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HomeMy WebLinkAbout280 Maybeck Ct7BY: IVED D 0 2011 CITY OF SANFORD BUI DING & FIRE PREVENTION PERMIT APPLICATION Application No: / Documented Construction Value: $ 'Z / ZOO . GO Job Address: 2-90 MAN (9tGk C1— - Historic District: Yes No ParcelEl): Z ' (q - S `i ' ' J Zoning: Description of Work: Ql UtMikl(I Art,P4 '/i/lGlofU, W 3rl;)+i7. 001he/ utyp On eVisf1[q S)Ol j Plan Review Contact Person: -Doc\ G 2 SS k e r Title: P«S Phone: () —I 41al-ggA9 Oz11 Fax: lid 1 --365-31g4 E-mail:6un5tn ,diriagaal-CC I Property Owner Information Name m p, Phone: % 1 6--3k X06 Street: CcA00*% al h r IL`s Resident of property?: IA C City, State Zip: Lo -k0_ H A rW . FL- 3_Z-7 ! (e Contractor Information Name Phone: 461 421- 99 39 cell _ 407 a --1778 Street: 510- Ke- L r 4 k_ or Fax: LiO --1 1 ` LV City, State Zip: (_\y I o Gto_ FJ-- `-:527Cy(e State License No.: SC'a'+84Q3 Architect/Engineer Information Name:ivl Z-- ; h i t1C Phone: 45b -W7 4771 Street: 4 1 q i U+ r u Off'' ( J Fax: X962 -76'7 City, St, Zip: l:)Oj%V1Gr'E-mail: r Cd/Yl Bonding Company: Address: Building Permit SquareYootage: No. of Dwelling Units: Electrical New Service — No. of AMPS: Mortgage Lender: Address: PERMIT INFORMATION Construction Type: Flood Zone: Mechanical (Duct layout required for new systems) Plumbing No. of Stories: New Construction - No. of Fixtures: Fire Sprinkler/Alarm 13 No. of heads: w Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order 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 thh executed contract is submitted, credit will be applied to your permit fees when the permit released. D to Signature of Contractor/Agent Date 5, Signature of Notary -State of Florida Date QBondL. GRISELDA BREA ed MY COMMISSION #013989965 EXPIRES: MAY 09, 2014 through 1st State Insurance Owner/Agent is Personally Known to Me or Produced ID Type of ID APPROVALS: ZONING: 5-0u1 UTILITIES: ENGINEERING;_,u a,a,-t o- %( FIRE: COMMENTS: Rev 11.08 010 D G. 6bl5iYA 6L Print Contractor/Agent's Name Signature of Notary -State of Florida Date rRYP L, GRISELDA BREA i° MY COMMISSION #DD989965 EXPIRES: MAY 09, 2014 Bonded through 1st State Insurance Contractor/Agent is V Personally Known to Me or Produced ID Type of ID WASTE WATER: BUILDING: Zze SUN STATE SIDING, INC. 510 LAKE LENELLE DRIVE CHULUOTA, FL 32766 407 830-7778 phone 407 365-3194 fax Submitted to: M/I Homes of Orlando, LLC 300 Colonial Center Parkway, #200 Lake Mary, FL 32746 PROPOSAL State License SCCO48423 PROPOSAL # 1 DATE 10/22/09 Job Location: Riverview Townhomes Models: Trenton & Princeton We propose to furnish all the materials and perform all the labor necessary for the completion of: Furnish and install an 8'x 12' screen room on existing slab with 3" Elite panel roof with 12" overhang, extruded drip edge fascia, 14' of 6" gutter and (1) 3 x 4 downspout, 1) 3' 0" x 6' 8" screen door, 18 x 14 charcoal screen, finish caulk both sides. Chair rail height 36" 2,200.00 All material is guaranteed to be as specified and the above work to be performed in accordance with the drawings and specifications submitted for the above work and completed in a substantial workmanlike manner for the sum of. SEE ABOVE With payments to be made as follows: PER CONTRACT Any alteration or deviation from the above specifications involving extra cost will be executed only upon written orders and will become an extra charge over and above the estimate. All agreements contingent upon strikes, accidents or delays beyond our control. Owner to carry fire, tornado, and other necessary insurance upon the above work. Workman's Compensation and Public Liability insurance on above work to be taken out by Sun State Siding, Inc. THERE WILL BE A $50.00 BOOKKEEPING CHARGE IF THE INVOICE IS NOT PAID IN 30 DAYS. Submitted by DONALD G. GEISSLER, JR., PRESIDENT This proposal may be withdrawn by us if not accepted within 30 days. ACCEPTANCE OF PROPOSAL The above prices, specifications and conditipbs are satisfactory and are hereby accepted. You are authorized to perform the work specified. Paymerlt will by made as, outlingo above. Printed Name Land Surveyors 769 Douglas Avenue, Altamonte Springs, Florida 32714 (407)788-8808 Member of the FWWa Surveying and Mapping Society and American Congress on Surwong and Mapping Map of Survey OFFICE CURVE TABLE CURVE I LENGTH RADIUS Delta oil la -0 2l%44I ss .NMI LINE TABLE UNE I LENGTH rITY OF SANFORD - BUILDING PLAN REVIEW " 3 iNG I =VELOPMENT SERVICES Tract "C" DAT Im a 10. AI Drainage & Retention f t'ir1 elie il= ail I: }-•c roe F LXi'finGi ` Lot 129 BF-AR/NG BASEThe bearrrrgsshow haws arty based upar tlra FfoodZarre del&Tmwbbn was perfomredbyg vft pb*V fiam Rwd eastbmpfatbowtdaryasbaM N00'10W1W., Tract "A" this firm to detenhhine this zone. fie awdzcne kcathcn can o*ba deterr;*W. 115.00' Wra msr byanabratunsAdy w0 assume no resparrsrbitiy foradual hf w&V rnioekq 0- r tater b 0lb 1. This is a BOUNDARY Survey perfovmed in the &-Mon f& DP4SED , ia' 5 it Towr& me l.0'w Z No aerial, suriace orsubsurface ud* InstepabbrK underground Improvements or a TempwaryBendnnark rpev_ 24.8 m 12 Lot 124 pe PC pwsook PCC m03Lot125 FWOG rvattaa pWO p Central J civ f t'ir1 elie il= ail I: }-•c roe F LXi'finGi ` Lot 129 BF-AR/NG BASEThe bearrrrgsshow haws arty based upar tlra FfoodZarre del&Tmwbbn was perfomredbyg vft pb*V fiam Rwd eastbmpfatbowtdaryasbaM N00'10W1W., Tract "A" this firm to detenhhine this zone. fie awdzcne kcathcn can o*ba deterr;*W. 115.00' plans as provided by the cf&74 byanabratunsAdy w0 assume no resparrsrbitiy foradual hf w&V prepared byEv wS*xgeft lnc, Job # 12001. co Coco r tater b 40 1. This is a BOUNDARY Survey perfovmed in the &-Mon f& DP4SED , ia' 5 it Towr& me l.0'w Z No aerial, suriace orsubsurface ud* InstepabbrK underground Improvements or a TempwaryBendnnark rpev_ 24.8 a=wW datrmr)offldwRaconftsook gm n :3 of 127 Lot 128 pe PC pwsook PCC m03 12 . FWOG rvattaa pWO p Central J civ only to depict the proposed or achlaf ddTere4ce In elevation relative to the assumed CBC ChordBearmg PC Paye temporary Benchmark shown hereon. CD Chord PAR Pem anwP fame we AAxnrhxrd 5 The pamei shown hereon Is subject to aff easements` reservaWM resbictiona and am Cormenb Alwwrx!nt At PMPelb'tloe Rob—of-way ofrecord whether *pfted or not on this document No search afthe E. orEtev ammson {Pigaoseo Pae Fbworseghft S00010'001E 99.49' C1 617.6T _ CIL a: 2" 4 --155.83' _ N00010'00W V 77.49' C/L Maybeck Court R/W Vanes) Tract'B"Access LEGAL DESCRIPTION Loft., 129, 1,26, t 12 -?" Riverview Town ones Phase Il", aca mr v to the plat it eofas recorrdad in pfatboak75 atpages) 61- 58 of the pub&recards ofSeminole Coeft, Florida FLOOD HAZARD DATA Thepalmfshown hewn Zbs wrdhfn Aood=m'C' SElRAtg . aoaording to the Flood lnszww Rate Map aamnnr4rpanel nwY9w FAwt: 21.5' We : 7.17' Rear. 4.5' 12A23¢00160,, dated 8/1820107. BF-AR/NG BASEThe bearrrrgsshow haws arty based upar tlra FfoodZarre del&Tmwbbn was perfomredbyg vft pb*V fiam Rwd eastbmpfatbowtdaryasbaM N00'10W1W., lr=mncvAate Maps providedbyFEAa NoGddswveyM was pwforrnedby this firm to detenhhine this zone. fie awdzcne kcathcn can o*ba deterr;*W. V ati,W datum fs bossed on eroenaerM plans as provided by the cf&74 byanabratunsAdy w0 assume no resparrsrbitiy foradual hf w&V prepared byEv wS*xgeft lnc, Job # 12001. wwwwa General Nates: 1. This is a BOUNDARY Survey perfovmed in the &-Mon f& DP4SED , t end Z No aerial, suriace orsubsurface ud* InstepabbrK underground Improvements or a TempwaryBendnnark subsuriaeefaedal enaoadhmentx it any, were located. a=wW datrmr)offldwRaconftsook S Bu#dM ties shown are to the extelwunrmished foundation surface orformboard sow sed* Qfskbwa w pe PC pwsook PCC4. MJ1nibm shown hereon, if any. are assumed and were obtained from approved a - FWOG rvattaa pWO p Construction plans provided by the Ckent 1141653 O&erwke noted, and are shownPAP. Central J p Lown Point only to depict the proposed or achlaf ddTere4ce In elevation relative to the assumed CBC ChordBearmg PC Paye temporary Benchmark shown hereon. CD Chord PAR Pem anwP fame we AAxnrhxrd 5 The pamei shown hereon Is subject to aff easements` reservaWM resbictiona and am Cormenb Alwwrx!nt At PMPelb'tloe Rob—of-way ofrecord whether *pfted or not on this document No search afthe E. orEtev ammson {Pigaoseo Pae Fbworseghft Public Ra w& has been made by this office RN AI. EL 6eva bw fueawr" P.aa PbW of commerxxaperx P.J. FbWofintasocebneTheregald meas< W Shown hereon Is ra fumtshea by clierrx 7. Platted slid rneeStued dfstancGes and directions are the same unless otherwise noted yz Found RMR Bev. Frnishe FbwSwVabw PRC. Pb6 t of Reverse Cwnre PT. Pow 0fTenyeney 8 Copses of this &wW may be made for the ofi&al transaction a*.. I.P. trwp> oe chi ino Rod R PACka Denotes M'hvn Jud &ilh piasirc Gap marked L84337, orW iron and With L Art Lagfth RAD Ah*I LLW red plastic cap marked 'Wibhess Comer unless otherwise noted, Business RJB O Dances P.C.P. (Pennansntcontrol pobV LLS Swve3yw PJw TBM Tan;w rYBendxnarkDenotCsPemranentReferenGehk4umeht O 2010 Hwx b Associates Ina All rights reserved Aka Neasued N,q=) AW and Disk TVP. Typrcar NA Na(RaW Fence synhw(wa drawing) G-JC- F Ono?sYmbOt(seadra+.inpl C&wxa&t, :AlotYaww0ow sly fhe seal prawnby: l+'IfMtFkrioalune. Swwyor Chedied br RPT Sketch of Legal Description Job Number: 07-005-01 This is NOT a Survey 1wSt&arnA FrwX Fkrids. Stn»,) dA Plot PlanPQlraernwd 01-12--10 wASroandAsaAoernb. t 3o fCUJtdd "army: Fraa ar raa Flratsurvny Revisloos 0 000y ftAI4 Fitftr ' W Ail„ WALLS a LMS. ft RtVE:KVIF.vf LOT O I u. 3"F -wit PONCE H"To WA5q I SUN STATE SIDING, INC. QO LAKE LENELLE DRIVE rHULUOTA, FL 32766 DONALD G. GEISSLER, JR. SCCO48423 407 830-7778 PHONE/407 365-3194 FAX SrcM, yZ.; Xrz o Drfr .Ia oi kcE l Ir,$ C Is' Kq 91S 3 151,1PANtL.. K- sx'r 3 Eu'rE PAN 1.. In II zxz nc n zxz Z93ZK3 2xZ MAY vHRY• baAfF IAZ I I u I 14 1 iiz F2x31' Z93 Zxq VN Zit Z,/ r Z.XZ P Z 3 Eu'rE PAN 1.. In II zxz nc n zxz Z93ZK3 2xZ MAY vHRY• baAfF IAZ I I u I 14 1 iiz 4, In. N ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT I hereby certify that the engineering contained in the following pages has been prepared in compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building Code. Structures sized with this manual are designed to withstand wind velocity bads, walk-on or live loads, and/or loads as listed in the appropriate span tables. All wind bads used in this manual are considered to be minimum loads. Higher bads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter of review and statement no financial interest is available upon request. A copy of Brian Stirlings' letter is posted on my web site, www.tebpe.com. 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my continuing education class on the use of the manual prior to becoming a authorized user and bi-annua lly thereafter. 3. Structures designed using this manual shall not exceed the limits set forth in the general notes contained here in. Structures exceeding these limits shall require site specific engineering. INDEX This packet should contain all of the following pages: SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for Screen and Vunyi Rooms. SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications, Design Statement, and Site Exposure Evaluation Form. SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room. SHEET 4: Post to base and puriin details. SHEET 5: Beam connection detals. SHEET 6: Knee wall, dowel and footing details. SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam to gutter detail. SHEET 8-110: Tables showing 110 mph frame member spans. SHEET 8-120: Tables showing 120 mph frame member spans. SHEET 8430: Tables showing 130 mph frame member spans. SHEET 8440: Tables showing 140 mph frame member spans. SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and anchor schedules. SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET 10B: Roof connection details. SHEET 10C: Roof connection details, valley connection elevation, plan & section views, pan & compostite panels to wood frame details, super & extruded gutter to pan roof details. SHEET 1013: Roof to panel details, gutter to beam detail, pan fascia & gutter and cap water relief detail, beam connection to fascia details, pan roof achoring details. SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section, composite roof panel with shingle finish details. SHEET 1OF: Tables showing allowable spans and applied bads for riser panels. SHEET 10G: Manufacturer specific design panel. SHEET 10H: Manufacturer specific design panel. SHEET 11: Die shapes & properites. SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable loads tables. EAGLE 6061 ALLOY IDENTIFIERTm INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These Identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised" external identification mark (Eagle 6061 TM) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this Identification mark to simplify identfication when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. z\ EAGLE 6061 I.D. DIE MARK LEGEND This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group, Inc. ("Bennett"): Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of these materials. 