s Moad• 4 s annood' 1&2 a Moad' 3 spa nlload' 4 span/load' Cantilever 1 0- 18'-1 13 21'-1' 13 20'S' 13 15' 16'-10 20 16 S' 20 12'-11 2 15' 15'- 23 4'-0' 45 1 14 14 1 -10' 14 S 1 S' 21 15'-11' 21 11'-11 32 13'-4' 32 12'-10' 32 4.0' 55 1 1 -T 17 1W. 17 1 -11 1 30 15-1' 25 13'3 10'-9- 39 1 -1' 39 11-8 39 4' .0. 65 16'-2' 1 1' 17 1 -Y 17- 1 -0' 32 13'- - 32 17-11- 32 10'-T 41 11'-10' 41 11'-5' 41 41-0' 69 130 15'-3' 20 1 -1 20 16'S' 20 11'-5- 35 12'-9' 35 12'-0' 9'-5' 51 1 11'-0' 45 10'-10' 45 T-10' 77 1404 12'-11- 27 15'•11' 23 1&-4' 23 10'-0' 40 11'-11' 40 17'S' 40 9' S1 11'3' 45 10'-10' 45 T-T 89 140.2 12--11- 27 15'•11' 23 15'-4' 23 10'-0' 40 11'-11- 40 17'S' 40 8'4 59 10'4' 53 9•S• 59 3'- 89 12'-0• 3 IV-5 32 1 -11" 32 0 5 11'-1•• 46 1 -9 46 8'- 68 1 ir-z-8'-10' 68 31' 102 Wind Open Structures Mono -Sloped oof reen Rooms Attached overs lass Modular ooms ne os orhangZone PH 1112 spannoad' 3 spanJAoad' 4 s Moad• 182 s Moad' 3 s anlload• 4 s Moad' 1t. 2 s Moad' 3 s onnoad• 4 span/ toad' Cantilever 1 13 24 13 23'-11' 13 1T-8 20 1 -9' 20 19-1 20 16S 23 18-5' 23 17'-1 ' 23 4'-0' 45 110 21'S 14 24'-1 14 233 1 1 3' 1 19'3' 121 1 -8- 21 153 27 1 -0' 27 76.5' 27 4'-0' 55 120 1 Fir 17 21'-9 1 21-0' 17 1 '-10' 25 1r-8 26 ir-11 25 1 -8 39 75'- 3 4'-0' 65 123 18'-11- 17 21'- 1 S' 1 15S' 26 1r3 26 164' 26 1 S 41 16-2' 34 4-0' 69 0 1T-11' 26 20' f 26 19'4' 26 1T4' 35 1 '-5' 15'-10' 11'-9' 45 45 4' 77 140- 1 16'$' 23 18'-0' 23 18'-0' 23 12'S' 40 15'-2' 34 13'-W 40 11'-9' 45 13- 2 13'- 2' 45B9 q24140-2 16'-' 23 18'-W 23 18'-W 23 12'S' 40 15'-2' 34 13'S' 40 10'-10' 53 12'- ' 53 4'-0' 89 1 1 '-8- 26 1 S' 26 16'-11- 26 11'3' 46 13'-0' 46 12- 46 9'- ' 68 11 S' 60 S-11' 102 Ind n Structures o oof Screen ooms Attae a ovens ass Modular Rooms closed erhang Zone MPH 1 Moad• 3 s Moad' 4 s Moad• 1& 2 s Moad• 3 s Moad• 4 s Moad' 1 s Moad•R13- 3 ad• 4 s Moad' Cantilever 100 0' 13 23- 13 224' 13 1 'S' 20 18'S' 20 1T-1 15-5 2323 16'-8 4' 45 110 20-1 14 22 14 1- 14 16 -Y 21 1 -0 21 1 TS' 21 1 -1 32 2 154 2 4'-0 55 120 1 '- 1 20'4 17 1 3 17 13'S 30 16'S 5 15'-11' 25 11-1 3939 12-0' 3 4 65123 1T- 17 1 -1 1 1 • '• 17 1 - 2 16- 2 15'- 26 11-7 41 41 12'-6' 41 41 16'-9' 20 18'-9' 20 18'-1' 20 12'S- 15'4'2913'S' 1.47 4545 11'-11' 4 4'-0'40- 1 15'-T 23 1TS' 23 16'10' 23 11'-B' 13'1' 4012'8' 40 11'-0' 4545 11'-11' 4 3'-11' 89 140- 2 15'-T 23 17'S' 23 16'-10' 23 11'4r 40 13'-1' 40 12'-8' 40 T-7•5953 10'-11' 3 11- 89150 1W-2- 32 1W4- 26 15'-10- 26 10'-11- 46 17-2- 46 11'-9- 46 8'-11- 68 60 10'4' 60 3'-8- 102 Wind en StructuresM lo oof an Rooms Attached Covens lass Moduar ooms ne Geed erhang Zone MPH 1112 a aMoad' 34 s an/load' s Moad• 1 s ann0ad' 3 s Moad• 4 s nnoad' 1 s annoad'ad' 4 s Moad' Cantilever 1 23'-10' 13 26' 1 25'-9' 13 19'-l' 20 214- 20 20'- 20 17'-9' 2323 19'-Y 23 4'-0' 45 11 23-27 14 25-11 14 25-1' 14 18- 21 20'-9 21 20•-1 21 lW-5 2 27 1r-9 27 4-0' S5 120 20'-11' 17 23S 1 8 17 1T-0' 25 1 -1 25 18S 25 15'-1 3 013'-1' 32 16'3 32 4-0 65 12 20S 77 1 1 1 17 163' 26 1 - 26 1 - 1" 26 134 4134 15'-1 34 4'-0 69 130 19'4' 20 21'- 20 10' 1 '-10 29 1T 29 1 -1' 17-8 4538 13'-9 4 140- 1 -11- 23 20'-1- 23 19' 23 1T-W 40 16'4' 34 15'-9' 34 12 4538 13'-9' 140- 2 1 -11' 23 20'-1- 23 19'S' 23 V-13" 40 16'4- 34 15'-9' 34 11'-8' 5353 1Z-W150 16'-10' 26 18'-10' 26 18'3' 26 12-T 6 60 11'-11' 60 4'-0' 102 Note: Total roof panel width = room width +wall width + overhang. *Design or applied load based on the affective area of tha panel Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#ISF) Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 n n"A• 0-1. Al—T.