1. Contractor represents and warrants the Contractor. 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; 1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such agreement 1.4. Will not alter, amend, or obscure any notice on the ASDM; 1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use of the plans and the calculations in the ASDM; 1.6. Understands that the ASDM Is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other than a local building department as part of any Contractor's own work) would constitute infringement of Bennett Engineering Group's copyright; and 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available" Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractor's requirements (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect, or special damages, arising from or in any way related to, Contractors use of the ASDM, even if Bennett has been advised 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 attorneys' fees, to the the extent that such action is based upon, or in any way related to, Contractorsuse of the ASDM. CONTRACTOR NAME: Da"r LO G. GS) SJt f f TV— CONTRACTOR LICENSE NUMBER: "2- CJO '1 9 9 Z-3 COURSE # 0002299 ATTENDANCE —10 A 4LCONTRACTORSIGNATURE: SUPPLIER: EA G LEE BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS z ti 1. Check the building permit for the following: Yes No a. Permit card & address . . . . . . . . . . . . ... . . Qb. Approved drawings and addendums as required . c. Plot plan or survey . . — 3 d. Notice of commencement o a 2. Check the approved site specific drawings or shop drawings against the "AS BUILT" structure for. Yes No a. Structure's length, projection, plan & height as shown on the plans. . _ b. Beam sizes, span, spacing & stitching screws ('d required). . . . . . . . . .. . _ F S c. Pudin sizes, span & spacing. .......... . _ 3 d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . . . . _ 3 e. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . . . .. . _ a m f. Knee braces are properly installed ('d required) . . . . . . . . . . . . .. .. . _ Q $ g. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . . 3. Check load bearing uprights I walls to deck for. Yes No a. Angle bracket size &thickness . _ b. Correct number, size & spacing of fasteners to upright . . . . . — c. Correct number, size & spacing of fasteners of angle to deck and sole plate . d. Upright is anchored to deck through brick pavers then anchors shall go through pavers into concrete . . . . . . . . . . . . . . . . . . . . . . . 4. Check the load bearing beam to upright for. Yes No a. Receiver bracket, angle or receiving channel size & thickness . . . . . _ J b. Number, size & spacing of anchors of beam to receiver or receiver to host structure Q c. Header attachment to host structure or beam d. Roof panel attachment to receiver or host structure Z fn W w e. If angle brackets are used for framing connections, check number, size & thickness Q of fasteners . _ M 0 Z o Nf. Post to beam attachments to slab . Z O Ill aS. Check roof panel system for Yes No 5 ca. Receiver bracket, angle or receiving channel size & thickness . . . . . . .. . . _ _ z —I Z mU) i C! Eb. Size, number &spacing of anchors of beam to receiver . . . . . . . . . . . . . _ W LU m c. Header attachment to host structure or beam . . .. . . . . g G Z 2 Ocd. Roof panel attachment to receiver or beam . . . . . . w N i W 3 Notes: o- W 06 Q U rn rn O j o V} J Z v U = - L§ HQ ZZ c O U)Z <L v OFFICE W W W Z v W Z C7 0 Z fn W n o W J N o Q 0IOW w to 44 CID P W -i? Q. LL rt. U J Z 0 it Cil d W 0LL w v $ m Z3 m n PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF m y m t HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR W°o 0 VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION U > O mDETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE C DESIGNED TO BE MARRIED TO CONVENTIONALLY % CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND MOBILE HOMES CONSTRUCTED AFTER 1984. n H THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE 2007 FLORIDA BUILDING CODE WITH 2009 SUPPLEMENTS. JOB NAME: _I r I II"r`a v I SHEET y ADDRESS: / R / Y""„( jy G S q L.% V`n r -,D 1.6'r I Z i , V,, DRAWING FOR ONE PERMIT ONLY 08-12-2010 OF 121c 14 ti DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS 1. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009 Supple ents, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure B' r'C_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 1 aMPH and higher; 120 MPH or _MPH for 3 second wind gust velocity load; Basic Wind Pressurej_)_; Design Pressures for Screen / Vinyl Rooms can be found on ppp 3A -ii: a. "B" exposure = 1ZPSF for Roofs & 1 ) PSF for Walls b. "C" exposure = _PSF for Roofs & _PSF for Walls c. "D" exposure = _PSF for Roofs & _PSF for Walls Negative I.P.C. 0.18 For "C" or 'D" exposure design loads, multiply "B" exposure loads by factors in table 3A -C on page 3iii. 2. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. % ( `' r Q 10 7cluthorized Rep Name pleaase print) - J X Z' R Date: U 9 ^ 1 Contractor /Authorized Rep` Signatur 01 L -o - 127 R , i tiy Job Name & Address Note: Projection of room from host structure shall not exceed 16'. 3. Building Permit Application Package contains the following: Yes No A. Project name & address on plans . . . . . . . . . . . . . . . . . . . . . . . B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . . . - C. Contractor's / Designees name, address, phone number, & signature on plans - D. Site exposure form completed . E. Proposed project layout drawing @ 1/8" or 1/10" scale with the following: 1. Plan view with host structure area of attachment, enclosure length, and . projection from host structure 2. Front and side elevation views with all dimensions & heights . . . . . . . . . 3. Beam span, spacing, & size . . . . . . . . . . . . . . . . . . . . . . - Select beam size from appropriate 3A.1 series tables) 4. Upright height, spacing, & size . .. . . . . . . . . . . . . . . . . . . . . - Select uprights from appropriate 3A.2 series tables) Check Table 3A.3 for minimum upright size) 5. Chair rail or girls size, length, & spacing . . . . . . . . . . . . . . . . . Select chair rails from appropriate 3A.2 series tables) 6. Knee braces length, location, & size . . . . . . . . . . . . . . . . .. . . . - Check Table 3A.3 for knee brace size) 4.•'Highlight details from Aluminum Structures Design Manual: Yes No,-- A-Beam o/ A..Beam & puriin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . . _ - Section 3A tables used: Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to MPH wind zone and/or "C" or "D' Exposure for load width Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED --- i tF- REQUIRED SPAN NEEDED IN TABLE bord)= L_ EXPOSURE MULTIPLIER see this page 3) B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . Tables 3A.2.1, 3A.2.2, or 3A.2.3) - Upright or wail member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to _MPH wind zone and/or'C Exposure for load width_: Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED --- I i REQUIRED SPAN NEEDED IN TABLE bord)= EXPOSURE MULTIPLIER see this page 3) Yes No C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . . . . - D. Connection details to be used such as: 1. Beam to upright 2. ............................ - 3. Beam to wall . . . . .. . .. . .. . . . . . . . . . . . . . . . . . . . - 4. Beam to beam . . . .. . . . . .. .. . . .. . . . . . . . . . . . . . . - 5 Chair rail, puffins, & knee braces to beams & uprights . . . . . . . . . . . . - 6. Extruded gutter connection . .. . .. . . . .. . . . . . . . . . . . . . . - E. U -clip, angles and/or sole plate to deck . . . .. . . . . . . . . . . . . . . - Foundation detail type & size . . . . . . . . . . . . . . . . . . . . . . . . . - Must have attended Engineers Continuing Education Class within the past two years. Appropriate multiplier from page 1. A GENERAL NOTES AND SPECIFICATIONS 1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an architect or engineer to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 15, using a 4" existing slab and 20'-0" with a type 11 footing, from the host structure. 4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site specific engineering. 5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away from any other structure to be considered free standing. 6. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This applies to utiliy sheds, carports, and / or other structures to be attached. b. "Fourth wall construction* means the addition shall be self supporting with only the roof flashing of the two units being attached. Fourth wall construction is considered an attached structure. The most common "fourth wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" with an 18" x 2" x 0.044" knee brace at each end of the beam. c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is NOT required. 5. Section 7 contains span tables and the attachment details for pans and composite panels. 6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights shall be selected from the same tables as for other screen walls. 7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head. 8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind velocity of 120 MPH. 10. Spans may be interpolated between values but not extrapolated outside values. 11. Definitions, standards and specifications can be viewed online at www.lebpe.com 12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also. 13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite panel roof shall have a minimum 2' diameter hole in all gutter and caps or aftemate water relief ports In the gutter. 14. All aluminum exWsions shall meet the strength requirements of ASTM 8221 after powder coating. 15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after heat treatment and paint process 16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA I NPEA / NSA 2100-2 for catagory 1, 11, & III sunrooms, non -habitable and unconditioned. 17. Post members set in concrete as shown on the following details shall not require knee braces. 18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This Is not limited to base anchoring systems but includes all connection types. 22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC 1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event, For rooms where the glazed and composite panellsolid wall area exceeds 40%, glass room engineering shall be used. SECTION 3A DESIGN STATEMENT The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed structures designed to be married to an existing structure. The design wind loads used for screen &vinyl rooms are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The loads assume a mean roof height of less than 30; roof slope of 0° to 20% 1= 0.87 for 100 MPH zone, 1 = 0.77 for 110 MPH and higher zones. All loads are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a bad width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific.All framing components are considered to be 6061 T-6 except where noted otherwise. Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Exposure "B" Note: Framing systems of screen• vinyl and glass rooms are considered to be main frame resistance components. To convert the above bads from Exposure 'W to Exposures "C" or'W see Table 3A -C next page. Table 3A -A Conversion Factors for Screen & Vinyl Rooms Table 3A -B Conversion Factors for Over Hangs From exposure -u- to exposure 'c - Wind Zone Applied Load DeflectionlBendingMPHXISd too 46.8 1.01 Exposure Load 110 47.1 1.01 120 48.3 1.00 Bending 123 50.8 0.98 0.83 130 56.6 0.95 0.81 40.1 65.7 0.90 0.79 140.2 65.7 0.90 150 7s.4 0.86 0.80 O Conversion Table 3A -C Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" B" " B " m Exposure to Mean Roof Load Span Multiplier Exposure Load to Span Multiplier CHelghrConversionConversionF Factor Bending Deflection Factor Bending Deflection 0-15, 1.21 0.91 0.94 1.47 0.83 0.88 15'-20' 1.29 0.88 0.92 1.54 0.81 0.87 wW 2G'- 25' 1.34 0.86 0.91 1.60 0.79 0.86 25'ft 30' 1.40 0.85 0.89 1.66 0.78 QVQ' 0.85 W Use larger mean roof height of host structure or enclosure F10 I u• O Values are from ASCE 7.05 I QUADRANT III I Z sov EXPOSURE w O I L-•--•--•--•-- J m0 NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD rrF C!) w SITE W w USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR 'D' w v Z -J EXPOSURE C: Open terrain Wh scattered obstructions, including surface undulaltions or other wa M uj Irregularities, having heights generally less than 30 feet extending more than 1,500 feet 0LL tu from the building site in any quadrant 0 m F SITE EXPOSURE EVALUATION FORM W J Uld Q 2 0 2O.6W U) J p 0 Z JQ W Wod LUWLU U Z co t W V C Z W QCl) 2 F N 2W W- CO Z X LU U Z U Z 2 U) (9w J W Cl Q p IT O x J Cl) `$C') LL LU IL W m LL O m C: v m, Qr N aa` t W i'4 L SHEET 2 OF 12 0 N . a O ZZ t,7tuwLuZ 0 Z tW Z ZWm Lel U r oz QUADRANTII{ i 0 6' v I EXPOSURE I I I L z I QUADRANT IV 6W I 2 tar 4yW IEXPOSUREItm, O 4a ( QUADRANT IIIIj itar z EXPOSURE / I F10 I W I QUADRANT III I 00U. o sov EXPOSURE w I I L-•--•--•--•-- J m0 NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD rrF C!) w SITE W w USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR 'D' w EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. Z -J EXPOSURE C: Open terrain Wh scattered obstructions, including surface undulaltions or other wa M uj Irregularities, having heights generally less than 30 feet extending more than 1,500 feet 0LL tu from the building site in any quadrant 0 m m1. Any building located within Ex w posure B -type terrain where the building is within 100 feet horizontally in any direction of open areas of Exposure C-type terrain that extends mor C7 tDthan600feetandwidthgreaterthan150ftw 2. No short term changes In V, 2 years before site evaluation and build out within3 ars, site will be'b'. 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant or gr n tep wthan1,500 feet w 4. Open terrain for more than 1,500 feet In any quadrant ug F SITE IS EXPOSUR trJEVALUATEDBY: C G DATE: W y SIGNATURE .. LICENSE #: LI 8'"i Z 3 008-12-201 J Uld Q 2 0 2O.6W U) J p 0 Z JQ W Wod LUWLU U Z co t W V C Z W QCl) 2 F N 2W W- CO Z X LU U Z U Z 2 U) (9w J W Cl Q p IT O x J Cl) `$C') LL LU IL W m LL O m C: v m, Qr N aa` t W i'4 L SHEET 2 OF 12 0 N . a O ZZ t,7tuwLuZ 0 Z tW Z ZWm Lel INTERIOR BEAT PER TABLES 3A.1 L HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE: N.T.S. ALUMINUM ROOF SYSTEM PER SOLID PANEL ROOF SECTION) RIDGE BEAM PER TABLES 3A.1.4) HOST STRUCTURE OR FOURTH WALL FRAME USE BEAM TO WALL DETAIL TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. U z o '' 4 EDGE BEAM (SEE TABLES S 3A.1.1 8 3A.1.2) _ LW* FOR O c+ HU RIGHT a 4HEIGHT (h) 1•x2- F - k— MIN. 3.1/2" SLAB ON GRADE VARIES OR RAISED FOOTING , 3 FOR FOOTINGS SEE DETAILS Ca 3 TYPICAL SCREEN, ACRYLIC OR VINYL ROOM PAGE 7) a m W/ SOLID ROOF TYP. FRONT VIEW FRAMING HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1"x 2" PLATE TO BOTTOM OF WALL BEAM) LW LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION I I P/2' 'P/2'@ FASCIA ALLOWED SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS) SEE TABLES) w c9 m J O.H. v M o SOLID ROOF- Xco) D Z (D v NO MAXIMUM // w O Q O ELEVATION SLAB OR GRADE) aO $ W, P = PROJECTION FROM BLDG. Z 0 VARIES VARIES LW = LOAD WIDTH o N >-J W EE NOTES: ' P' VARIES f' Z < n 1. ANCHOR 1"x 2' OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX OF 2'-0' O.C. U) w a AND W/ IN 6• EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ wW 06 0 co Q o WASHERS OR #10 x 2-1/2• WASHER HEADED SCREW 7-W O.C.. ANCHOR BEAM AND COLUMN U U ch o INTERNCONNE TION. R W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @EACH POINT OF U 7jZZ 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. z F- v 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 F F Q W v4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING v CO ZCONVERSION:,--___ E: W m 1100-1231 1130 1 140 1 150 W v 8 1-,,#10 1 #12 1 #12 twi Z U `oU. TYPICAL SCREEN ROOM a o SCALE: 1/8" = 1'-0"-- 2O J NQF ULL zw co' O zO 2 chi U) JW m ALLWll z t~i W 2 m ofk F d W w co Owz_'. ry it 0: c aq02CUC r QU' m mL Lu a W,aa° J_ m Q Q o Q m CU a w m w QNQLW 6 LL 0 N lt,'YY201 zW U) -i SEAL p SHEET wz V N c7W H ZW C7 W- 2 W 12 f0 06-12-2010 OF 0 PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING 4) #8 x 1/2" S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W/ 1"x 1" x 2' ANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAILAND KICK PLATE 2"x 2`x 0.032" MIN. HOLLOW RAIL I" x 2" TOP RAILS FOR SIDE WALLS NITH MAX. 3.5' LOAD WIDTH SHALL HAVE A MAXIMUM UPRIGHT SPACING AS FOLLOWS WIND ZONE MAX. UPRIGHT SPACING 100 T-0' 110 6'-T 120 6-3" 123 6'-1" 130 5'-8" 1401&2 5'-1" 150 4'-11" INTERNAL OR EXTERNAL L' CLIP OR'U' CHANNEL CHAIR RAIL ATTACHED TO POST W/ MIN. (4) #10 S.M.S. ANCHOR 1 x 2 PLATE TO Y 1 x 2 OR 2 x 2 ATTACHED TO CONCRETE WITH 1/4'x 2-1/2" BOTTOM W/ 1"x 1"x 2"x 1/16" CONCRETE ANCHORS WITHIN 1-1/4" FENDER WASHERS PER 0.045" ANGLE CLIPS EACH 6" OF EACH SIDE OF EACH l' x 2-1/8" x 1"U -CHANNEL OR SIDE AND MIN. (4) #10 x 112' POST AT 24' O.C. MAX. OR SIDES S.M.S. THROUGH ANGLE AT 24" O.C. 10 x 1-1/2" S.M.S. MAX 6" MAX 1"x 2"x 0.032" MIN. OPEN BACK MIN. 3-1/2" SLAB 2500 PSI ww EXTRUSION CONC. 6x 6 - 10 x 10W.W.M. wa SIDE WALL HEADER OR FIBER MESH a • 1-1/8" MIN. IN CONCRETE ALTERNATE WOOD DECK: 2" PURLIN OR CHAIR RAIL PTP USE WOOD FASTENERS VAPOR BARRIER UNDER W/ 1-1/4" MIN. EMBEDMENT) CONCRETE POST TO BASE, GIRT AND POST TO BEAM DETAIL 10 x 1-1/2" S.M.S. MAX 6' SCALE: 2' =1'-0" ALTERNATE CONNECTION DETAIL 1" x 2" WITH 3) #10 x 1-1/2" S.M.S. INTO SCREW BOSS 2) #10 x 1 1/2" S. M. S. INTO SCREW BOSS ANCHOR 1' x 2" PLATE TO - CONCRETE W/ 1/4"x 2-1/2" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND 24" O.C. MAX MIN. 3-11T SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER PER TABLE) WITHIN 6" OF — EACH SIDE OF EACH POST @ 24" O.C. MAX. MIN. 3-112" SLAB 2500 PSI CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 2"x 2" OR 2"x 3" POST COMPOSITE ROOF PANELS: 8 x 9/16" TEK SCREWS BOTH 4) 1/4" x 4" LAG BOLTS W/ SIDES 1-1/4" FENDER WASHERS PER 2) #10 x 1-1/2' S.M.S. 4'-W PANEL ACROSS THE l' x 2-1/8" x 1"U -CHANNEL OR FRONT AND 24' O.C. ALONG RECEIVING CHANNEL SIDES CONCRETEANCHOR PER TABLE) 1-1/8" MIN. IN CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 1 SCALE: 2"= V-0" 0) 1' x 2-118"x 1" U -CHANNEL OR 2"x 2" OR 2' x 3" POST RECEIVING CHANNEL 8 x 9/16" TEK SCREWS BOTH SIDES ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER PER TABLE) WITHIN 6" OF EACH SIDE OF EACH POST @ 24' O.C. MAX MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 2"X2"OR 2"X3"HOLLOW GIRT AND KICK PLATE 2" x 2' HOLLOW RAIL 8 x 9/16" TEK SCREWS BOTH SIDES l" x 2-1/8" x 1" U -CHANNEL OR POST ATTACHED TO BOTTOM RECEIVING CHANNEL W/ MIN. (3) #10 x 1-1/2" rp S.M.S. IN SCREW BOSSES CONCRETE ANCHOR PER TABLE) 1-1/8' MIN. EMBEDMENT INTO CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 2 SCALE: 2" =1'-0" MIN. (3) #10 x 1 1/2" S.M.S. INTO SCREW BOSS 1"x 2" EXTRUSION 1-1/8" MIN. IN CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 2"= I -(r ANCHOR 1"x 2' CHANNEL TO CONCRETE WITH 1/4" x 2-1/4'CONCRETE ANCHORS WITHIN 6' OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH ANGLE AT 24' O.C. MAX MIN. 3-1/2" SLAB 2500 PSI CONC. 6x6 -10x10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE HEADER BEAM 4) #10 x 1/2' S.M.S. EACH SIDE OF POST H -BAR OR GUSSET PLATE 2"x2"OR 2'x3"OR.2"S.M.B. POST MIN. (4) #10 x 1/2" S.M.S. @ EACH POST 1" x 2" EXTRUSION 1-1/8' MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: 2"= V-0" FRONT WALL GIRT IDE WALL GIRT ATTACHED TO x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW OSSES FRONT AND SIDE BOTTOM ALTERNATE CONNECTION: RAILS ATTACHED TO SEAL 2) #10 x 1-1/2' S.M.S. 1"x 2" OPEN BACK ATTACHED CONCRETE / MASONRY THROUGH SPLINE GROOVES wz BEAM / HEADER ANCHORS @ 6" FROM EACH 10 x 1-1/2" S.M.S. MAX 6" 02LL POST AND 24" O.C. MAX AND EDGE BEAM ww WALLS MIN. 1" FROM EDGE OF AND 24" O.C. 1" wa SIDE WALL HEADER MIN. 1"x 2" OPEN BACK ATTACHED if ATTACHED TO 1"x 2" OPEN PURLIN OR CHAIR RAIL ANGLE CLIPS MAYBE TO FRONT POST W/ BACK W/ MIN. (2)#10x 1-1/2" ATTACHED TO BEAM OR POST SUBSTITUTED FOR INTERNAL 10 x 1-1/2" S.M.S. MAX 6' S.M.S. W/ INTERNAL OR EXTERNAL *USCREW -SYSTEMS '--FROW EACH -END OF POST CLIP OR'U' CHANNEL W/ MIN. AND 24' O.C. 4) #10 S.M.S. MIN. (3) #10 x 1 1/2" S.M.S. INTO SCREW BOSS 1"x 2" EXTRUSION 1-1/8" MIN. IN CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 2"= I -(r ANCHOR 1"x 2' CHANNEL TO CONCRETE WITH 1/4" x 2-1/4'CONCRETE ANCHORS WITHIN 6' OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH ANGLE AT 24' O.C. MAX MIN. 3-1/2" SLAB 2500 PSI CONC. 6x6 -10x10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE HEADER BEAM 4) #10 x 1/2' S.M.S. EACH SIDE OF POST H -BAR OR GUSSET PLATE 2"x2"OR 2'x3"OR.2"S.M.B. POST MIN. (4) #10 x 1/2" S.M.S. @ EACH POST 1" x 2" EXTRUSION 1-1/8' MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: 2"= V-0" FRONT WALL GIRT IDE WALL GIRT ATTACHED TO x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW OSSES PURLIN, GIRT, OR CHAIR RAIL SNAP OR SELF MATING BEAM ONLY ATYPICAL UPRIGHT DETAIL SCALE: 2"= 1'4r RISER PANELS ATTACHED PER ROOF PANEL SECTION HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES 2"x2",2"x3"OR3"x2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH OMIN. (3) #10 x 1/2" S.M.S. IN J SCREW BOSSES a 1" x 2' OPEN BACK BOTTOM a RAIL 1/4"x 2-1/4" MASONRY ANCHOR @ 6' FROM EACH POST AND 24" O.C. (MAX.) 0 SCREW BOSSES FRONT AND SIDE BOTTOM U, z RAILS ATTACHED TO SEAL CONCRETE W/ 1/4"x 2-1/4" 1"x 2" OPEN BACK ATTACHED CONCRETE / MASONRY TO FRONT POST W/ wz U ANCHORS @ 6" FROM EACH 10 x 1-1/2" S.M.S. MAX 6" 02LL POST AND 24" O.C. MAX AND FROM EACH END OF POST ww WALLS MIN. 1" FROM EDGE OF AND 24" O.C. 1" wa CONCRETE MIN. ore w V- RTYPICAL & ALTERNATE CORNER DETAIL ; 0w 08-12-2010 SCALE: 2"= 1'-0" PURLIN, GIRT, OR CHAIR RAIL SNAP OR SELF MATING BEAM ONLY ATYPICAL UPRIGHT DETAIL SCALE: 2"= 1'4r RISER PANELS ATTACHED PER ROOF PANEL SECTION HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES 2"x2",2"x3"OR3"x2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH OMIN. (3) #10 x 1/2" S.M.S. IN J SCREW BOSSES a 1" x 2' OPEN BACK BOTTOM a RAIL 1/4"x 2-1/4" MASONRY ANCHOR @ 6' FROM EACH POST AND 24" O.C. (MAX.) 0 SCREW BOSSES z z U, z 0 SEAL ZO p SHEET wz U a SNAP OR SELF MATING BEAM 02LL ONLY o ww w a k wa m0 ore w V- n12 0w 08-12-2010 ZLLw PURLIN TO BEAM OR GIRT TO POST DETAIL w w SCALE: 2" =1'-0" zm 7 t JZd u- w cdJ OFOR WALLS LESS THAN V-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDEOFTHECONNECTIONMUSTBESTRAPPEDFROMGIRTTOPOSTWITH0.050" x 1-0/4' x 4" STRAP AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10x 3/4" S.M.S. 1 Q co Q w 20 o Z ON N V X 3 J U) mfA % JLu — E V)i W a w 06 0 cn C, o J Z U o Q H w U Q se cl) Z U) 32 w m W Z V o C U LL 0 J co" l Q J v . U, z 0 SEAL p SHEET z U w zww q: kWz w V- n12 m 08-12-2010 OF m SOLID] ROOFTYPE) TEN PANELS TO EDGE BEAM PER DETAILS IN SECTION 7 AND /AND 0 1/4' BOLT @ 24" O.C. MAX. WITHIN 6" OF EACH POST FASTEN 2 x 2 POST W/ (2) EACH #10 S.M.S. INTO SCREW SPLINES 2" x 2"x 0.062' ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH 6' MAXIMUMHx GABLED FRAMES U) L9 ^ COMPOSITE PANELS BEAM TO WALL CONNECTION: aF,xWz IF KNEE BRACE LENGTH j W W EXCEEDS TABLE 1.7 USE W = z CANTILEVERED BEAM U 5 m O CONNECTION DETAILS 0 w v SCREEN OR SOLID WALL SCREEN USING (1) MAY FACE IN OR OUT) x 1-1/2" @ 6" FROM TOP HOST STRUCTURE ROOFING OR COMPOSITE PANEL BOLTS FOR SIDE BEAM TO CONCRETE W/ (2)114"x } 2-1/4" ANCHORS OR MASONRY 0O 2" STRAP - LOCATE @ EACH FOR NUMBER OF BOLTS AND POST, (2) 1/4"x 2' LAG i ® - SIZE OF POST (SEE TABLE SCREWS @ 24" O. C. (MAX.) DEPTH LARGER THAN 3" or0 3A.3) EACH STRAP U) IN INCHES 2) #10 x 1/2" SCREWS ALTERNATE CONNECTION: ¢ USE ANGLE EACH SIDE FOR 1)1-3/4'x1-3/4"xl-Wxl/8" ww 2 x 2 TO POST CONNECTION INTERNAL U -CHANNEL 2 WITH HOLLOW POST ATTACHED TO WOOD FRAME w INTERIOR BEAM TABLES: 1/4' BOLT @ 24" O.C. MAX. WITHIN 6" OF EACH POST FASTEN 2 x 2 POST W/ (2) EACH #10 S.M.S. INTO SCREW SPLINES 2" x 2"x 0.062' ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH 6' MAXIMUM HEADER GABLED FRAMES PANS OR COMPOSITE PANELS BEAM TO WALL CONNECTION: PER SECTION 7 EDGE BEAM TABLES: SIZE OF POST (SEE TABLE 3A.1.1, 2 3A.3) EXTRUDED OR SUPER LEG INTO POST AND INTO ® GUTTER I MAX. DISTANCE TO GUTTER (MIN.) HOST STRUCTURE WALL FASCIA AND SUB -FASCIA 36" WITHOUT SITE SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER / RISER OR TRANSOM) WALL (cb- FASCIA (WITH SOLID ROOF) SCALE: 2"= V -G" POST TO BEAM SIZE AND POST SELECT PER TABLE 3A.3 # OF BOLTS USE 2 x 3 MINIMUM (SEE TABLE 3A.3) U1w ROOF PANEL SEE SECTION 7) BEAMS MAY BE ANGLED FOR GABLED FRAMES ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL BEAM TO WALL CONNECTION: FOR NUMBER OF BOLTS AND 2 x 2 EXTRUSION SIZE OF POST (SEE TABLE BEAM AND POST SIZES 3A.3) SEE TABLES 3A3) 1" x 2' MAY BE ATTACHED FOR RECEIVING CHANNEL THRU SCREEN USING (1) POST NOTCHED TO SUIT#10 x 1-1/2" @ 6" FROM TOP AND BOTTOM AND 24" O.C. SIDE NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2"= l -(r BEAM AND POST SIZES I SEE TABLE 3A.3) 1'x 2' MAYBE ATTACHED FOR SCREEN USING (1) 10 x 1-1/2" @ 6" FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2"= l -V 2" x_" S.M.B. NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION U -BOLT HEADER OUGH POST AND ANCHOR 2) #10 x 3/4' S.M.S. @ 6" M EACH END AND @ 24" MAX E BRACE EQUIRED POST ALTERNATE 4TH WALL BEAM CONNECTION'DETAIL SCALE: N.T.S. 2" x 8' x 0.072' x 0.224" BEAM SHOWN 1-3/4' STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND ®® \ \ OF SCREWS REQUIRED) k k k ® \ k® kX k® \ 0• kx \ WHEN FASTENING T x 2' \ k k k k >r k ®\ THROUGH GUSSET PLATE ® k k k xk X k\ USE #10 x 2' (3) EACH MIN. x®X k k k k k k® \\ k x kkxkx x k>< 0 \ x '`xG 3< k x®e® 0) ® J 0) ALL GUSSET PLATES SHALL v 1 BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE A MINIMUM rya' YIELD STRENGTH OF 23 ksi \ ® db = DEPTH OF BEAM \ ds = DIAMETER OF SCREW \ \ ® a Ll 2d6 2%& \ STRAP TABLE 7x6"xo.OWx0.120' \ R UPRIGHTSHOWN \ SIZE #/SIZE LENGTH x (4)#12 a x 4);F14 1/4 2.5- x 141914 3-114- 2"Xx 4 NOTES: ' ALL SCREWS 3/4' LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSE17 SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x T AND LARGER. 