— Annv - N-1d . u,c o n raS Cnm Rnncrry P— Win an wetures Mon to Roo creen Rooms & Anse overe WesModular Rooms Enclosed erhang Zone MPH 1 s nlload• 3 spantloa& 4 spa d* 1 s annoad' 3 s annoad' 4 s aMoad' 182 s nnoad' 3 span/ load' 4 s annoad' Cantilever 100 20'- 110 20-1 14 22S' 21-8- 14 16'-1 21 1 -W 21 1 S 1 13-1 15-11 2 154' 2 4-0 55 1 1 B'-2' 1 20'4' 1 19'3 17 16'S 25 15'-11' 25 11 -10' 3 1 -3 9 1 - ' 4 65 123 lr-8' 17 1 - 1 19-1 1 16'-1' 26 75'-T 2611'-T 4117S 41 4-0 69 130 169' 2 1 -8 1'-1' 2015' 413'-6W3 V 29 1 'S' 71'-0' 4 12'-4' 4 1171 4 4. T 77 140- 1 15'-T 23 1r-5' 2316'-10' 2 13'-1' 4 12'-T 40 11'-0' 45 72'-4' 45 17'-11' 45 T-11' 89 1402 15'- 23 1TS' 23 16'-10- 2313'-1" 40 12•-T 4eW-T 59 11'-0• 53 70'-11' S3 3'-11' 8150 13'•2' 3 16'4' 26 15'-9' 26 1T-2' 46 71'-9' 46 8'-11' 68 10'-8' 60 10'-4• 60 3'S' 102 Win n fractures on 1ope 00 croon Gems ttached overs lass ulor ooms losed Overhang Zone MPH 1 s annoad• 3 s anlload' 4 s annoad' 1 s Moad' s anlload• 4 s annoad'oad' s annoad' s aniload'100 24'-3 13 1' 13 26'-2' 1 19'4 20 21'3' 20 20'-11' 20110 23- 14 264' 14 25S 14 18'-11 21 21-2' 21 20'S' 2127 18'3' 27 18 27 4-0 55 120 21'-4' 1 23•-1 17 234r 17 1 4 25 1 -4- 25 18'- 2532 1T-1 32 16'S' 3 4'-0 65123 20•-9' 1 3' 17 22S 17 16'-11 2 1&-11 26 183 2641 j16'-8 34 16'-1 34 V-0 69130 192021-11 20 21-2' 20 16'-1' 29 1T-11 29 1 4- 45 15'-8 38 15•-2 38 4•-0 77140- 18-3 23 23 19-9' 23 40 16'-7' 34 16-1' 34 45 15-8' 38 1&-2 38 4'-0' 89140-218'-3 2 20'S' 23 19'-9' 23 13' 4 16'- 34 16'-1" 34 S3 13'4' S3 12'-10' S3 4'-0'8150 tr-2' 26 1W.2 26 18'S' 26 17-9' 46 15'S• 39 13'-10' 4660 12'S' 60 IZ-1' 51 4'-0' 102 Wind n fractures Mono to Roof Screen Rooms 8 Attached ovens lass 8 Modular Rooms Enclosed Overhang Zone MPH 1& 2 s annoad' 3 s n/load' 4 s annoad' 1 annoad• 1 3 s aMoad'R163 4 ad' 1 s annoad' s annoad• 4 s niload' Cantilever 1 22'3 13 254' 13 24S 13 18-1' 20 2020 16'-11 23 18'-11 23 18'3' 23 4-0 45 110 22'-0' 14 24.8' 14 23-10• 14 1rS• 21 1 -9 2121 15'- 27 1T5- 27 16'-10' 27 4'-0 55 120 19'-11' 17 3' 17 21 S' 1 16'-' 25 18-1 2525 1 -11 39 16' 32 15'S 32 4-0 65 1 19'-5' 17 21.8' 1 71 1 15'-10 26 1 -8 2626 1 -6" 41 15'- 34 15'-1 34 4'-0 69 130 18'4' 20 20'S' 20 19'-10' 75'-0 29 76'-10' 2929 1 -1 45 13S 13'-0 45 4'-0 7140-177'-1• 23 19'-7 23 1 -5 2 12'-16 15 3434 1Z'-1- 45 13S' 45 13-0 45 4'-0 89 140• 7T-1' 23 19'-1' 23 19'-5' 23 12'-10' 40 15'1'i' 3434 11'-1' 53 1T-5' 53 1;150 16'-0' 26 1T-11- 2 1r4- 26 11'-11" 46 13'-4' 48 Wind n W ctures Mon 1 Roof Screen Rooms &Attached ovens Wss 8 Modular Rooms nclosed arhang Zone MPH 1& 2 s annoad• spa nlload* s nlload' s anlbad• s Moad' 4 s anlload' 1& 2 s nnoad• 4 s Moad' Cantilever 20. 10 11 25'-5 14 28•S' 14 2 -5' 14 20'4 21 22'-9' 21 22-0'1 11' 2 2 19'S 27 4'-0 1 0 27-11' 1 2S-8 17 24'-1 ' 17 19-8 25 10' 25 20'- 25 16'S' 3232 ospanfload' 77-1 32 4'-0 65 1 224 1 25'-0 1 2a•-2' 1 18'3 2 2W-T 26 1 4r 26 16•-r 34 34 1 4• 34 a•-0 69 130 212' 20 23'3 20 ZZ'-1 2D 1T4' 29 19'S' 2 18'-9" 29 15'-2' 38 16'4 38 4-0 77 140. 1 1 -0' 23 1-11 23 21'-' 2 16'-0 34 1T-1' 34 1T3' 34 15'-2' 38 38 16'4 4'-0 89 21- 11 23 21- ' 23 16-0 1T-11' 34 1T3 34 12-10' 44 15'- 44 4-0' B9 150 18'S' 26 20'-8' 26 19'-11' 26 13'-9' 46 16'S' 39 16'-Y 39 12-1' 60 se 13'-0' 60 4'-0' 702 Note: Total roof panel width =room width +wan width + overhang. 'Design or applied load based on the affective area of the panel J QU3 Z Of CO Q U) U ZOO O N ZF- LUUJ d p W W fn LL LLJ CL- Q WZtlw0 LL O o Imo. Q O M U) T IX 0 F o g lit Z F- LL M W W J O0 Q 4 § c- C9 c4'jn N rnZ LL W LL W Z 6 # d w"M LL W O IL 1 v g O C j EL 0 C U M to m cc a W LLI y xmL m a m . JO V 0 m O ZC V a o N0w c mW F ZU ZWLO10 w SEAL a. OUSHEET JQ W U) 17D 9 18 08-12-2010 OF 5 0 SH3r 0 0 r a n0zZ z w W WzU' ZWZ WmO] MANUFACTURERS PROPRIETARY PRODUCTS 0o SET WITH DEGASEL 2000 OR EQUAL o CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE V- Cr) 48" 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL 7561 ELITE ALUMINUM CORPORATION ELITE PANEL SCALE: 2" = V-0" Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads• (#/SF) Manufacturers' Propdetary Products: Statewide Product Approval #FL 5500 & FL 7561 Winden fractures onoSl oofScreen Rooms Attached overs lass Modular ooms rznclose erhang no MPH 1&2 s ann¢ad• 3 s Moad' 4 s Moad• 1&2 a aMoad• 3 s annoad• 4 s aMoad• 1&2 