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION SCALE: 2"= 1'-0' PRIMARY FRAMING BEAM SEE TABLES 3A.1.1, 2) 1-112"x 1-112"x 0.080' ANGLE EACH SIDE OF CONNECTING BEAM WITH SCREWS AS SHOWN MINI. 98 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-112" INTERNALLY INTERIOR BEAM TABLES: 3A.1.3 BEAM TO BEAM CONNECTION DETAIL w ROOF PANEL SCALE: 2"= l -W N SEE SECTION 7) BEAM TO WALL CONNECTION: O 2 x 2 EXTRUSION 2) 2" x 2" x 0.060" ANGLE OR RECEIVING 1-314"x 1-3/4" x 0.063' ANGLES ATTACHED TO WOOD RECEIVING CHANNEL THRU FRAME WALL W/ MIN. (2) 3/8" x ANCHOR PER DETAIL FOR PAN BOLTED TO POST W/ THRU I ® - OR COMPOSITE PANEL BOLTS FOR SIDE BEAM TO CONCRETE W/ (2)114"x } 2-1/4" ANCHORS OR MASONRY 0O SEE TABLE 3A.3 FOR NUMBER FOR NUMBER OF BOLTS AND OF BOLTS) i ® - SIZE OF POST (SEE TABLE m DEPTH LARGER THAN 3" or0 3A.3) w ~ ® U) IN INCHES BEAM AND POST SIZES I SEE TABLE 3A.3) 1'x 2' MAYBE ATTACHED FOR SCREEN USING (1) 10 x 1-1/2" @ 6" FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2"= l -V 2" x_" S.M.B. NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION U -BOLT HEADER OUGH POST AND ANCHOR 2) #10 x 3/4' S.M.S. @ 6" M EACH END AND @ 24" MAX E BRACE EQUIRED POST ALTERNATE 4TH WALL BEAM CONNECTION'DETAIL SCALE: N.T.S. 2" x 8' x 0.072' x 0.224" BEAM SHOWN 1-3/4' STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND ®® \ \ OF SCREWS REQUIRED) k k k ® \ k® kX k® \ 0• kx \ WHEN FASTENING T x 2' \ k k k k >r k ®\ THROUGH GUSSET PLATE ® k k k xk X k\ USE #10 x 2' (3) EACH MIN. x®X k k k k k k® \\ k x kkxkx x k>< 0 \ x '`xG 3< k x®e® 0) ® J 0) ALL GUSSET PLATES SHALL v 1 BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE A MINIMUM rya' YIELD STRENGTH OF 23 ksi \ ® db = DEPTH OF BEAM \ ds = DIAMETER OF SCREW \ \ ® a Ll 2d6 2%& \ STRAP TABLE 7x6"xo.OWx0.120' \ R UPRIGHTSHOWN \ SIZE #/SIZE LENGTH x (4)#12 a x 4);F14 1/4 2.5- x 141914 3-114- 2"Xx 4 NOTES: ' ALL SCREWS 3/4' LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSE17 SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x T AND LARGER. 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION SCALE: 2"= 1'-0' PRIMARY FRAMING BEAM SEE TABLES 3A.1.1, 2) 1-112"x 1-112"x 0.080' ANGLE EACH SIDE OF CONNECTING BEAM WITH SCREWS AS SHOWN MINI. 98 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-112" INTERNALLY INTERIOR BEAM TABLES: 3A.1.3 BEAM TO BEAM CONNECTION DETAIL O SCALE: 2"= l -W Nz BEAM TO WALL CONNECTION: O 2 x 2 EXTRUSION 2) 2" x 2" x 0.060" ANGLE OR RECEIVING EXTERNALLY MOUNTED CHANNEL EXTRUSIONS WITH HINGE LOCATION ANGLES ATTACHED TO WOOD INTERNAL SCREW BOSSES FRAME WALL W/ MIN. (2) 3/8" x MAY BE CONNECTED WITH 2" LAG SCREWS PER SIDE OR 2) #10 x 1-112" INTERNALLY oW TO CONCRETE W/ (2)114"x } 2-1/4" ANCHORS OR MASONRY 0O WALL ADD (1) ANCHOR PER J¢ MINIMUM #8 S.M.S. x 3/4" w ® SIDE FOR EACH INCH OF BEAM .- m LONG NUMBER REQUIRED m DEPTH LARGER THAN 3" or0 EQUAL TO BEAM DEPTH w ~ ® U) IN INCHES W ALTERNATE CONNECTION: ¢ o of 1)1-3/4'x1-3/4"xl-Wxl/8" ww INTERNAL U -CHANNEL 2 a ATTACHED TO WOOD FRAME w INTERIOR BEAM TABLES: WALL W/ MIN. (3) 3/8"x 2" LAG 0 SCREWS OR TO CONCRETE 9 3A.1.3 OR MASONRY WALL W/ (3)1/4" LLO x 2-1/4" ANCHORS OR ADD (1) z ANCHOR PER SIDE FOR EACH O INCH OF BEAM DEPTH Q LARGER THAN 3" vLL BEAM TO WALL CONNECTION DETAIL SCALE: T = l -W cwi 2x2 0z zO U z zW0 NOTES: 1. Door to be attached to structure with minimum two (2) hinges. HINGE LOCATION O Nz O 2 x 2 EXTRUSION Z V HINGE LOCATION a Co of 0 O'. LL oW a a HINGE LOCATION m O Oo: Ow Z LL lr 2: wwwN a wZ IL 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. of 6 LLOm3. Each hinge to be attached to door with minimum three (3) #12 x 3/4' S.M.S.. g 4. Bottom hinge to be mounted between 10 Inches and 0 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 V x 2" x 0.044" may be fastened to upright with #12 x 1' S.M.S. at 12" on center and within 3' from end of upright TYPICAL SCREEN DOOR CONNECTION DETAIL SCALE: N.T.S. I? J Q Z [4 Q 2 20 Z0 W J i W W 06 W U M F=. J Z p U ~ Q W Z Cl) LU LU Z 0 2C/) J Q c ww 0 N Nc mE ma Co0. 0 mv0U v J m LL n NN w co 2 JLL Wlu LL co z m 4-t, 1. LU zdtu m LL ai J O Oto n c a q mn ccaWext OJm U > O m U caJAeJ 20 n -4r SHEET 0'oJwx 5o 12 w 08-12-2010 OF C7z zLuwz 0zW zz m ONu APPROPRIATE DETAILS) 'F -I 6 x 6 -10 x 10 WELDED WIRE 12" MESH (SEE NOTES 8' x 8" x 16" BLOCK WALL * CONCERNING BER MESH) MAX. 327 2) #40 BARS MIN. 2-1/2" OFF GROUND KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 114"= V-0" ALUMINUM ATTACHMENT h' 'W I N I -A- 32' 12" CONCRETE CAP BLOCK OR ANCHOR ALUMINUM FRAME TO WALL OR SLAB WITH 40" 12" BLOCK (OPTIONAL) 1/4'x 2-1/4" MASONRY 48" 18' 1) #40 BAR CONTINUOUS ANCHOR WITHIN 6" OF POST 56" 18' 3 AND 24" O.C. MAXIMUM 60" 1#40 BAR AT CORNERS AND 2'-8" 72" 30' 10'-0" O.C. FILL CELLS AND 1'-4" M I KNOCKOUT BLOCK TOP RIBBON OR MONOLITHIC iv COURSE WITH 2,500 PSI PEA FOOTING (IF MONOLITHIC ROCK CONC. DECK SLAB IS USED SEE NOTES OF a APPROPRIATE DETAILS) 'F -I 6 x 6 -10 x 10 WELDED WIRE 12" MESH (SEE NOTES 8' x 8" x 16" BLOCK WALL * CONCERNING BER MESH) MAX. 327 2) #40 BARS MIN. 2-1/2" OFF GROUND KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 114"= V-0" ALUMINUM ATTACHMENT h' 'W I N I -A- 32' 12" 2 10'-0' 40" 12" 2 8'-0" 48" 18' 3 6--U- 56" 18' 3 4'-0' 60" 24' 3 2'-8" 72" 30' 4 1'-4" r v CONCRETE 8"x 12' CONCRETE FOOTING WITH (N) #5 BAR CONT. fq'1IV' LOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes: 1. 3-1/2" concrete slab with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fbermesh ®Mesh, InForceTM e3TM (Formerly Fbermesh MD) per maufacturer's specification may be used in lieu of wire mesh. Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil 90% density. 2. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings shall be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. fL. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 1/4" =1'-0" NEW SLAB --\r 12" `474" EXISTING SLAB CONCRETE FILLED BLOCK 30 RE -BAR DRILLED AND W h STEM WALL 8"x 8" x 16" C.M.U. MIN. (1) 930 BAR EXISTING SLAB AND A MIN. 4' 1) #40 BAR CONTINUOUS 1) #50 VERT. BAR AT YJw x CORNERSAND w m ' I k' O.C. MAX. FILL CELLS W/ 2 500 PSI PEA ROCK r v CONCRETE 8"x 12' CONCRETE FOOTING WITH (N) #5 BAR CONT. fq'1IV' LOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes: 1. 3-1/2" concrete slab with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fbermesh ®Mesh, InForceTM e3TM (Formerly Fbermesh MD) per maufacturer's specification may be used in lieu of wire mesh. Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil 90% density. 2. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings shall be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. fL. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 1/4" =1'-0" NEW SLAB --\r 12" `474" EXISTING SLAB J W 00 30 RE -BAR DRILLED AND W h EPDXY SETA MIN. 4" INTO MIN. (1) 930 BAR EXISTING SLAB AND A MIN. 4' CONTINUOUS 8" INTO NEW SLAB 6' FROM MESH (SEE NOTES EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SCALE: 314"= 1'-0" CONCRETE SLAB (SEE NOTES SCREWS SEE FASTENER TABLE) 1' x 2' CHANNEL 3/4" PLYWOOD DECK USE 2'x4"ORLARGER DETAILS FOR FRONT WALL UPRIGHTS V/ 1/4" S.S. x —"LAG SCREWS W/ 114"x 1-1/2" FENDER WASHER (SEE TABLE@ 6' FROM EACH SIDE OF POST AND 24" O.C. PERIMETER 1/4" LAP PERIMETER DOUBLE STRINGER ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P. Plywood 2-1/2- 5/4" P.T.P. or Teks Deck 3-3/4" 2" P.T.P. 4' SCREEN ROOM WALL TO WOOD DECK SCALE: 3" = V-0" 114"x 6' RAWL TAPPER THROUGH 1' x 2" AND ROW LOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4' S.M.S. STRAP TO POST AND 1) 1/4" x 1-3/4' TAPCON TO SLAB OR FOOTING BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/2"= V-0" (2) #5 BAR CONT. 2) #5 BAR CONT. 2' MIN. 1' PER FT. MAX. FOR( (1) #5 BAR CONT. .:, . _ c - BS T-0' MIN. -{ ALL ALL SLABS) BEFORE SLOPE 1. 4! r* B 12" TYPE I TYPE It TYPE 111 FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING Notes: 0.2' / 12" 2' / 12"- V-10" > V-10' 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 the slab, by field soil test or a soil testing lab. . 2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3-1/2" (4' nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type 11 footing is required. All slabs shall be 3-1/2" (4" nominal) thick 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fbermesh ® Mesh, InForceTM e3TM (Formerly Fibemlesh MD) per manufacturels specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5. If local building codes require a minimum footing use Type II footing or footing section required by local code. Local code governs. See additional detail for structures located in Orange County, FL) 6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0" projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0" shall have site specific engineering. SLAB -FOOTING DETAILS SCALE 3/4"= T-0" REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLYALUMINUMFRAMESCREEN J W 00 WALL W h ROW LOCK 2500 P.S.I. CONCRETE BRICK KNEEWALL TYPES 6 x 6 - 10 x 10 WELDED WIREMORTARREQUIREDFOR MESH (SEE NOTESLOADBEARINGBRICKWALL 4" (NOMINAL) PATIO CONNECTION DETAIL CONCRETE SLAB (SEE NOTES 2) #50 BARS CONT. W/ 3' CONCERNING FIBER MESH) 1) #5 0 BARS W/ 3" COVER TYPICAL) BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/2"= V-0" (2) #5 BAR CONT. 2) #5 BAR CONT. 2' MIN. 1' PER FT. MAX. FOR( (1) #5 BAR CONT. .:, . _ c - BS T-0' MIN. -{ ALL ALL SLABS) BEFORE SLOPE 1. 4! r* B 12" TYPE I TYPE It TYPE 111 FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING Notes: 0.2' / 12" 2' / 12"- V-10" > V-10' 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 the slab, by field soil test or a soil testing lab. . 2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3-1/2" (4' nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type 11 footing is required. All slabs shall be 3-1/2" (4" nominal) thick 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fbermesh ® Mesh, InForceTM e3TM (Formerly Fibemlesh MD) per manufacturels specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5. If local building codes require a minimum footing use Type II footing or footing section required by local code. Local code governs. See additional detail for structures located in Orange County, FL) 6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0" projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0" shall have site specific engineering. SLAB -FOOTING DETAILS SCALE 3/4"= T-0" REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY BLOCK KNEE WALL MAY BE J W 00 ADDED TO FOOTING (PER W h SPECIFICATIONS PROVIDED 2500 P.S.I. CONCRETE WITH APPROPRIATE KNEE 6 x 6 - 10 x 10 WELDED WIRE WALL DETAIL) MESH (SEE NOTES ALUMINUM UPRIGHT CONCERNING FIBER MESH) CONNECTION DETAIL 2) #50 BARS CONT. W/ 3' SEE DETAIL) COVER LAP 25' MIN. 16" MI41N I' 1 \ \ MIN. OTAL W 6 MIL.VISQUEEN VAPOR BARRIER IF AREA TO BE Z ENCLOSED O c' O 16' MIN. TERMITE TREATMENT OVER UNDISTURBED OR Lum COMPACTED SOIL OF UNIFORM 95% RELATIVE DENSITY 1500 PSF BEARING Notes: 1. All connections to slabs or footings shown in this section may be used with the above footing. r 2. Knee wall details may also be used with this footing. JO 3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. J 4. Crack Control Fiber Mesh: Fibernesh ® Mesh, InForceTM e3TM Former) Fibermesh MD a Formerly ) per maufacturers specification may be used in lieu of wire mesh. MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA S SCALE: 1/2"= 1'-W 15 f J 0 LL EXISTING FOOTING 8" NEW SLAB W/ FOOTING 0 zO LL W EXISTING OOTWG W/ EPDXY\/\//\//\//\//\//\//\//\//\//\//\//\// z 8"EMBEDMENT, 25" IN. TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING a SCALE: 1/2" =1'-0" a zz 0 z0 Nz EXISTING WOOD BEAM OIb 2 HEADER F 1/4" x 2" LAG BOLT (2) PE@ z POST 0: of OOLLLL TYP. UPRIGHT (DETERMINE o m HEIGHT PER SECTION 3 v 1" x 2" TOP AND BOTTOM ¢ 0 TABLES) PLATE SCREW 2'-0" O.C. w i m0hO OWZLL z n c w Z --r i r W Q. 10 x 1-112" SCREWS (3) MIN. O wPERUPRIGHTTOP & BOTTOM I.. U I LL J 2)1/4" MASONRY ANCHORS PER SECTION 9) INTO CONCRETE EXISTING FOOTING ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL UNDER WOOD FRAME -PORCH SCALE: 2"=V-0" J a a2 EOZW N }- J N > W LU 06 a U M J Z io U F - Q W Cl) Z CO W LU Z_ W R 0 J a CDI:0 n i Om n Z"— J W LL W lL W W tl ul cD LL r O a O C~ CO 0) 1 n y N Z LLIg a) J m U > O m C 0 o_ o0 m f - J p SHEET J W 00 6Whrn LL 08-12-2010 OF 7 0 N v z z rrwwz OzW zzW 12 0 UNIFORM LOAD C A B SINGLE SPAN CANTILEVER UNIFORM LOAD t 1-4 A B C 2 SPAN UNIFORM LOAD IIIIIIIIII A B 1 OR SINGLE SPAN UNIFORM LOAD L L L 4 A B C D 3 SPAN UNIFORM LOAD l Z l l A B C D E 4 SPAN NOTES: 1) L = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. A(3WQ SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. ALLOWABLE BEAM SPLICE LOCATIONS SCALE: N.T.S. SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM @ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE ALL SPLICES SHALL BE MINIMUM d -.50" STAGGERED ON EACH d-.50" d-.50' 1" MAX SIDE OF SELF MATING BEAM I I PLATE TO BE SAME + + + + + + THICKNESS AS BEAM WEB •7S PLATE CAN BE INSIDE OR . 75" OUTSIDE BEAM OR LAP CUT + + + + + + DENOTES SCREW PATTERN 1" MAX NOT NUMBER OF SCREWS HEIGHT 2 x (d -.W) LENGTH refers C0 Q W Minimum Distance and z tp Z p n Z z Spacina of Screws• Gusset Plate TRUFAST SIP HD FASTENER rew ds Edge to nter to U. 4 Sita On.) Center Center Beam Size Thickness m c r gds n. 2-1/2ds fin.1 m 3LU> O m in.) a 0.16 3/6 7/16 x 7• x .055' x07115—••' 10 19 318 12 rx x0.07rx0.224• 1/a=05.1 12 1 Ali 16 2'x9•x0.072-x .224• 1/8=0.125 14 or 1/4• 25 1 a 2x9•x0.082*x0.306• 1/a= .125 5/i " 1 5/9 1 WAS r x t x.09 • x .369' --11-4---6Y5— 14= 5 refers to each side of splice use for r x 4' and 2"x 6• also Note: 1. AN gusset plates shall be minimum 5052 H-32 Ahoy or have a ndntmum yield of 30 ksi. TYPICAL BEAM SPLICE DETAIL SCALE: 1"= V -W 2" x 2" ANGLE EACH SIDE BEAM SIZE PER TABLE 1.10 SELF -MATING BEAM POST SIZE PER TABLE 3A.3 THRU-BOLT # AND SIZE PER TABLE 3A.3 LOAD PER TABLE 3A.3 AND SIZE OF CONCRETE ANCHOR PER TABLE 9.1 ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER Oz C0 Q W U z tp Z p n Z z Z r A TRUFAST SIP HD FASTENER P"~ fn ot5 Cl t'n w C7 C+1-112" LENGTH (t+1') @ 8" O.C. t+1-1/4• U. 4 SELF -MATING U F- 0 o gBEAM VARIES) CJ)Z U) 22 m c rSIZE ®® OJ O F m 3LU> O m o LL R r CLL ca Lu Z w w O J Big a m. SUPER OR EXTRUDED GUTTER t THRU-BOLT # AND SIZE PER TABLE 3A.3 2" x 2" ANGLE EACH SIDE BEAM SIZE PER TABLE 1.10 SELF -MATING BEAM POST SIZE PER TABLE 3A.3 THRU-BOLT # AND SIZE PER TABLE 3A.3 LOAD PER TABLE 3A.3 AND SIZE OF CONCRETE ANCHOR PER TABLE 9.1 ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER Oz C0 Q W z tp Z p n Z u Z r A W } LU fn ot5 Cl t'n w C7 U Ch U. J N U % OzUF- 0 Q w w U CJ)Z U) 22 U. w U z zzO QU LL_ 2 LU to v Z U o U) n o J n Q z tp W u Z r A 03z fD J W m Z LE U 2LL iF W rn rf O x a-w"LLa W Z rbn o: U a L0 OL a) UcfDim_ wn nm tto '$tD= t Lua Lll o m r OJ O F m 3LU> O m W o a o LL R c 0Lu W ca Lu Z w w O J rn r AUUEIL% 20 0 w SHEET z U zJ z F W z W to Q D WLLwnm 08-12-2010 1 C) F ' '- I O Table 3A.1.1-110 E Eagle Metals Distributors, Inc. Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF (47.1 #ISF for Max. Cantilever) Aluminum Alloy 6061 T-6 2" x " x 0.043 PI la Load Width S'-0" 5-0" T-0" 8'-0" 10'" 17-0' Allowable Span V: / bending b' or deflection'd' 14'-0' 16'-0^ x 2" x 0.045 2"x 4"x 0.050" Hollow 13'-7' d ll' -10'd 10'-9' d 10'-0' d 9'S d 1 8'-11- d 8'-7- d T-11' d T-8' d Load Nmdth (m') Max. Span VI(band ing i S 2 Span 3 Span b' or deflection 'EL 4 Span CaMax. , Load Max.Span'L'/(bending 'b'or deflection'd'j Width (n-) 1 &2 Span 3 Span 4 Span Cantilever 5 5'4" d 6'-T d 6'-9' d 0'-11' d 5 6'-1" d T-6' d T -r d 1'4" d 6 5'-0' d 6'-2' d 6-4' d 0'-11' d 6 S-8' d T-0' d T-2' d 1'40' d 7 4'-9' d 5-11' d 6'-0' d 0'-10' d 7 5'4' d 6'-8' d F-70' d 0'-11' d 8 4'-7' d 5'-8' d S-9' d 0'-10' d 8 S-7 d 6'-5" d 6'-V d 0'-11' d 9 4'-5' d 5'-5" d 5.6" d 0'-10' d 9 4'-11' d 6'-2' d 6'-3" d 0'-71' d 2!-2" d S d 4-3' 5'' d 0'-9' d 10 . 4'-10' d 5-11' d 6'-1- d 0'-11- d 11 4'-1' d S-1' d 5'-2' d 0'-9' d 11 4'-8- d 5-9- d 5-10' d 0'-10' d 12 1 3'41" d 4'41' d 5'-0- d 0'-9' d 12 4'-6' d S -T d 5-0' d' 0'-10' d 3 x 'x0. 0 x "x0.045" Load Width (') Max. Span'L'/(bond ln Wor deflection' d') 1 8 2 Span 3 Span 4 Span CaM aver Load Max.span'L'/(band ing 'b' or deflection'd'j width (R) 1 8 2 Span 3 Span 4 Span Cantilever 5 5-11' d 8'-0' d 8'$' d 1'J' d 5 T-0' d 9'-5' d 91-8' d 1'-5' d 6 5-6' d T-11" d 8'-2' d T-2' d 6 T-7 d 8'-11' d 9'-1' d 1'4' d 7 6'-2' d T -T d T-9' d 1'-1' d 7 6'-10' d 8'-5' d 8'-T d 1'-3' d 8 5-11' d TJ' d T-5' d 1'-1' d 8 6'1' d 8'-i' d 8'-3' d T-7 d 9 5'-8' d 6'-11' d T-2' d 1'-0' d 9 6'J' d T-9' d T-11' d 1'-2' d 10 6-6" d 5-9' d T-11' d 0'-11' d 10 6'-1' d T-6' d T-8' d 1'-1' d 11 5'J' d 5.6' d 5.8' d0'-11' d 11 5'-11' d T-3' d T1 d 1'-7' d 12 6-2" d 54' d 6'-0' d 0'-11' d 12 S-9" d T-1" d T-1' b 1'-0' d 2"x4"x . 2'x 5"x 0.060 Load Width (IL) Max. Span 'L'/ bending b' or deflection'd' 1 & 2 Span 3 Span 4 Span Ca Va er Load Max.Span'L'/ bandin Wordeflection'd Width (R) 1 & 2 Span 3 Span 4 Span Cantilever 5 10'-0' d 174" d 17-7' d 1-10" d 5 17-9' d 75-9' d 16'-1' d 7-0' d 6 9'-5' d 17'-0' d 11'-17' d 1'-9' d 6 12'-0' d 14'-10' d 15-2' d 7-2' d 7 F-11' d 11'-1' d 11'-W d 1'-8' d 7 11'-5' d 14'-1' d 14'4' d 7-1' d 8 8'-T d 10'-T d 1g'-9' d T -T d 8 10'-11' d 13'-6' d 13'-9' d 1'-11- d 9 8'-3' d 10'-7 d 10'-5' d 1'-6' d 9 10'-6' d 12'-11' d 13'-0' d 1'-11' d 10 T-11' d 9'-10' d 9'41" b f.:10 10'-2' d t7S d 17-9' d 1'-10' d 11 T-0' d 9'-6" d 9'S b 1'.5' d 11 5-10' d 77-i' d 17-4 d 1'-9' d 72 TS d 9'J' d 9'-0' b 1'4' d 12 9'-0' d 17'-9' d 11'-11' b 1'-9' d Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. Table 3A.1.3 -110E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity-, using design load of 11.0 #/SF Aluminum Alloy 6061 T-6 Hollow and Single Self -Mating Beams 2'0" 3'-0" 4'-0' PI la Load Width S'-0" 5-0" T-0" 8'-0" 10'" 17-0' Allowable Span V: / bending b' or deflection'd' 14'-0' 16'-0^ 10'-0" 2"x 4"x 0.050" Hollow 13'-7' d ll' -10'd 10'-9' d 10'-0' d 9'S d 1 8'-11- d 8'-7- d T-11' d T-8' d T-1' di 6'-10' d 6'-6' d 2' x 5" x 0.060' Hollow 1T4' d IS -l" d 13'-9' d 17-9' d 12'-0" dl 11'-5' d 1g'-11' d Vr-1' d 9'-6' d 9'-1' d 1 8'-8' d 8'4' d 2" x 4" x 0.045' x 0.088" 15'-7' d 13'-7' d 12'4' d 11'-5' d 10'-9' d 10'J" d 9'-10' d 9'-1' d 8'-7- d B-7 d T-9' d T4' b 2" x 5" x 0.050" x 0.116" SMB 19'-0' d 16'-7' d 15-1' d 14'-0' d 13'-T d 17.6' d 11'-11' d 11'-1' d 10'-6' d 9'-11' d 9'-5' b 0'-10' b 2' x 6' x 0.050' x 0.120' SMB 27-7 d 19'S' d 1T -T d 16'4' d 15'S d 14'-7' d 13'-11' d 17-11' d 11'-11' b 11'-0" b 10'4' b 9'-9' b 2" x 7" x 0.055" x 0.120' SMB 25'-2' d 27-0' d 19'-11' d 16'-T d 1T-6' d 16'-T d 15'-10' b 14'-2' b 17-11" b 11'-11' b 11'-2' b 10'-7' b 2"x 8• x 0.070' x 0224^ SMB 30'-6- d W -T d 24'-2' d 27-5' d 21'-1' d 20'-1' d 19'-2" d 1r -10'd 16'-9' d 15-11' d 15-3' d 14'-8- d 2' x 9" x 0.070- x 0204' SMB 37-10' d 28'-8' d 26'-1- d 24'-2' d 22'-9' d 21'-7' d 201-8' d 17-2' d 18'-1' d 1T -T d 16'-5' d 15-6' b 2" x 9' x 0.082' x 0.326" SMB 3T-3- d 30'-10' d 2T-11' d 25-11' d 24'S d 23'J' d 27-3' d 20'-T d 19'-5" d 18'S d 1T-8' d 16'-11'd 2^ x 10' x 0.090' x 0.374" SM 41'-1' d 35-11' d 37-8' d 30'4' d 28'-6' d 2T-1' d 25-11' d 24'-7' d 27-8' d 21'-6' d 20'-T d 19'-9' d Note: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind bad plus dead load for framing. 3. Span Is measured from center of connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to ft above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1.4A-110 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF Self Mating Sections Notes: 1. Tablas assume extrusion oriented with longer extrusion dimension parallel to applied bad. 2. Spans may be Interpolated. Table 3A.2 E 6061 110 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs Proprietary Products: Eagle Metal Distributors, Inc. 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.3 Schedule of Post to Beam Size Minimum post / beam may be used as minimum knee brace L=D+''/." Screws Knee Brace I Min. -Lenoth I Max. Len 2' x 2" x 9.043' T4' 7-0' 7 x 2' x 0.043' 1'4' 17-0' 2-x 7 x 0.043' 1'4' 7-0' 2' x 3' x 0.045" 1=6' Z -6- 2'x 4' x 0.050' T-6' 3'-0" EAGLE 6061 ALLOY IDENTIFIERTh7 INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised" external identification mark (Eagle 6061 r") and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchasers / contractors responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. EAGLE 6061 I.D. DIE MARK O Q t0 m J s: W 0 W 0 ZO t) F KLuU 0ZQ ZO Q ULL 7 Z Z 20 KN a Z WO LLOj mhN wE m0FO w zW trLulrrWNZ Z W Z Jwd 0 luOLL -1 OWW J 3 Z ° Z fn Q v CIL lu 20 Z O W N Oft m ^ U) J W m 0 Z a 06 W CL WW U) U J LL N U CL c tY U O WQE U) Z - v 2 W M to W Z v Z_ O o LLU) U A J W r Q fn O 0C) gk 2 LLJ W uj LL 2 m # a W mLL j O 0) d 0) z co DO CE LLI ' " Z a) ;m 3£ U r.;,,c Ri SEAL zHuiSHEETz W J W ZWF ow1z w w8-110? LL w 12 m 08-12-2010 OF 0 Table 3A.1.1-120 E- Eagle Metals Disfibutorsi Inc. Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or -Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF (48.3 #NSF for Max. Cantilever) Aluminum Alloy 6061 T-6 A 2`x "x0.043`- 14'-0" Max. Len th 2* x 2- x 0.043' 3`x "X .04 6'-9` d 6'S' dl 6--2' d Load Wldlh (IL) Max. Span W I (bendin b' or d ectton'dj 1 8.2 Span 3 Span 4 Span Max. Cantilever Load Max. Span'L' I (bendin 'b' or deflaction'd Width (ft-) 1 8.2 Span 3 Span 4 Span Ma'r' Cantilever 5 5--1' d SJ' d 6'4" d 0'41' d 5 6-9' d T-1' d 7-2' d 1'-1' d 6 4'-9' d 5-10' d S-11" d 0'-11' d 6 S-5' d 6'-8' d 6'-9' d V -W d 7 4'S' d S -T d 5'-8' d 0'-10' d 7 6-1' d 6'-4' d 6'-5" d 0'-11' d a 4'4' d 5'4' d 5-5' d 0'-10' d 8 4'-11' d 6'-0' d 6'-2' d 0'-11' d 9 4'-2' d 5-2" d S-3' d 0'-1 B' d 9 4'$' d 5-10- d S-11' d 0'-11' d A 4'-W d 4'-11' d S -l' d 0'-9' d 10 1 4'-6' d S -T d 5'-9' d 0'-10' d 11 3'-11' d 4'-10' d 4'-11" d 0'-9' d 11 4'S' d S -S d 5'-6' d 0'-10' d 12 3'-9' d 4' 8' d 4'S' b 0'-9' d 12 4'a' d 5'-3' d 5'-S d o'-10' d x x .0 0` x3 -x O.D45- Load Width (ft) Max. Span VI (be ndin b' or deftection' 1 8 2 Span 3 Span 4 SpanCaMntar ad Max Span'V / (bendin W or deflectlon'dj Width (fL) 1 8 2 Spanj 3 Span 4 Span Cantilx. ever 5 SS' d F -W d 8'-2' d 1 V-3- d 5 8'-11- d 9'-1- d T-5' d 6 S-1' d Tr d T-9' d 1'-2' d 6 8'S' d 8'-T d 1'-4' d 7 5-10' d T-2' d T-4' d l'-1' d 7 T-11" d 8'-T d 1'-0' d a S -T d 6'-10" d 7'-0' d l'-1" d 9 TS' d T-9' d 1'-T d 9 54" d 6'-T d Vr d V.0' d 9 16'-10* T4" d TS' d 1'-2' d 10 S-2* d SS' d SS' d 0'-11' d 10 T-1' d T -T b 1'-1' d 11 5-0' d S-2' d S4' d 0'-11" d 11 5-10' d 6'-10' b 1'-1' d 12 4'-10' d S-0' d 6'-1' d 0'.1t' d 12 SS' d 6'-7- b 1'-0' d x4"x .0 x "x0.060" Load Width (R) Max Span 'L'/ (bond ng Wor deflection'd 1 8 2 Span 3 Span 4 Span Cantilever Load Max Span'L'/ (bond ng Wordeflectlon'd' width (R) 1 8: 2 Span 3 Span 4 Span Cantileverr 5 91S' d 11'-8" d 11'-11' d 1'-10' d 5 1T-1' d 14'-11' d 15-3' d T-4' d 6 V-11' d 11'-0" d 11'-3' d 1'S' d 6 11'4' d 14'-0' d 14'4' d T-2' d 7 8'S' d 10'S d 19-8' d 1'-T d 7 10'-9' d 13'4' d 13'-7' d T-1' d 8 F-1' d 10'4' d 10'-2* b T -T d 8 10'4' d 12'-9' d 13'40' d 1'-11' d 9 T-9' d 9-T d 9'-T b 1'S' d 9 T-11' d 17-7 d 17-W d 1'-11" d 10 TS' d 9'J' d 9'-1" b 1'S' d 10 9'-7" d 11'-10" d 17.0' b 1'-10" d 11 T3' d S-/ t' b B'-8' b 1'S' d 11 9'-3" d 1 V-6" d 11'-S b 1'-9' d 12 T-1' d B' -T b B'4' b 1'4" d 12 9'-0' d 11'-2' d I 10'-11' b 1'-9' d Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spars. 2. Spans may be Interpolated Table 3A.1.3 -120E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF Aluminum Allov 6061 TS Hollow and - 0Tdbuta Load Width Single Self -Mating Beams T' 3'-0" -04'" 5'-0" -06'" T-0" 8'-0" 10'-0" 1 17-0" 1 Allowable Span V' /bendin 'b' or defection V 14'-0" Max. Len th 2* x 2- x 0.043' 2" x 4" x 0.050" Hollow 1T-10' d l l'J' d 10'-2' di 9'-6' d 8'-11" d 8'S' d 8'-1' d TS d T-1' d 6'-9` d 6'S' dl 6--2' d 2" x 5" x 0.060" Hollow W -S d 14'4' d 17-11' d 17-1' d 11'4' d 10'4- d 10'4' d 9'-7- d 9-W d 8'-T d 8'-7 d T-10' d 2" x 4" x 0.045" x 0.088" 14'$ d 1T-10' d 11'-8' d 10'-10' d 10'-2' d 9'-8' d 9'-3' d 8'-T d 6'-1' d T-8" b T -T b T-9' b 2" x 5" x 0.050' x 0.116" SMB Ir -11"d 15.8' d 14'J' d 13'-3' d 1TS" d ll' -10'd 11'4" d I(r-T d T-11' d T.3' b 8'-B' b 8'-2' b 2" x 6" x 0.050" x 0.120" SMB 20-11' d 18'4' d 16'-8' d 15-5' d 14'-T d 13'-10' d 13'-3'd it' -i t' b 10'-11" b 10'-7 b 9'S' b 8'-11" b 2" x 7" x O.OW x 0.120" SMB 23'-10' d 20'-10' d 18'-11' d 1T-7* d 16'S d 15,-T b 14'-T b 13'-0' b 11'-11' b 11'-0" b 10'4' b 9'-9' b 2" x 8" x 0.070" x 11.224" SMB 28'-10' d 25-T d 2T-10' d 21'-3' d 19'-11' d 18'-11' d 18'-2' d 16'-10-d 15'-10' d 15-1' d 14'S d 13'-10' d 2" x 9" x 0.070" x 0.204- SMB 31'-1' d 27--1' d 24'-8' d 2T-11' d 21'S' d 20'-5' it 19'-T d 1 B' -T d 1T-1' d 16'-T b 15-T b 14'S" b 2" x 9" x 0.082" x 0.326' SMB 33'4' d 29=2* d 25S' d 24'-T d 23'-T d 21'-11' d 21'-0' d 19'S d 18'4" d iT-S d 1SS' d 16'-0" d 2" x 10" x 0.090' x 0.374" SM 38'-11' d 33'-11' d 30'-10' d 26'-8' d 26'-11' d 25'-T d 24'S' d 27-9' d 21'S d 20'4" d 19S' d 1 18'-8' d Note: 1. It Is recommended that the engineer be consulted on any miscellaneous training beam that spans more tiara 40' 2. Spars are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of trace to beam connection to the above spans for total beam spans. S. Spans may be Interpolated. Table 3A.1.4A420 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 NSF bu61 T-6 Self Mating Sections or Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spars may be Interpolated. Table 3A.2 E 6061 120 , Allowable Upright Heights, Chair Rail Spans or Header Spans Under.Soiid Roofs Proprietary Products: Eagle Metal Distributors, Inc. 