s nnoad• 3 s Moad• 4 s Moad• Cantilever 100 25'-9• 13 28'-9- 13 2r-10- 13 20•-7• 20 2Y-11• 20 2Z-2* 20 19'-2• 23 21'-5' 23 110 25'-0• 14 2 -11' 14 2 -0- 14 20•-1' 21 2T-5' 21 21'-8' 21 tr-W 27 19'-9' 27 4'-(r1202Z-7- 1 25'-4' 17 24'-5• 1 18'S' 25 20'-7• 25 19'-10' 25 16'3• 32 18'-Y 32 4'-W 6512327-0' 1 24'-8' 17 23'-10' 1 1T-11' 26 20'-1- 26 19--5• 26 15'-10• 34 1r-8• 34 4 4'-0' 69 1 20'-10 20 3- 20 22'-6' 20 1 -1 29 19'-1 29 18' 29 13'-8' 4 16'-8' 368jix-853 4-0'- 1 19'-4• 23 21-8• 23 11 23 15' 9 341 34 13'-8" 45 1 -0 388 4-0• 89 14o- 194• 2 214r 1 23 15•9 34 1 - 34 1 -7 34 12'- 53 1 -6' 443 4-w 89 26 20'4' 26 19'-8 28 13'-7' 46 16'S' 39 15'-11 39 11'-1 13'3• 60 0 4'-0 102 Ind en truetures Me oped oof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed arhang Zone MPH 182 a Moad• 3 s annoad• 4 sparninoad' 1&2 s annoad• 3 s nlbad• 4 s Moad• 1&2 s Moad• 3 a annoad• 4 s aMoad• Cantllever 100 8 13 33- . 13 3 -1• 13 23'-8• 20 26'-6' 20 25'- 20 22'-1' 24'-8' 23 SAW 23 4-0 4 110 28'-10• 4 3Z-3' 14 31'-T 14 Y 21 25'-10• 21 24'-11' 21 20'-5' 27 10• 27 22'-0• 27 T:& 55 120 26•4• 1T 2T 1 287-Y 17 Ti =2 25 23'-8' 25 22'-11• 25 18'-9' 32 20'-11' 32 2w-r 32 4'-0• 65 123 25'-5• 17 28'S• 17 2 S• JT 20'-8' 26 23•-2• 26 2Z-4• 26 18'3- 34 20'-5• 34 19'-8' 34 T-0• 69 1 23'-11 20 26'-10' 20 25-11- 20 19'-8• 29 z2'-0' 29 21'3' 29 1 -2 38 19'3• 140-1 22'-4 z3 N 11- 23 24 2' 23 18-2 34 4• 34 19'-8 34 1 - 1 -3' 88'- 38 T: 8 140- 2T-4 23 24-11 23 24Y 23 18-2 34 20'<' 34 19'-8 34 15'-11 44 1 -10 44 1 -3 44 TZ 89 1 2 6• 28 22'-0• 26 W 1• 39 18'-11 39 4' 18 3913' 60 16'- 51 1 -0• 51 4'-0 102 Wind n lruetures Mo 0o Screen Rome chad Covers lass Moduar ooms nelosed n9 Zone MPH 1& 2 s Moad• s anlload• 4 s Moad• 182 s Moad• 3 s nnoad• 4 s anffload• 1&2 s Moad• 3 annoad• 4 s Moad• Cantilever 1 11' 13 33'-6• 13 3TS• 1 23-11• 20 26'-9• 25'-11• 20 2Z-4• 23 24'-11 23 24'-2• 23 4'-0' 45 11 29•- Y 14 32'- 14 31'S• 14 4• 21 26'-Y 21 25'3' 21 20'-T 27 23--1' 2 2T3' 27 4'-0' 55 120 26'- 4• 1 29'S• 1 28•S• 17 21'-5' 25 23'-11• 23'-2- 25 18'-11' 32 1'-2 32 20'-5" 32 4'-0• 65 123 2 '- 8• 1 8'-9• 1 27'-9' 17 20'•11' 26 23'S' 26 27-7' 26 18' 34 20'-T 34 79'-11• 130 24' 3• 20 2r-1" 20 26 2 20 19'-11' 29 22'-3• 29 21'-6• 29 1 S• 38 19'S• 38 18'-9• 38 4'-0' 7 1 -1 27- 23 3' 23 24S' 23 184 34 20'S 34 19'-10' 34 1 S 38 19•S 38 18'-9 38 4 1 2 23 4'S• 3 184 34 20S 34 19'-10' 34 16'-2 44 16'-7' 44 1 S 44 4-0 69 21'-3' 26 23'- 26 27-11' 26 1 -Y 39 19'-2' 39 18 S' 1 -10• 60 16'- • 51 16'-Y 51 4 102 Wind n fractures on I ed oof cresn ooms 8 Attached Covers lass u ar Dome nc osed erhang Zane MPH 1 s nAoad' s annoad• 4 s Moad• 182 s annoad' 3 s Moad' 4 s annoad' 1&2 s annoad• 3 s Moad• 4 s annoad• Cantilever 100 34- T 13 38'-8' 13 3TS 1 T-0' 20it 29-10• 25- 23 10' 23 2T-10' 23 4'-0 45 110 33'- 8' 14 3r-7 14 36-4 1 26'-11 21 21 2 - 21 3'A• 27 2 '- 7 25'-W 2 4' 55 12 30' S• 17 34'-0' 11 3F-10' 1 24'-9- 25 2 -8- 25 26'-8• 2 21'-10- 32 23'-7- 4'-0• 65 123 29'- T 17 33'-1' 117 3Z-0'-Y 28 26'-11• 26 26'-1' 26 21'-3• 34 22'-11' 34 4-0• 69130 2r-'31'3• 20 30'3' 20 22'-11• 29 25'-8• 29 24'-9• 29 20'-1' 38 q223 21'8• 38 4-W 77 140.1 26--1• 23 29'-1' 23 28'-Y 23 21'-Y 34 23-0' 34 22'-11• 34 20'-1" 38 21'-8' 38 4-W1 26-1238- 23 21'-2 34 23'-8• 34 11• 34 18'-8 44 1 44 4'-0• 89 160 24 S• 26 2 -4• 26' 1' 39 21 ' 39 1 -4' 51 18'-0 51 4'-0' 102 Note: Total roof panel Width =room width + wall width + overhang. -Design or applied load based on Me 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. 2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads* (#/SF) Manufacturer' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 6" x 48• x 0.024• Panels Aluminum Allov, 3105 H-14 or H-25 2.0 EPS Core Densitv Foam Wind n Structures MonoSlo d Roof reen Rooms 8 Attached Covers lass 8 Modular Rooms Enclosed erhang Zone PH 1 s an/ load• 3 s annoad• 4 s Moad• 1 a Moad• s Moad• 4 s annoad' 1 s aniload• spannoacr 4 s offload• Can or 1 8- Y 13 1 13 5 13 22'S 20 25'- 20 24'-4 20 20'-11' 23 23'S' 23 2Y-0' 234 45 110 2S' 14 14 29'- 14 21'-11 1 24- 21 2 '-9 21 19'4 2 21'-0' 2 20'-11' 120 24- 9• 17 2 -8• 17 26'-9' 17 20'-2' 25 2Z-6 25 21 -9• 25 tr-10' 32 1 -11' 32 19'J' 2 4-0 65 1 24'- 2 1 2'-it• 17 26-1• 17 19-0 26 21'-11' 2 21'-0 2 1 -4• 34 1 -0• 34 1 -8• 34 4-0 69 1 22'- 10 20 5S 24'-8' 20 18'-8' 29 0'-11' 29 20'- 16'-0' 1 -0 1r-8' 38 4-0 77 14 . 213 2 23- ' 23 27-11' 23 1T3' 34 19'-4' 34 18'-8 34 16-4' 38 18'-3 tr-8' 4-0' 89 140- 13 2 2 -9• 23 22'-11' 234 1r3' 34 19'4• 34 1 '-8 34 15'- - 44 16'-11 ba 16-5• 44 a'-0• 69 156 19'- 11' 26 2Z-3• 26 21'-6• 16'-1• 39 18'-0• 39 17'- 3 12'-11' 60 15'-9' 51 15'-0' S1 4'-0• 10 Wind n Structures Mo ed Roof Screen Rooms Altaeh¢d overs lass Modular Rooms ncbsed erhang Zon¢ 182 3 4 182 3 4 182 3 4 Cantllever MPH s annoad• s annoad• s Moad' s Moad• s Moad• s annoad• spa Moad• s annoad' s Moad• IDO i 34'- 13 38'-8 13 3 S• 13 2 -8• 20 30'-11• 20 29'-10' 20 9' 23 28'-70' 23 27'-10 23 4' 4 110 14 3 - 14 30'4• 14 11 2 29•- 21 23'-9• 2 26'- • 2 25'-0' 2 4-0 120 30'- 1 34-0 1 3 -10 1 24-9 26'-8' 25 21 -10' 32 24'-5 23-T 32 4-0 1 2 - 1 33'-1• 17 32-0' 17 W-2• 26 1 2 21 -3' 34 23'- 34 11 4 69 1 2 - 11 20 31'3' 20 20 22-11 29 W-W3424'-9 29 20'-1• 38 27S 38 21'-8' 38 O 77 1404 26- 1 29'-1' 23 28'-Y 21-2' 22'-11 34 20'-1' 38 27S 21'-8 38 4-0 89 140.2 6'-1 23 29'-1 23 2'- 23 1-2' 34 11 34 18-8• 44 20-10 44 1• 44150 24'S266231'-5 39 1T-4 51 1 -0 51 1 -8' S1 4-0 102 Note: Total roof panel width = mom width +wall width + overhang. *Design or applied bad based on the affective area of the panel J U) O C1 Z re co Q Z) U) o N V U) Z Q 0 O O H W fA Z D• w W W J a CL W W Z U) IY Z Z D- CD W O V U LL w o U5 0 V U) , cc 0 o wogw m Zt—LL J C 90 W W o J J t` Q o N L0CID J 0: rN> z LL W LL W pm x C @ WCL WOLLa; EL OO u. J m EL C I- T 0....11 0) O Z3 mco m W rd o OF CD Jm U _ Cj m Z U 11 K 3 W Z mJ H Z z LL i•! . W S / L/' n. O SHEET U aJ WW 17E 08- 12-20 0 1 OF 10 D D H CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF SPAN PER TABLES) FOR FASTENING COMPOSITE PANEL TO ALUMINUM USE TRUFAST HD x ("C + 314") AT 8" O.C.-FOR%UP TO 130 MPH WIND SPEED'D" EXPOSURE; 6" O.C. ABOVE 130 M TO•A 4`50'MPH WIND Sp POS E A/C11l C A/1 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 SCALE: 2" =1'-0' 1 x 1_ ;y i 8 x 1/2" WASHER HEADED CORROSIVE RESISTANT SCREWS @ 8" O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER COMPOSITE ROOF: 8 x "t" +1/Y LAG SCREWS W/ 1-1/4"0 FENDER WASHERS @ 8" O.C. THRU PANEL INTO 2 x 2 I) w A U II II RRAIFSiTINGERS TRUSSES OR II A B u II B II HOST STRUCTURE II u— II FASCIA OF HOST STRUCTURE Z O wII 2" x _ RIDGE OR ROOF BEAM 0 SEE TABLES) 0 SCREEN OR GLASS ROOM Li L— WALL (SEE TABLES) PROVIDE SUPPORTS AS REOUIRED W / VARIES ROOF MEMBER, RIDGE BEAM, FRON71NDIVIDUAL SIDE WALL TOP RAIL SPANS ARE FOUND IN THE TABLES UNDER THE LOAD WIDTH FOR EJOB SCREEN - OR SOLID WALL ROOMONNECTIONPLAN VIEW crAl F• 1/A•= r 30# FELT UNDERLAYMENT W/ TX Tx 0.044" HOLLOW EXT. 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT 5/ 16"0 x 4" LONG (MIN.) LAG AGAINST EXISTING ROOF SCREW FOR 1-1/2" 0.024' FLASHING UNDER EMBEDMENT ( MIN.) INTO EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8 RAFTER OR TRUSS TAIL MIN. 1-1/2" PENETRATION CONVENTIONAL RAFTER OR 2 x 4 RIDGE RAKE RUNNER TRUSS TAIL TRIM TO FIT ROOF MIN. I- @ INSIDE FACE EXISTING RAFTER OR FASTEN W/ (2) 98 x 3" DECK SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS BEAM ( SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF 12 Q 6 SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4" =1'-0" RIDGE BEAM 2" x 6" FOLLOWS ROOF SLOPE A - A - SECTION VIEW SCALE: 1/2" = T-O" B - B - ELEVATION VIEW SCALE: 1/2" =1'-0" ATTACH TO ROOF W/ RECEIVING CHANNEL AND 8) # 10 x 1' DECK SCREWS \ AND ( 8) #10 x 3/4" S.M.S. RIDGE BEAM 2" x 6" EXISTING 1/Y OR 7/16' SHEATHING t B - B - PLAN VIEW SCALE: 1/L" =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 