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.3 Schedule of Post to Beam Size X4'X Minimum post / beam may be used as minimum knee brace Brace' Knee Brace Min. Length Max. Len th 2* x 2- x 0.043' 1'4' T-0" T x T x 0.043' 1'4' 2'-W T x T x 0.043' 1'4' 2'-0' 2'x 3' x 0.045" 1'S' 7S' 2' x 4' x 0.050- 1'S 3'-0' EAGLE 6061 ALLOY IDENTIFIERTh7 INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised' external identification mark (Eagle 6061-) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final Inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. EAGLE 6061 I.D. DIE MARK O Q m 0m FJ W2 W 0 ZO rZa U FKWU ZZa ZO Q U F ZW 0 Wo COWZa mo O? O J ZW rap O_ 0W w 0'_ KWWWz Z w a tr rriOwLLJ J M Z Z fit Q 20 fnZ' 6 m CO J W Q Z W W cdU LL J D U Q N COzQ 2 W co W Z U W J fn Q v 00 n yTy A 4t Z J W m W m d W J O LL 0) J tO to m C C a LLI ) omr N m d£ C U a 0 toW 0 N c E CL oCo ar00 mvOU m ma LL 0 r WaSEAL W SHEET Z w xF U_I'-8-=120 ZZW z qLLtL W 08-12-2010 OF 12 to 0 Table 3A.1.1-130 E Eagle Metals Distributors, Inc. Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF (56.6 #/SF for Max. Cantilever) Aluminum Alloy 6061 T-6 x 2" x 0.043" 14'-0" 16'-0" 18'-0" 3" x 2" x .045" 8'-1" d T49' d T-2' d Load Width (fL) Max. Span 'L'/(bend 1 8 2 Span 3 Span ln b' or deflection V) Max. 4 Span Cantilever Load Max. Spa n'L'/(bending'b'or Width (ft) 1 8 2 Span 3 Span deFlectlon'dj Max. 4 Span Cantllever 5 4'-10" d 5-11` d 6'-1' d 0'-11' d 5 S -S d SA' d T-10` d 1'-0' d 6 4'S' d V -T d 6-9' d 0'-10` d 6 S -T d 6'4" d 6'-6` d 0'-11' d 7 4'4' d 5'4' d 5* -5' d 0'-10' d 7 4'-10' d F-0" d 6-2' d 0'-11' d 8 4'-1' d S-1' d S-2` d 0'-9' d 8 4'-0' d S-9' d T-10" d 0'-11- d 9 7-11' d 4'-11' d 4'-11` d 0'-9' d 9 4'-6' d SS d F -W d 0'-10' d 10 T-10' d 4'-9' d 4'-10` b 0'-9` d 10 4'4' d 5'4' d SS' d 0'-10' d 11 T-8' d 4'-7' d 4'-T b 0'-8` d 11 4' T d S-2' d 5'-3 b 0'-10' d 12 • 3'-T d 4'S It 4'4" b 0'-8' d 12 4'-1- d 5'-0' d 5'-0' b 0'-9' d x2"x0.0 0" 2"x3"x .04 Load Width (fL) Max. Spa I I nd ng 'b' or deflection'd7 1 & 2 Span 3 Span 4 Span Cantilever Load Max. Spa n'L' I (bonding b' or deflection'd') Width (R.) 1 & 2 Span 3 Span 4 Span Cantilever 5 6'-2' d T-8' d T-10` d 1'-2' it 5 6'-11" d 8'-6' d 8'-8' d 1'4' d 6 5'-10' d T-3' d T4' d 1'-1- d 6 SS' d 8'-0' d 8'-2` d 1'-3' d 7 5'-7- d 6'-10" d F-11" d Vol' d 7 F-2' d T -T d T-9' d 1'-2' d B 54' d 6'-7- d 6'-8- d 1'-0` d 8 S-11' d T3' d T-5' d 1'-1' d 9 64" d 6'4' d 6'-5* d 0'-11' d 9 6-80 d 6'-11" d T-1" b 1'-1' d 10 1 4'-11' d T-1' d 6'-2` d 0'-11' it 1 10 1 6-6' d 6'-9' it 6'-8' b 1'-0• d 11 1d F-11' d 6'.0- d 0'-11' d 11 54' d 6'-T d 6'4' b 1'-0' d 12 4'-8' d S-9" d 5'-10' d 0'-11' d 12 S-7 d E4' b G-1" b I 0'-11' d 2" x 4 x 0" 2 x 5" x 0.060 Load Width (fl') Max. Spa n'L'/ bending'b'or deflaction'dj 1 & 2 Span 3 Span 4 Span Cantileverver Load Max. Span'L'/ bonding'b' or deflectlon'd' Width (ft.) 2 Span 3 Span 4 Span Cantilever 5 9'-0' d 11'-Z' d 11'S` d 1'-9` d 5 11'S' d 14'3` d 14'$ d 1 7-2` d 6 8'-0' d 10'S' d 10'-g' d 1'-7" d 6 10'-1T d 13'-5' d 13'-8' d 7-1' d 7 8'-1' d T-11" d 10'-1' b 1'-6' d 7 10'3' d 17-8' d 17-11" d 1'-11' d 8 T-9' d 9'S' d 9'S' b 1'-6" d 8 9'-10" d 17-2' it 17-5" d T-10" d 9 TS' d 9'-2' d 8'-11' b 1'S' d 9 7-T d 11'-8' d 11'-9' b T-10' d 10 T -T d 8'-9' b 8'S b 1'4' d 10 9'-2'd 11'3' d 11'-Y b V-9' d 11 6'-11' d 6'4" b 8'-1' b 1'4' d 11 8'-10' d 10'-11' d 10'-8' b V-8- d 12 6'-9" d T-11• b T-9' b 1'3' d 12 8'-7- d I 10'-7- b 10'-2- b 1'-8" d Notes: 1. Above spans do riot Include length of knee brace. Add horizontal distance from upright to center of brace to beam cennec0on to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.3 -130E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Roams For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF Aluminum Alloy 6061 T-6 Hollow and Tdbuta Load Width Single Self -Mating Beams T -O" T-0" 4'-0" 5'-0' 6'-0" T-0" 8'-0" 10'-0" 121" Allowable Span'V I bending'b' or deflection *if 14'-0" 16'-0" 18'-0" 2"x 4"x 0.050' Hollow 173" d 1W4r d 9'-9' d W -W d 8'-6' d 8'-1" d T49' d T-2' d 6'-9' d S -S d 6'-2' d 5-10' b 2" x 5" x 0.060" Hollow 15'-T d 13'-8' d 17-5' it 1 V-6' d 10'-10'd 10'3' d TAW d 7-2' d 8'-T d 8'-2" d T-10- d T-6` d 2" x 4" x 0.045" x 0.088" 14'-W d 173- d 11'-2' d 10'4" d T-9' d 9'3' d 8'-10' d 8'-2' d TS' b T-2" b 6'-8' b 6'-4" b 2" x 5" x 0.050" x 0.116" SMB 1T-2' d IV -11'd 13'-T d 17.8' d 11'-11' d 11'-3' d 17-10"d 10'40 d 9'-4' b 8'-7- b 8'-1' b T -T b 2" x 6" x 0.050" x 0.120" SMB 20'4` d 11.6- d 16-11' d 14'-9' d 13'-10' d 13'-2" d 12'S' b 11'-2" b 10'-2' b 9'-S b &-10' b 8'4' b 2' x 7" x 0.055" x 0.120" SMB 27-9" d 19'-10' d 18'-0' d 15-9' d 1S-8' b 14'-6' b 13'-T b 17-2' b 11'-1' b 10'3' b 9'-T b 9--1" b 2" x 8" x 0.070' x 0224" SMB 21.6" d 23'-11' d 21-10" d 20'-3' d 19-1' d 16'-1- d 114' d 16'-1' d 15--1" d 14'4" d 13'-8- b 17-11' b 2' x 9" x 0.070" x 0.204" SMB 29-7' d 25'-10" d 23'-6' d21'-10' d 20'S d 19'-6' d 18'-8'd 114' d 16'3' b 16-l' b 14'-1' b 13'4" b 2"x 9"x 0.082"x 0.326" SMB 31'-10'd 2T-9' d 25-3' d 23'-5' d 27-1' d 20'-11" d I 20'4' d 1 18'-T d1T-6' d 16'$- d 15'-11' d 15-T d x 10' x 0.090" x 0.374" SM 3T-1' dl 37S it 29'S' d 2T4' d 25'-9' d S24'' d 423'" d 21'-8' d 0'S" d2 19S d I 1V -T d 1T-10' d Note: 1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2 Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or well connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be Interpolated. Table 3A.1.4-130 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF Aluminum Alloy 6061 T-6 Self Mating Sections S-0" 6'-0" Tribute Load Wldth'W'=Pudln Spaei T-0` ' 8'-0" 9'.0 10'-0" Allowable Span'L' I bending b' or deflectlon'd' 12--0- 2" x 4" x 0.045" x 0.088" 13'4' b 17-Z' b 11'J' b 1 10'-T b 9'-11' b 1 9'S b 9'-0' b 8'-T b 2" x 5' x 0.050" x 0.116" 16'-1' b 14'•8' b 13'-T b 12'-9' b 17-0' b 11'S' b 10'-10' b 10'S b 2" x 6' x 0.050" x 0.120" • Ir4r b 16'-1' b 14'-11" b 13'-11' b 13'-2' b 17-6" b 11'-11" b 11'S' b 2" x 7' x 0.055" x 0.120" 19-2' b 1TS' b 16'3" b 15'-2' b 14'4' b IT -7- b /7-11" b 12'-5" b 2" x 8' x 0.070" x 0224' 2T-2' d 24'-11' b 23'-Z' b 21'-8' b 20'S b 19'4' b 18'-5' b 11.8' b 0.070` x 0204" 28'-Z' b 2S-9' b 23'-10' b 274' b 21'-W b 19'-11' b 19'-W b 18'-2" b 2" x 9" x 0.082" x 0.326' 31'S' d 29'-T d 28'-1' d 26'-10' d 25-9' b 24'S b 23'4' b 274' b 12"x 10"x 0.090" x 0.374" 36'-8' d 34'S" d 37-9' d 31'4' d 30-1' d 2!Y-1" d 28'-1' b 26'-10' b Notes: 1. Tablas assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.2 E 6061 130 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs Proprietary Products: Eagle Metal Distributors, Inc. 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.3 Schedule of Post to Beam Size Minimum post I beam may be used as minimum knee brace Thru-Bolts Knee Knee Brace Min. Length Max. Length 2' x 2" x 0.043• 1'4' 7-0' 2' x 2' x 0.943• 1'4' 2'4' 2' x 2'x 0.043- 1'4' 7-01 2' x7 x 0.045- 1'S' 2'S 2' x 4' x 0.050' 1'-0• 3'4r EAGLE 6061 ALLOY IDENTIFIERTh7 INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised" extemal identification mark (Eagle 6061-) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractors responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this Identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final Inspection. The Inspector should look for the identification mark as specified below to validate the use of 6661 engineering. EAGLE 6061 I.D. DIE MARK O Q io N.r 15 lu W 0 ZO Ua W WU ZZQ ZO F QUa 0 z ZD of W0.Z of u. oCf N WE MR OF uJZw w re cc WWW0Z Z w ZJWa W N 05 J Q f/) Z Z fn CL 20 X M LLI Z W LLJ U LL J = U fes.. Q M U) Z QWM W Z U O U) L) W J U) a EL m O W t9 CVVJ SE•AL LuSHEET J WQZWI - co M 8-130 L 08-12-2010 OF a K O L7Z wwZ OZW r - ZZ W Table 3A.1.1-140 E Eagle Metals Distributors, Inc. Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #/SF (65.7 NSF for Max. Cantilever) Aluminum Alloy 6061 T-6 2" x 2" x 0.043" 4'-0" Tribute Load Width 5'-0' 6'-0' % 8'-0" 10'-0' 1 12'-0" 1 Allowable Span'U/bendin 'b'ordeflaction'd' 14'-0" 3 x 2 x 0.045 18'-0' 2"x 4" x 0.050" Hollow 11'-9- d 10'3' d 9'4' d Load Width UP Max Span *L` / (bend 1 & 2Span 3 Span in 'b' or deflectlon'dj 4 Span cantilever Load Max. Span V 1(bending Width () 1 & 2 Span 3 Span V or deflection'd 4 Span Cantilever 5 4'4- d 5'-0' d SAW d I 0-10' d 5 53' d 55' d 5-T d 0'-11' d 6 4'4' d 5-4' d SS' d 0'40" d 6 4-11' d T-1' d 6'-2' d 0'-11" d 7 4'-2- d S-1' d 5-2' d 0'-9' d 7 4'-8' d S-9' d S-11' d 0'-11' d 8 3'-11' d 4'-11' d 4'-11' d 0'-9' d 8 4'5*' d SS' d 5-4' d 0'-10' d 9 T-10' d 4'3' d 4'-9' b 0'-9- d 9 4'-0' d S-4' d 5'-5' d 0'-10' d 10 3'' d 45.' d 4'5*' b 0'-T d 10 4'-2' d 5-2- d S-2' b 0'-9' d 11 3'-T d 4'-5' d 44 b 0' d0' 11 4'-0- d 4'-11' d 4'-11' b 0'-9' d 12 3'5" d 4'3' b 4'-1' b 0'-8' d 12 3'-11' 0 4'-10" d 4'-9- b V-9' d 3 x 2" x .070" 14 12"0.C. 2" x 10" x 0.090" x 0.389" SMB 2" x 3" x .045 5 4 2"x 7' x 0.055" x 0.135 Load Width (L) Max Span 121(bend ln 'b'or deflection M 1 & 2 Span 3 Span 4 Span Cantil ver Load Max. Spa n'UI bandin 'b' or deflectlon'd Width IN 1 & 2 Span 3 Span I 4 Span Ca Ulever 5 5-11" d 7"4' d 7'5*' d 1'-1' d 5 S -T d ir-2- d 8'-4' d V-3- d 6 5-7' d 5-11' d T-1' d 1'-1" d 6 6-3' d T-8' d T-10" d 1'-2' d 7 64" d 6'-T d 6!-8' d 1'-0' d 7 5-11" d T4' d TS' d 1'-1" d 8 5'-1' d 6'3' d 55' d 0'-11' d 8 5'3' d 5-11" d T4' b 1'-1" d 9 4'-11' d 6'-1' d S-2' d 0-11' d 9 S-5" d 5-9' d 5-7' b 1'-0' d 10 4'-9' d 5'-10' d 5-11' d 0'-11 d 1 10 5'-3' d 6'5*' d 6'-3' b 0'-11- d 11 v -T d S-8" d 5'-9' d 0'-10" d 11 S 1' d S-2' b 5'-11" b 0'-11' d 12 4'-5' d SS' d 5-T d 0'-10' d 12 4'-11' d 5-11' b 5-9' b 0'-11' d 2" x 4" x 0.050" 2" x 5- x 0.060" Load Width (fl') MaxSpa V/ (bend in 'b'or d ctlon *dJ 1 & 2 Span 3 Span 4 Span Canaever Load Max Span'L'/(banding Width (IL) 1 & 2 Span 3 Span b' or deflection'd 4 Span Cantilever 5 8'3' d 10'48' d 10-11' d 1'-0' d 5 11'-0' d 13'-8' d 13'-11' d 7-1' d 6 2' d 10'-1' d 10'-3' b 1'5*- d 6 10'-5" d 12'-10' d 13'.1' d 1'-11" d 7 T-9- d 9'-7" d 9'-0' b 1'5*' d 7 T-10' d 12'-T d 12'5' d 1'-10' d 8 T-5' d 9'-T d F-11' b 1'-S d 8 9'-5" d 11'-8' d 11'-9' b T-9- d 9 T-1" d W -W b it -5' b 1'.4"--d 9 9'-1' d 11'-T d 11'-1" b 1'-9' d 10 5-11' d 8'-3' b T-11' b 1'4'd 10 V-9' d 10'-10' d 10'5- b 11 6'-0' d T-10' b b77'31'' d 11 55' d 10'4" b 10-0' 6 1'-T d 12 55' d TS' 1'3' d 12 53' d 9'-11" b 9'-T b 1'-T d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.3 -140E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-1 &2 MPH velocity; using design load of 17.0 NSF Aluminum Alloy 6061 T-6 Hollow and Single Self -Mating Beams 2'-0" T-0' 4'-0" Tribute Load Width 5'-0' 6'-0' % 8'-0" 10'-0' 1 12'-0" 1 Allowable Span'U/bendin 'b'ordeflaction'd' 14'-0" 16'-0" 1 18'-0' 2"x 4" x 0.050" Hollow 11'-9- d 10'3' d 9'4' d 5-0' d 1 8'.2" d T-9' d TS' d 6'-10' d 55' d 6'-2- d 1 5-10' b 5'5*- b 2' x 5" x 0.060" Hollow 14'-11" d 13'-1- d/ T-11' d 11'-0' d 10'5*' d 9'-10' d 9'-5' d T-9' d 8'J- d T-10' d TS' d T-2" d 2" x 4" x 0.045" x 0.088' 13'5' d 11'-9' d 10'-8' d 9'-11" d 9'4' d B'-10' d 8'5*' d T-1 D' d T-3- b 6'48' b 53' b S-11' b 2"x 5" x 0.050' x 0.116" SMB 16'-S d 14'4' d 13'-1' d 12'-1' d 115' d 10'-10" d 104' d 9'-7- b 8'-9' b 1' b T -T b T -T b 2" x 6" x 0.050" x 0.120" SMB 19'-2* d 16'-9' d 15-3" d 14'-2" d 13'4' d 12'5' b 11'-9' b 10-6' b 9'-7- b 8'-10' b 8'-3' b T-10" b 2" x 7" x 0.055' x 0.120" SMB 21'-9' d 19-W d 1T4" d 16'-1" d 14'-9' b 13'-T b 1T-9" b 11'5' b 10-5" b 9'-8" b 9'-0- b 8'5*' b 2" x 8" x 0.070" x 0.224' SMB 254' d 2T -T d 20-11' d 19'-5" d 18'3' d 1T4" d 15-T d 155' d 14'-6" d 13'-9- b 12'-10' b 1T-1' b 2' x 9" x 0.070" x 0.204" SMB 255*' d 24'-10' d 22'5" d 20'-11' d 19'-8- d 15-6" d 1T-11' d 15-T d 154' b 14'-2' b 13'3' b 12'5' b 2' x 9' x 0.082" x 0.326' SMB 305' d 25-8' d 24'-3' d 22'5' d 21'-T d 20'-1' d 19'-3' d 1T-10' d 15-9' d 15'-11' d 15'3' d 14'-8' d 2" x 10" x 0.090" x 0.374" SME 35'-7' d 31'-1' d 1 28'-3' d 1 25-2' d I 24'-8' d 23'-5- d I 2T5- d 20-10' d 1 10-7- d 1 18'-7" d 1T-9" d 1T-1" d Note: 1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40 2. Spans are based on wind load plus dead load for framing. 3. Span Is measured from center of connection to fascia or wag connection. 4. Above spans do not include length of knee trace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. S. Spans may be Interpolated. Table 3A.1.4A-140 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #/SF o Self Mating Sections Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be Interpolated. Table 3A.2 E 6061 140 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs Proprietary Products: Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 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.3 Schedule of Post to Beam Size Minimum post / beam may be used as minimum knee brace Knee Brace Min. Len th 7hru-Botts L=DV/,' 1/4"e 318'0 2" x 2' x 0.043' 1'4" 7-0" Beam Size Minimum Post Stze Minimum Min.