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) RISER PANEL ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0' OR LESS PAN TO WOOD FRAME DETAIL FOR FASTENING TO WOOD SCALE: 2" = V-0" USE TRUFAST 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 d CAULK ALL EXPOSED SCREW m HEADS AND WASHERS m o z LL C am ti0 UNTREATED OR PRESSURE E d TREATED W/ VAPOR BARRIER w e m z_ Q m to 0 3 LL W a it 30 8g COMPOSITE PANEL UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2" = l'-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 S LAG SCREW MID WAY BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 SCALE: 2" = T-0" EXISTING FASCIA PLACE SUPER OR EXTRUDED EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE SEALANT 10 x 2" S.M.S. @ 12" O.C. 11T 0 SCH. 40 PVC FERRULE SEALANT 1)# 8x3/4"PERPANRIB - SL' OPE CAULK EXPOSED SCREW ONLY HEADS 3" PAN ROOF PANEL 1/ 4' x 8" LAG SCREW (1) PER EXTRUDED OR SUPER GUTTER (MIN. SLOPE 1/4' : 1') TRUSS / RAFTER TAIL AND 3" HEADER EXTRUSION 1/ 4" x 5" LAG SCREW MIDWAY FASTEN TO PANEL W/(3) BETWEEN RAFTER TAILS 8 x 112" S.M.S. EACH PANEL SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 SCALE: 2" =1'-0" J Q a2 EO - Q 0 O O' W US J o 0 Z O I- W ° 5 W I= Z Z U } O J Q Z N Z d w lL w c J Q O in CD 2 S2 I t-' of w C9 m1x 2U w d W O J q+ La, w C • m 0 N co j m m fJ] § n n m LLI fW7 L O OJ m C m a 00) z m co z z w wLL u r SEAL z W cO i SHEETul z zw loc w m M12-2010 OF 12 r f ya. Y GENERAL NOTES AND SPECIFICATIONS: 1. The Fastener tables were developed from data for anchors that are considered to be "Industry Standard' anchors. The allowable loads are based on data from catalogs from POWERS FASTENING, INC. (RAWL PRODUCTS), other anchor suppliers, and design criteria and reports from the American Forest and Paper Products and the American Plywood Association 2. Unless otherwise noted, the following minimum properties of materials were used in calculating allowed loadings: A. Aluminum; 1. Sheet, 3105 H-14 or H-25 alloy 2. Extrusions, 6063 T-6 alloy B. Concrete, Fe = 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 7/15" OSB - 3. 120 MPH wind load was used for all allowable area calculations. 4. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 5. Spans may be interpolated between values but not extrapolated outside values 6. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous pain(, or the wood or other absorbing material shall be painted With two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 7. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 8. Any structure within 1500 feet of a salt water area; (bay or ocean) shag have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 9. Any project Covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. SECTION 9 DESIGN STATEMENT: The anchor systems in the.Fastener section are designed for a 130 MPH wind load. Multipliers for other wind zones have been provided. Allowable loads include a 133% wind load increase as provided for in The 2007 Florida Building Code with` 2009 Supplements. The use of this multiplier is only allowed once and I have selected anchoring systems which include strapping, nails and other fasteners. Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,0DO psi Table 9.1 Allowable Loads for Concrete Anchors Scf ew Slza d - diameter Embedment Depth in.) h11n. Edge Dist 8 Anchor Spacing 5d (in.) Allowable Loads Tension Shear ZAMAC NAILIN (Drive Anchors) 114" 1-112" 1-1/a" 273# 236# 2- 1-114" 31fi# 235N TAPPER Concrete Screws 3116" 1-114" 15116" 288# 167# 13/4' 15116" 371# 259# 1/4" 1-114" 1-1/4" 427# 200# 1.314" 1-114" 544# 216# 318" 1-12" 1-9116" 511# 402# 1314" 3-318" 703# 455# POWER BOLT Expansion Bolt) 114" 2" 1-1/4" 624# 261# 5116- 3" 7/81-" 936# 751# 3/8" 3.12" 1.9/16" 1,575# 1,425# 12- 5- 2-12" 2,332# 2,220# POWER STUD (Wedge -Bob ®) 114" 23/4" 1-114" 812# 326# 3f8" 4-1/4" 1-7/8" 1,358# 921# 12" 1 6" 1 2-12" 2,271# 1,218# 518" 1 7" 1 2.114" 3,288# 2,202# Ala Bolt114" 2-1/2" 2-1/4" 878# 385# 318" it 3-12" 3-114" 1,705# 916# 12" 1 4" 33/4" 1,774# 1,095# Notes: 1. Concrete screws are limited to 2" embedment by manufacturers. 2 Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to rawl maybe substituted. 4. Anchors receiving bads perpendicular to the diameter are in tension. 5. Allowable bads are Increased by 1.00 for wind load. 6. Minimum edge distance and center to renter spacing shag be 5d. 7. Anchors receiving bads parallel to the diameter are shear bads. 8. Manufacturers recommended reductions for edge distance of 5d have been applied. Example: Determine the number of concrete anchors required for a pod enclosure by dividing the uplift load by the anchor allowed load. For a 2' x 6" beam with: spacing - T-0' O.C. allowed span = 2(Y-5" (Table 1.1) UPLIFT LOAD=12(BE:M SPAN) x BEAM 8 UPRIGHT SPACING NUMBER OF ANCHORS= 12(20.4Z)xTx10#/Sq.FL ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS= 714.70# =1.67 427# Therefore, use 2 anchors, one (1) on each side of upright. Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. Screw/Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness I'll (Ins.) 8 0.164" 122 139 153 200 228 255 to 0.190" 141 161 177 231 263 295 12 0210- 156 178 196 256 291 327 14 0250" 186 212 232 3D5 347 389 529 1/4" 0240" 179 203 223 292 333 374 508 5116" 0.3125" 232 265 291 381 433 486 661 318" 0.375" 279 317 349 457 520 584 793 112" 0.50" 373 423 455 609 693 779 1057 Allowable Shear Loads on Screws for Nominal Wall Thickness ('r) (Ibs.) Screw/Bolt Single Shear Size I Nd 0.044" 0.050" 1 0.055" 0.072" 1 0.082' 0.092" 0.125' 8 1 0.1"" 117 133 1 147 192 218 245 10 0.190" 136 164 170 222 253 284 912 0210" ISO 171 US 246 280 293 IM4 F250" 1 99 203 223 292 333 374 508 114" D.240" 172 195 214 281 320 358 487 5116" 0.3125" 223 254 279 366 416 1 467 634 31B" 0.375" 268 305 335 1 439 499 560 761 112- 0.50" 357 406 447 585 666 74 1 101571 Allowable Shear Loads on Screws for Nominal Wall Thickness rtJ (Ibs. Bolt Double Shear Size Nd D.044" 0.050"- 0.055" 1 0.072" 1 0.082" 0.092" 1 0A25" 114" 0.240" 343 390 429 561 639 717 974 5/16" 0.3125- 446 508 559 7321 a32 934 1269 318" 0.375" 536 610 670 678 998 1120 1522 12" 0.50" 1 714 812 894 1170 1 1332 1494 2030 Notes: 1. Screw goes through two sides of members. 2. Ali barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws of anchor specifications In drawings. 3. Minimum thickness of frame members Is 0.036" aluminum and 26 ga. steel. Allowable Load Coversion Multipliers for Edge Distances More Than 5d Edge Distance Multipliers Tension Shear Sri 1.00 1.00 6d 1.04 1.20 7d 1.08 IAA 8d 1.11 1.60 9d 1.14 1.80 led 1.18 2.00 1.21IF11d12d1- Table 9.5A Allowable Loads 8, Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures @ 27.42 #/SF Fastener diam. min. edge distance min. ctr. to ctr. M272r-,24.,,,4-,.6 No. of Fasteners I Roof Area S 1Ama 3 / Area 4 /Area 114" 12" 518" 08-106 4,362-158 5,819-212 5116" 316" 7/8" 98 -138 5,682 - 207 7,576 - 276 318" 3!4' 1" 44 -166 6.816-249 9,088-331 12" 1" 1-1/4" 60 - 221 9,090 - 332 12,120 - 442 Table 9.5B Allowable Loads 8 Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures @ 35.53 #/SF Fastener diam. min. edge distance min. err. to ctr. No. of Fasteners Roof Area SF 1 / Area 21 Area 3 / Area 4/ Area 114" I W 518" 1,454 - 41 2,908 - 82 4.362 -125 5.819 -164 5116" 318' 7/6" 1,894 - 53 3.788 -107 5,682 -160 7,576 - 213 318" 314" 1 1" 2,272 - 64 4,544 -128 6,816 -192 9.088 - 256 12" 1" 1-114" A 030.85 6,060 -171 9.090 - 256 12.120 - 341 Notes for Tables 9.5 A, B: 1. Tables 9.5 A 8 B are based on 3 second wind gusts at 120 MPH; Exposure'B"; 1-1.0. 2. Minimum spacing Is 2-12d O.C. for screws a bogs and 3d O.C. for rivals. 