#Knee MIn.Stitching Knee Brace* Brace Screws Screw 5 aein Hollow Beams 2" x 2' x 0.043' 1'4' 2'-0" 2"x 3' x 0.045' 1'5*' 2'-6' 2' x 4' x 0.050' 2'x4"x0.050"Hollow F3' x 3'x 0.090' 2 2'x3'x0.045* 3)#8 2"x5"x0.060'Hollow 3'x 3'x 0.090' 2 2'x3'x0.04S 3 #8 Self -Matin Beams 2"x 4"x 0.048'x 0.10" SMB 3"x3'x0.090' 2 2'x3'x0.045' 3 #8 8 @ 12" O.C. 2"x5"x 0.050" x 0.131" SMB 3'x 3'x 0.090' 2 2x3"x0.045' 3 #8 8 @ 12-O.C. 2"x6"x0.050"x0.135"SMB 3'x 3'x 0.090' 2 2'x3'x 0.045' 3)#10 10 @ 12-O.C. 2"x 7' x 0.055" x 0.135"SMB 3'x 3'x 0.090- 2 2 2"x3'x 0.045' 3)#10 10 @ 12- O.C. 2"x8"x0.070"x0.239"SMB Wx3"x0.125" 3 2 T x 4'x 0.048' x 0.109' 3)#12 12 1TO.C. 2'x9"x0.072"x0.219"SMB 3x3'x0.125' 3 3 2"x5'x0.05Wx0.131' 3)#14 14 @ 12- O.C. 2"x 9'x 0.082" x 0.321" SMB 4'x4"x0.125* 4 3 2'x6'x0.050'x0.136' 4)#14 14 12"0.C. 2" x 10" x 0.090" x 0.389" SMB 4' x 4' x 0.125" 5 4 2"x 7' x 0.055" x 0.135 6 #14 14 12' O.C. Double Self -Matin Beams 2 2"x8" x 0.070'x0239'SMB 2"xSx0.050'x0.131- 6 4 2" x 4'x 0.048' x 0.109' 8)#12 12 12- O.C. 2 2"x 9'x0.072' x 0.219"SMB 2"x5'x0.05o'x0.135' 6 4 2"x5'x 0.050'x0.131' 8 #14 14@12-0, 2 2"x9'x0.082"x0.321'SMB I 2x7-xo.0Wx0.135" 8 1 6 1 2'x5'x0.050'x0.13S 1' B #14 1 414 @ 12- O.C. 2 2"x10"x0.090"x0.389'SMB The minimum number of Ouu bolls is (2) 2"x8'x0.07o"x0.239' 1 10 1 8 1 2*x-rx0.0SS'x0.135' 10)#14 14 12.O.C. Minimum post / beam may be used as minimum knee brace Knee Brace Min. Len th I Max Len 2" x 2' x 0.043' 1'4" 7-0" 2"x T x 0.043• 1'4" 2'-0" 2" x 2' x 0.043' 1'4' 2'-0" 2"x 3' x 0.045' 1'5*' 2'-6' 2' x 4' x 0.050' 1'5*' 3'-0' EAGLE 6061 ALLOY IDENTIFIER"'' INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised" external identification mark (Eagle 6061 "') and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's f contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. EAGLE 6061 I.D. DIE MARK O J m 0 fA M W C7 U. W O ZO U H WWV 0Za zO Q ULL ED ZZW 20 KyaZ a0 u- 0 J ay w m0 OW 0 aKEit wwwtoz wZ Jiz cc toOWu- J J Q fn e Z a Q 20- w 2 O fn o Z0 w J c 0 z nWa LU 06 to c) s0 J LL N V a 0 U 2 00 Q C) c C0 Z Ill M m' W Z v Z 0 n 0 LL JLU r Q O LL tuW LL W Z5 m X CL W 12 LL J O a a m ti $ LLI eC', x0 CD J to 0 >_ p m 0) U aA 0 W u lJ 2 Z w SEAL c) uJ SHEET wwZ Q FIL W Z 8-140 Zw qa LL• Z W 08-12-2010 n OF 17 m Qct REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS -16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16' O.C. VERTICALLY REPLACE VINYL SIDING ALTERNATE: 4" x 4" P.T.P. POST W/ SIMPSON 4"x 4" POST BUCKET INSTALLED PER MANUFACTURERS SPECIFICATIONS TOP & BOTTOM THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I.- I OME JSTALL NEW 48" OR 60" UGER ANCHOR PER RULE SC @ EACH NEW PIER. JSTALL 1/2" CARRIAGE BOLT HRU PERIMETER JOIST AND TRAP TO NEW AUGER NCHOR ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = V-0" REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS -16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS/RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING 8''L' BOLT @ 32' O.C. THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME KNEE WALL W/ 2 x 4 P.T.P. BOTTOM PLATE, STUDS & DOUBLE TOP PLATE NAIL PER TABLE 2306.1 FLORIDA BUILDING CODE EACH STUD SHALL HAVE SIMPSON SP -1 OR EQUAL SHEATH W/ 1/2" P.T. PLYWOOD TYPE III FOOTING OR 16"x 24' NAILED W/ #8 COMMON 6' O.C. RIBBON FOOTING W/ (2) 950 EDGES AND 12' O.C. FIELD OR BARS, 2,500 PSI CONCRETE STRUCTURAL GRADE THERMAL PLY FASTENED PER THE MANUFACTURERS SPECIFICATIONS STRAP SIMPSON COIL STRAP OVER SHEATHING ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 114"= 1'-W INTERIOR BEAM (SEE TABLES 3A.1.3) BEAM SPAN USE W/2 FOR BEAM SIZE) SEE INTERIOR BEAM TABLES AFTER COMPUTING LOAD WIDTH • LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED KNEE BRACE (SEE TABLES 3A.3) LENGTH 16" TO 24' MAX. ALL FOURTH WALL DETAILS POST SIZE (SEE TABLE 3A.3) MAX. POST HEIGHT (SEE TABLES 3A.2.1, 2) TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A MOBILE / MANUFACTURED HOME SCALE: 1/8"= 1'-0" Table 3A.3 Schedule of Post to Beam Size MrUrum post r beam may be used as minknum knee brace Knee Knee Brace Min. Larath Max Length 7x2• 14• 2'-X 2'x2• 14• 2'-0• 2•x2' 14' T-01 2•x3• 1'.G 7.6 Tx 4• 1't.• 3'-0• 1 a a- O.C. 1 @ 6.O.C. 312#/13SF STUD WALL OR POST J 6' d. 4. 12" x RIBBON FOOTING SCALE: 1/2'= 1'-0" Minimum Ribbon Footing Wind #/ 1 x Post AnchoStud• Zona Sq. Ft @ 48' O.C. Anchors 100=123 +10 -14 1'4" ABU 44 SPI @3T O.C. 130 - 140-1 + 30 -17I 1'-0' ABU 44 SP1 @ 32* O.C. 140.2 -150 +30 -20 1 1-3' 1 ABU 44 1 SPH4 Bi 48' O.C. Maximum 16' Projection from host structure. For stud walls use 12' x 8' L -Bolts @ 48' O.C. and T square washers to attach sole plate to footing. Stud anchors shall be at the sole plate only and coil strap shall lap over the top plate on to the studs anchors and straps shag be per manufacturers specifications. 3A.8 Anchor Schedule for Composite Panel Room Components Connection Description 80-100 MPH 110-130 MPH 140-150 MPH Receiving channel to roof 10 x (17+10) SMS 10 x (f+12') SMS 10 x (r+12') SMS panel at front wall or at the 1 @ 6' from each side 1 @ 6' from each 1 @ 6' from each receiving channel. of the panel and of the panel and of the panel and 0.024" or 0.030" metal 1 @ 12- O.C. 1 a a- O.C. 1 @ 6.O.C. 312#/13SF 1/4'x 1-112' lag 114'x 1-12' lag 3W x 1-12' lag Receiving channel to 1 @ 6' from each end of 2 @ 6• from each end of 2 @ 6' from each end of wood deck at front wall. receiving channel and receiving channel and receiving channel and 2 pine or p.tp. framing 1 C 24' O.C. 2 @ 24' O.C. 2 0 24' O.C. 712#/30SF 114'x 1-12' Tapcon 114"x 1-12' Tapcon 318'x 1-12' Tapcon Reiceving channel to 1 @ 6' fmm each end of 1 @ 6' from each end of 2 @ 6' from each end of concrete deck at front wall. receiving channel and meshing channel and receiving channel and 2,500 psi concrete 1 @ 32- O.C. 1 @ 24.O.C. 2 @ 24' O.C. Receiving channel to uprights, 8 x 3/4' SMS 10 x 3/4" SMS 14 x 3/4' SMS headers and other wall 1 @ 6' iron each and 1 @ 4' from each end 1 @ 3' from each and connections of component and of component and olicomponentand 0.024" metal 10 36' O.C. 1 @ 24' O.C. 10 24' O.C. 0.030' metal 1 C 48' O.C. 1 @ 32- O.C. 1 @ 32- O.C. Receiving channel to existing 1/4'x 1-1/2' lag 1/4" x 1-12" lag 318' x 1-12' lag hostwoodbeam, host structure, deck 1 @ 6" from each and 1 @ 4' from each and 1 @ 3" from each end o Infill connectionsns to wood of component and of component and of component and 1 @ 30' O.C. 1 @ 18' O.C. 1 @ 21' O.C. Receiving channel to existing 1/4'x 1-3/4" Topton 114"x 1-12' Tapcon 318"x 1-12' Tapoon concrete beam, masonry wall, 1 @ 6' from each end 1 @ 4' from each end 1 @ 3" from each end slab, foundation, host structure, of component and of componenl and of component and or infill connected to concrete. 1 @ 48' O.C. 1 9b 24' O.C. 1 @ 24'0 1 @ 6' from each end 1 @ 4' from each 1 @ 3- from each Roof Panel to top of wall of component end of component end of component 1 12-O.C. 1 a 8'O.C. @6"O.C. a.Towood 10x'r+1-12' 10x"C+1-12' 10x'P+1-12' b. To 0.05" aluminum 10 x'P+12" 10x"t"+12' 10xT+12' Notes: 1. The anchor schedule above is for mean roof height of 0.20'• enclosed structure, exposure '8% 1= 1.0, maximum front wag projection from host structure of 15, with maximum overhang of 7, and 10' wall height. There Is no restriction on room length. For structures exceeding this criteria consult the engineer. 2 Anchors through receiving channel into roof panels, wood, or concrete / masonry shall be staggered side to side at the required spacing 3. Wood deck materials are assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of anchors by 0.75. Reduce spacing of anchors fo'C' exposure by 0.83. 4. Concrete is assumed to be 2.500 psi @ 7 days minimum. For concrete strength other than 2,500 psi consult the engineer. Reduce anchor spacing for "C' exposure by 0.83. 5. Tapoon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for 1-12' embedment at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shag require 1-1/4' fender washer. Table 4.2 Schedule of Allowable Loads / Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load / Maximum load area (Sq. Ft) @ 120 M.P.H. wind bad Diameter Anchor x Embedment 1 Number of Anchors 2 3 4 114' x 1" 264#/11SF 528#22SF 792#/33•SF 109-M44SF 114"x142" 396#/17SF 792##33SF1188#150SF 0.97 1584#/66SF 114"x2-12" 66D#128 -SF- 1320#/55 -SF 1980#183 -SF 264OWlI SF 5116"x 1' 312#/13SF 624#I26SF 936##39SF 1248W52 -SF 5116" x 1-12' 468#2PSF 936#f39 -SF 14D4#159 -SF 1872# 178SF 5116"x2-112" 780kr33-SF 1560#/65SF 234ON98SF 3120#/130SF 318"x 1" 356#/15SF 712#/30SF 1068#/45SF 1424#/59SF 318"x1-12' S34#22SF 1g6W45SF 1602#167SF 213MBSSF 3Wx2-12" 890#137SF I 178OW74SF 2670#/111SF 3560I#148SF 1. Anchor must embed a minimum of 2' Into the primary frost WIND LOAD CONVERSION TABLE For Wind Zones/Regions other than 120 MPH (Tables Shown), multiply "" anewabis roads and fool areas b the cone WIND Applied CONVERSION REGION Load FACTOR 100 26.6 1.01 110 26.8 1.01 120 27.4 1.00 123 28.9 0.97 130 322 0.92 140-1 37.3 0.86 140-2 37.3 0.86 150 428 0.80 rston facto. Allowable Load Coverslon Factors for Edge Distances Less Than 9d Edge Distance Allowable Load Multipliers Tension Shear 12d 1.10 127 17d 1.07 1.18 led 1.03 1.09 9d 1.00 1.00 lid 0.98 090 7d 0.95 O.B1 cid 0.91 0.72 5d 0.88 0.63 Note: 1. The minimum durance from the edge of concrete to the center of the concrete anchor and the spacing between anchors shag not be lass than 9d where d Is the anchor diameter. 2 Concrete screws are Qmited to T embedment by manufacturers. 3. Values listed are allowed loads with a safety facto of 4 applied. 4. Products equal to raw/ may be substituted. 5. Anchors receiving bads perpendicular to the diameter am in tension. Anchors receiving loads parallel to the diameter aha shear loads. Example: Determine the number of concrete anchors required by dividing the uplift load by the anchor allowed load. For a T x 6" beam with spacing - T-0' O.C.; aDowed span - 26-9' (Table 1.1) UPLIFT LOAD =12(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = [124'25.75') x T x 7# / Sq. FL) /ALLOWED LOAD ON ANCHOR NUMBEROFANCHORS = 630.875#/300# - 2.102 Therefore, use 2 anchors, one (1) on each side of upright. Table Is based on Rawl Products• allowable loads for 2,500 p.s.l. concrete. O Q m FJ - W W o O zO a U LL F WWU 13z zO H V H zWO zO toz ZO F U 05 wz CL 0OOU. O W W era. m0 O- F cc 0W z LLLuR Lu W u to z cod R' toOWLLJ UW (AJW X DW yLoU) 9LL J Q CZ U) G 0 Q Z O m 1n jCC O W W Z U) W D- LLI 06 U XU O IXI- Q Q QZzz W O Q Z X W20 U) fn J Q O cc 2 J W MVWLL LU Z Wm O_ W m LL a O 0N C U Iron M ti W y X L a o t.1 5 0 m C U oa) a m to SHEET 9 08-12-2010 1 OF 12 Oz OKW z C9zw zWM LN ROOF PANELS GENERAL NOTES AND SPECIFICATIONS: 1. Certain of the following structures are designed to be married to Site Built block, wood frame or DCA approved modular structures of adquate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live bad shall be 30 PSF. 5. The shapes and capacities of pans and composite panels ire from "Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard" Tables for allowable spans 6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked and reinforced for the enclosed building requirements. 7. Composite panels can be loaded as walk on or uniform loads and have, when tested, performed well in either test. The composite panel tables are based On bending properties determined at a deflection limit of U180. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16' O.C. each we 10. Spans may be interpolated between values but not extrapolated outside values. 11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1. 12. All fascia gutter end caps shall have water relief ports. 13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon sealant Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14.A11 aluminum extrusions shall meet the strength requirements of ASTM 8221 after powder coating 15.Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete masonry products or pressure treated wood shall be coated w/ protective paint or bituminous materials that are placed between the materials listed above. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corotxwnd Cold Galvanizing Primer and Finisher. 