3- Minimum edge distance Is 2d for screws, bolls, and rivals. Allowable Load Conversions for Edge Distances More Than Sd Edge Distance AllowableMuUi Load firs Tension I Shear 12d 1.25 11d 1.21 10d 1.18 2.00 9d 1.14 1.80 8d 1.11 1.60 7d 1.08 1.40 6d 1.04 1.20 5d 1.00 1.00 Table 9.2 Wood 8, Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 # / SF) IFgrlwind Ranfnns nther than 120 MPH. Use Conversion Table at Bottom of this Rage) CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1/4"a 1" 264#-10 SF 5289-19 SF 792#-29 SF 1056#-39SF 1.1/2" 396#-14 SF 792#-29 SF 1188#-43 SF 15M#-58 SF 2-112" 660#-24 SF 1320#-48 SF 198W-72SF 264D#-96 SF 1' 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF 5116"e 1-112" 468#-17 SF 936#-34 SF 1404#-51 SF 1872#-68 SF 2-112" 76M-28 SF 1560#-57 SF 2340#-85 SF 31209-114 SF 3/8"o 1" 356#-13 SF 712#-26 SF 1068#-39SF 1424#-52 SF 1-12" 534# -19 SF 1068# - 39 SF 1602# - 58 SF 2136# - 78 SF 2-12" 89O# - 32 SF 1780# - 65 SF 2670# - 97 SF 3560# -130 SF CONNECTING TO: CONCRETE [Min. Z500 ps for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 TYPE OF FASTENER v "Quick Set" Condrete Screw Rawl Zamae Naliin or E uivalent 1/4"o 1-12" 273#-10SF 546#-20SF IIII -30SF 1092#-40 SF 2" 316#-12SF 632#-23SF I 948#-35SF 1 1264#-46 SF TYPE OF FASTENER Concrete Screw (Rawl Tapper or Equivalent) 3/16"0 1-1/4" 288#-11 SF 576#-21 SF SrA -32 SF 1152#-425F 1.314" 371#-14SF 742#-27SF 1113#-41 SF 1484#-54 SF 1/4"o 1-114" 365#-13 SF 730#-27SF 1095#.40 SF 1460#-53 SF 1314" 427#-165F B54#-31 SF 1281#-47 SF 1708#-62 SF 318"0 1.12" 511#-19 SF 1022#-37 SF 1533#-56 SF 2044#-75 SF 1314" 703#-26 SF I 14D6#-51 SF 2109#-T7 SF 2812#-103 SF TYPE OF FASTENER Expansion Bolts Rawl Power Bolt or Equivalent) 3/B"e 2-12" 0# 1157-57SF3 21 DO#-77 0--15 4#-153SF05#8 SF7#723-12- 230 SF 12"e 3" 1399# - 51 SF 12798# -102 SFJ 4197# -153 S 5596# - 204 S 5" 2332# - 85 SF 4664# -170 SF 6996# - 255 SFI 9328# - 340 SF Note: 1. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less than 5d where d is the anchor diameter. 2. Allowable roof areas are based on bads for Glass / Enclosed Rooms (MWFRS); I = 1.00. Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support WIND LOAD CONVERSION TABLE For Wind Zones/Regions other than 120 MPH Tables Shown), mulopty allowable loads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR too 26.6 1.01 110 28.8 1.01 120 27A 1.00 123 28.9 0.97 130 322 0.92 140-1 137.3 0.86 140.2 37.3 0,86 ISO 42.8 0.80 Screw 0 Metal to Plywood 12"4pl 518"4ply 314"4ply Shear tbs.) Pull Out Ibs.) Shear Ibs.) Pull Out Ibi . Shear lbs. Pull Out lbs. 8 93 48 113 59 134 71 10 100 55 120 69 141 78 12 118 71 131 7B 143 94 14 132 70 145 BB 157 105 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel , Rivet Diameter, Tension Ibs. Shear Tension Ibs. Shear 118" 129 176 210 325 5132" 187 263 340 490 3116' 262 375 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size wl Wind Zone Use Next Larger Size for "C" Exposures Maximum Screw / Anchor Size Max Size of Beam Upright Attachment Type Size Description To Wall 0 To Upright/ Bearn 0 2' x 4" x 0.044" Angle 1' x 1' x 0.045' 3/16" 10 2" x 4" x 0.044" Angle 1' x 1' x 1/16' 0.063' 3116' 12 2" x 5" x 0.072" U-channel 1.12' x 1-12' x 1-12' x 0.125' 12" 14 2" x 6' x 0.072' U-channel 10x 2-118' x 1" x 0.050" 5/16, 5116 2" x 9" x 0.072" Angle 1"x 1' x 1/8' (0.1257 3116" 12 2" x 10" x 0.072" Angle 1-1/2" x 1-12' 1/16-(0.062") 1/4' 12 2" x 7" x 0.072- Angle 1-1IT x 1-12' 3116"(0.188") 1/4' 14 2" x 10" x 0.072" Angle 1-12" x 1-12' va'(0.o627 114" 14 2" x7'x0.072' Angle 1-W x 13/4' x 1/8'(0.125) 1/4" 14 2" x 10" x 0.072" U-channel 13/4' x 13/4" x 13/4' x Ila' 3/8' 14 2" x 10" x 0.072' Angle 2' x 2" x 0.093" 3/8' 3/8' 2" x 10" x 0.072" Angle 2" x 2' x 1/8"(0.125") 5/16' 5116, 2" x10'x0.072" Angle 2' x 2' x 3/16'(0.313') 1/2 12' Note: 1. # of strews 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 wall attachment type - to wag of member thickness to determine angle or u channel and use next higher thickness for angle or u channel than the upright wall thickness. 3. Inside connections members shall be used whenever possible . i. e. Use In lieu of angles where possible. 4. The thicker of the two members a channel angle should be place on the Inside of the connection if possible. Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum AllowaLle - Load anh Attributable Roof Area for 120 MPH wind Zone (35.53 # 1 SF) F- Wind Regions other than 120 MPH. Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1/ 4"o 1" 264#-7SF 528#-15 SF 792#-22 SF 1056#-305F 1- 1/2" 396#-11 SF 7929-22 SF 1188#-33 SF 1584#-45SF 2- 1/2" 660#-19 SF 132D#-37 SF 1980#-56 SF 264D#-74 SF 1" 312#-9SF 624#-18 SF 936#-26 SF 1248#-35SF 5116" 0 1-112- 468#-13 SF 936#-26 SF 1404#-40 SF 1872#-53 SF 2- 12" 780#- 22 SF 1560# - 44 SF 2340# - 66 SF 312M - 88 SF 1" tOSF 71628#S 0682##-30 SF 142346##--4600 SF 5SF0 16- 45SF 213/B"o SF2-112" 89D#- 25 SF 170N-50 SF I 2670#-75 SF 3560#-t00 SF CONNECTING TO: CONCRETE In. $500 Psq for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment 1 Number of Fasteners 1 2 3 4 PE OF FASTENER Quick Set" Concrete Screw Rawl Zamac Naliin or Equivalent 1/4"o 1-12" 233#-8SF 466#-17SF 699#-25SF 932#-34SF 2" 270#-10SF I 54D#-20SF 1 810#-30 SF I 1080#-399F PE OF FASTENER Concrete Screw Rawl Tapper or Equivalent 3/16"e 1-112" 246#-7SF 1 492#-14 SF 1 738#-21 SF 1 984#-28 SF 1314" 317#-9SF I 634#-18SF 951#-27SF 1268#-36 SF 114"o 1- 112" 365#-10 SF 730#-21 SF 1D95#-31 SF 1460#-41 SF 13/4" 465#- 13SF 930#-R SF 1395#-39SF 1860#-52 SF 318"o 1- 112- 437#-12 SF 874#-258F 1311#-37 SF 1748#-49 SF 1314" 601#-17 SF 1202#-34 SF 1803#-51 SF 2404#-68 SF PE OF FASTENER - Expansion Bolts Rawl Power Bolt or Equivalent 316"e 2- 12" 1205#- 34 SF 136 SF 303#-37SF 266- 73SF 1X-110SF452-147SF 1312 72"e3" 1806951SF 3612#-102SF 5418#-152SF 7224#-203SF 5" I 1993#- 56SF 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 than Sd where d Is the anchor diameter. 2 Allowable loads have been Increased by 1.33 for wind bading. 3. Allowable roof areas are based on loads for Glass / Partially Enclosed Rooms (MWFRS) 1-1.00 WIND LOAD CONVERSION TABLE: For VIM Zones/ Regions other than 120 MPH Tables Shown), multiply allowable bads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 25 1. 22 110 30 1. 11 120 35 1. 03 123 37 1. 00 130 42 0. 94 140-182 48 098 150 56 0. 81 Table 9.9 Minimum Anchor Size for Extrusions Wall Connection Extrusions Wall Metal Upright Concrete I Wood 2" x 10" 114" 14 1/4' 1/4" 2" x 9" 114" 14 114- 114- 2" x 8" 114" 12 1/4' 12 2" x 7" 3/16" 10 3116" NO 2- x 6" or lass 3116' 8 3116- 8 Note: r Wall, beam and upright minimum anchor sizes shag be used for super gutter connections. Table 9. 10 Alternative Anchor Selection Factors for Anchor / Screw Sizes Metal to Metal Anchor Size 8 10 12 14' 5116" 318" 8 1.00 0.80 0.58 0.46 027 021 10 0.80 1.00 0.72 0.57 0.33 026 12 0.58 0.72 1.00 0.78 OAS 0.36 14 0.46 0.57 0.78 1.00 0.59 0.46 5116" 0.27 0.33 0.46 0.59 1.00 0.79 318' 021 0. 26 0.36 0.58 0.79 1.00 Alternative Anchor Selection Factors for Anchor Screw Sizes Concrete and Wood Anchors concrete screws: 2" maximum embedment) Anchor She 3116" IN" 318" 3116" 1.00 1 0.83 0.50 114" 0.83 1.00 0.59 318" 0.50 0.59 1.00 Dyne Bolts (1. 518" and 2-114" embedment respectively) Anchor 3116" • 12" Size 3116" 1. 00 0.46 12" 0.46 1.00 Multiply the number of #8 screws x size of anchor/screw desired and round up to the next even number of screws. Example: If (10) # 8 screws are required, the number of #10 screws desired Is: 0.8x 10=( 8)#10 ` CO Z W ILtC O IL W03F- t9Z W WZ COZ W WO5. dNaSZ 1\ O LL W , C o Z_ Q a`v JD LLOO uj LL f ¢ 30 8g Z J O W w Z o Q ( n N U) Z ZOJO z h W WZ W W 0 in = CO LU WW LL to O' Z Z Z o F=-of0 U) W W V U, U LL oU) O o F Q O Z og Z F-- LL tj 23 U R W O U) J J r- Q N C9 m CD CO 0) n I WM LL W LL 2 m # W cs 2X d W m LL xu J O C O a Z)t(o p ato r co ro o `: Z m C U O m d N 2a m1- SHEETCo 18 O W yQK08- 12- 2010 OF Ui a: W Z W m W v; w U Z w5OZ O y WIt. Z tr w F- O F IL Z K O w O2 3 0 w U 0OtY o- wWWmO OZ 0 I a O w tD MCI