16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless steel grade 3D4 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall not be used. ROOF PANELS DESIGN STATEMENT: The roof systems are main force resisting systems and components and cladding in conformance with the 2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using loads for components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 317; roof slope 0 to 20'; 1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00 for open structures, 0.18 for enclosed structures. All pressures shown are in PSF. 1. Freestanding structures with mono -sloped roofs have a minimum live bad of 10 PSF. The design wind loads are those 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 rive load of 20 PSF or 30 PSF for 1408 and 150 MPH zones. Wind bads 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) Open Structures Screen Rooms Glass & Modular Overhang / Candlev Mono Sloped Attached Covers Enclosed Rooms All Rooms 1= 0.87 for 90 to 100 MPH 1= 0.87 for90 to 100 MPH Roof Overs Conversion 1=0.77for100to150MPH 1=0.77for100to1S0MPH 1=1.00 1=1.00 KCpi - 0.00 Zone 2 KCpi = 0.00 Zone 2 KCpi - 0.18 Zona 2 KCpi = 0.18 Zone 3 bads reduced by 25% 1.47 3 0.88 15' - 20' asleWindl Effective Area Basic Wind Effective Area Basle Wind Effective Area Basle Wind Effective, Pressure 50 20 10 Pressure 50 20 10 Pressure 50 20 10 Pressure r 50 20 Minimum live load of 30 PSF controls In high wind velociry zones. To convert from the Exposure "B" bads above to Exposure "C" or "D" see Table 713 on this page. Anchors for composite panel roof systems were computed on a load width of 10' and a maximum of 20' projection with a Z 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" & "D" Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 INDUSTRY STANDARD ROOF PANELS U) w 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = 1'-0" Ig 12.00" - 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2" = 1'-0" W[T 1 I- 12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2" = 1'-0" ALUMINUM SKIN TABLES E.P.S. CORE Z SIDE CONNECTIONS VARY L o (DO NOT AFFECT SPANS) 48.00" :. COMPOSITE ROOF PANEL (INDUSTRY STANDARD] SCALE: 2" = V-17 PRIMARY CONNECTION: 3) # ' SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. (2) PER RAFTER OR TRUSS TAIL 10 x 3/4" S.M.S. @ 12" O.C. EXISTING FASCIA FOR MASONRY USE 1/4"x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12' O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAILS ROOF PANEL TO FASCIA DETAIL SCALE: 2" = 1'-0" SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS 1-1/2" x 1/8"x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) O ROOF PANEL -.1 k__! x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED JSCREWHEADSQ ROOF PANEL TO WALL DETAIL ai SCALE: 2"= V-0" w ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 1/2' LONG CORROSION J RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR t¢ SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) LL EACH # • x 1/2' SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WiTH (3) EACH O x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # • x 9/16" TEK p SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # • x 1/2" S.M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.LL 100-123 130 140 I 150 8 #10 #12 #12 wU EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: 10 x 3/4" S.M.S OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 0ZQ ZO c'r x 6"0.024" MIN. BREAK RMED FLASHING t) LL Zz N ROOF PANEL w0 ZO NZ W Q Exposure "B" to "C" Exposure "B" to "D" Mean Roof Load Span Multiplier Load Span Multiplier Helght• Converston N a. Conversion LU Z od Z OW Factor Bending Deflection Factor an Deflection 0 -15 121 0.91 0.94 1.47 3 0.88 15' - 20' 1.29 0.88 0.92 1.54 1 0.67 20' - 25 1.34 0.86 0.91 1.60 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 enclosure Values are from ASCE 7-05 INDUSTRY STANDARD ROOF PANELS U) w 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = 1'-0" Ig 12.00" - 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2" = 1'-0" W[T 1 I- 12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2" = 1'-0" ALUMINUM SKIN TABLES E.P.S. CORE Z SIDE CONNECTIONS VARY L o (DO NOT AFFECT SPANS) 48.00" :. COMPOSITE ROOF PANEL (INDUSTRY STANDARD] SCALE: 2" = V-17 PRIMARY CONNECTION: 3) # ' SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. (2) PER RAFTER OR TRUSS TAIL 10 x 3/4" S.M.S. @ 12" O.C. EXISTING FASCIA FOR MASONRY USE 1/4"x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12' O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAILS ROOF PANEL TO FASCIA DETAIL SCALE: 2" = 1'-0" SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS 1-1/2" x 1/8"x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) O ROOF PANEL -.1 k__! x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED JSCREWHEADSQ ROOF PANEL TO WALL DETAIL ai SCALE: 2"= V-0" w ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 1/2' LONG CORROSION J RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR t¢ SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) LL EACH # • x 1/2' SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WiTH (3) EACH O x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # • x 9/16" TEK p SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # • x 1/2" S.M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.LL 100-123 130 140 I 150 8 #10 #12 #12 wU EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: 10 x 3/4" S.M.S OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 0ZQ ZO c'r x 6"0.024" MIN. BREAK RMED FLASHING t) LL Zz N ROOF PANEL w0 ZO NZ W Q O Z U Q o w 0 EO fn Z w z O LL 0O N a. OLL LL LU Z od Z OW fns Q FW - 0 wa POST AND BEAM (PER pOF TABLES) 1-mOLL U W LL F Q W 0e Z uj C7 W C LLI - ww Z N ALTERNATE MOBILE HOME FLASHING z FOR FOURTH WALL CONSTRUCTION w n. cc CT PAN ROOF PANELS o W SCALE: 2'= 1'-0" K COoQwF INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. J Z Q 0 _J O in Q o Q o w 0 EO fn Z o ON a. c m LU Z od Z m fns U w FW - 0 U) BUZZ o J U as o U W LL F Q W 0e r.) S. C7 B LLI - m vZ Z W U Q 08-12-2010 2.2 U) a ILL W ILL N Q O 1 D CO v 2 O 'n O J LUV- W LLL 2 #£ L1J 2 c mW2LL J O a) a C Ja Iq m tii3in a hN m L LU X O J m U > m L) O L o N J O SEAL 0 B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.w DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. SHEET z C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6' O.C. STAGGEREDF TOP AND BOTTOM (SEE DETAIL ABOVE) UJ wco U w w Z 10A D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM LowSYSTEMONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. 9!!: 12 ro 08-12-2010 OF r 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 @ 1T O.C. 8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS a— 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 , 1 S.M.S. SPACED @ 12" O.C. OTHER CONSTRUCTION FOR MASONRY USE: 2) 1/4" x_1-1/4" MASONRY. ANCHOR OR EQUAL @ 1T O.C. FOR WOOD USE 14k 1-1/2' S.M.S.OR WOOD •- SCREWS @ 1T O.C. FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL_ . SCALE: T= 1'-0" WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: EXISTING TRUSS OR RAFTER 10 x 1-1/2' S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE 1100-1231 130 1 140 1 150 8 1 #10 1 #12 = REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE 8 x 1/2' S.M.S. SPACED @ PAN RIB MIN. (3) PER PAN FLASH UNDER SHINGLE LL 3 aao 1-1/2" x 1/8"x 11-1/2' PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL SCALE: T= V-0' EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE 8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES FLASH UNDER SHINGLE COMPOSITE ROOF PANL HEADER NEW 2 x —FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: T= l -(r EXISTING TRUSS OR RAFTER 2) #10 x 1-1/T S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE I 10 x 3/4' S.M.S. OR WOOD SCREW SPACED @ 1T O.C. z.n..:.. .. EXISTING FASCIA ao 6' x Y' x 6" 0.024" MIN. BREAK FORMED FLASHING i— ROOF PANEL' SCREW #10 x Cr + 1/2") W/ 1-1/4" FENDER WASHER FOR FASTENING TO ALUMINUM USE TRUFAST POST AND BEAM PERHDx ("t"+ 3/4") AT 8" O.C. FOR UP TO 130 MPH TABLES) WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED D" EXPOSURE. ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: T= V-0' INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. ` HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) r— EXTEND UNDER DRIP EDGE 1' MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 8 x 3/4" SCREWS @ 16' O.C. 8 x 11T SCREWS @ EACH RIB ROOF PANEL FASCIA AND HEADER z.n..:.. .. w ao PANEL W/ 1" FINE THREAD SCREW #10 x Cr + 1/2") W/ 1-1/4" FENDER WASHER FOR FASTENING TO ALUMINUM USE TRUFAST POST AND BEAM PERHDx ("t"+ 3/4") AT 8" O.C. FOR UP TO 130 MPH TABLES) WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED D" EXPOSURE. ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: T= V-0' INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. ` HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) r— EXTEND UNDER DRIP EDGE 1' MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 8 x 3/4" SCREWS @ 16' O.C. 8 x 11T SCREWS @ EACH RIB ROOF PANEL 8 x 1/T ALL PURPOSE SCREW @ 12" O.C. BREAKFORM FLASHING 3' COMPOSITE ROOF P 9 SEE SPAN TABLE EL / STRIP SEALANT BETWEE7=DRIP FASCIA AND HEADER ao PANEL W/ 1" FINE THREAD SHEET ROCK SCREWS @ 16'ATION 1-1/2" x 1/8'x 11-1/2" PLATE OF BETWEEN 6063 T-5, 3003 H-14 OR 5052 PANEL IS H-32 THE FLASHING 8 x 1/2" S.M.S. @ 8" O.C. SYSTEM SHOWN IS REQUIRED HEADER (SEE NOTE BELOW) EXISTING HOST STRUCTURE FOR MASONRY USE WOOD FRAME, MASONRY OR 1/4"x 1-1/4" MASONRY OTHER CONSTRUCTION ANCHOR OR EQUAL @ 24" O.C.FOR WOOD USE 10 x 1-1/2"S.M.S. OR WOOD SCREWS @ 12" O.C. 8 x 1/T ALL PURPOSE SCREW @ 12" O.C. BREAKFORM FLASHING 3' COMPOSITE ROOF P 9 SEE SPAN TABLE EL / STRIP SEALANT BETWEE7=DRIP FASCIA AND HEADER 1/2" SHEET ROCK FASTEN TO PANEL W/ 1" FINE THREAD SHEET ROCK SCREWS @ 16'ATION O.C. EACH WAYND BETWEEN PANEL IS FASTENING SCREW SHOULD/4" THE FLASHING BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED THE EDGE OF FLASHING ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS o SCALE: T= V-0' NOTES: G 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. m 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 w INSTALLED. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS w0 MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS DROP. O 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" z 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" LL SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. w EXISTING HO; WOOD FRAME, MASONRY OR OTHER CONSTRUCTION U Oz zO U HOST STRUCTURE TRUSS OR LL RAFTER - z BREAK FORMED METAL SAME o Z THICKNESS AS PAN (MIN.) z EXTEND UNDER DRIP EDGE 1" O MIN. ANCHORTO FASCIAANDCO RISER OF PAN AS SHOWN 00 1" FASCIA (MIN.) k 10 x 1-1/2" S.M.S. @ 16" O.C. cc y 0.040" ANGLE W/ #8 x 10 a = S.M.S. @ 4" O.C. O O LL LL COMPOSITE ROOF PANEL o m wa m0 O F' Fw E Z LL w w HEADER (SEE NOTE BELOW)z tn 8 x (d+1/2") S.M.S. @ 8" O.C. z wa FOR MASONRY USE O w 1/4"x 1-1/4" MASONRY LL J ANCHOR OR EQUAL o @ 24" O.C.FOR WOOD USE C,Et 10 x 1-1/T S.M.S. OR WOODS s SCREWS Q 1T O.C. ALTERNATE ROOF PANEL TO WALL DETAIL ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAILSCALE: T= 1'-0" U N ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2' LONG CORROSION RESISTANT SCALE: 2' =1'-0' _ S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH m BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/T SCREW EACH. THE #8 x (d+ 1/2) LONG CORROSION RESISTANT S.M.S. 0 z NPANSMAYBEANCHOREDTHROUGHBOXEDPANW/ (3) EACH #8 x 1' OF THE ABOVE SCREW TYPES AND y THE ABOVE SPECIFIED RIB SCREW. gm: 08-12-2010 J Q c D Q2 U) o Z 0 H N 7 d' w 1 m E m w C-6 w w of V Z o I ZO U 0 Q Z U) Z a W LL m Z 00 a 2LLLL n0 J N Q 0 N a a 0 G 1 20i z SEAL 0 SHEET w z U' z 0B zw OF 12 p CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3• COMPOSITE OR PAN ROOF SPAN PER TABLES) 8 x 112" WASHER HEADED CORROSIVE RESISTANT SCREWS-@8-O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER17,— ---A w A ABT111 zO F- w O wa EXISTING TRUSSES OR RAFTERS IIHOST STRUCTURE II 1 II II II FASCIA OF HOST STRUCTURE 2" x _ RIDGE OR ROOF BEAM SEE TABLES) SCREEN OR GLASS ROOM WALL (SEE TABLES) PROVIDE SUPPORTS AS REQUIRED Ir W / VARIES 2 ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES COMPOSITE ROOF: UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB 8 x •t"+1/2" LAG SCREWS W/ SCREEN OR SOLID WALL ROOM VALLEY CONNECTION 1-1/4"0 FENDER WASHERS @ PLAN VIEW 8" O.C. THRU PANEL INTO 2 x2 SCALE: 118'= l'-0" COMPOSITE PANEL 1" x 2" OR 1" x 3" FASTENED TO PANEL W/ (2) 1/4"x T LAG SCREWS W/ WASHERS FOR 140 & 150 MPH USE 2) 3/8"x 3• LAG SCREWS W/ WASHERS BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF 12 Q 6 30# FELT UNDERLAYMENT W/ U 220# SHINGLES OVER2"X 2•x0.044"HOLLOW EXT. COMPOSITE PANELS CUT PANEL TO FIT FLAT 0.024" FLASHING UNDER 5/16"0 x 4• LONG (MIN.) LAG EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8 SCREW FOR 1-1/2" 3" PAN ROOF PANEL vLL 2 x 4 RIDGE RAKE RUNNER EMBEDMENT (MIN.) INTO 114"x 5• LAG SCREW MIDWAY TRIM TO FIT ROOF MIN. 1• @ RAFTER OR TRUSS TAIL o INSIDE FACE CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANELTO EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS TAIL ALUMINUM USE TRUFAST HD x ("C+314") AT 8" 9 0 RAFTERS Z O.C. FOR UP TO 130 MPH WIND SPEED "D" U SEALANT EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP 70 A 150 MPH WIND SPEED "D- EXPOSURE. 1/4" x 8" LAG SCREW (1) PER WEDGE ROOF CONNECTION DETAIL SCALE: 2"= 1'-0" LL COMPOSITE PANEL 1" x 2" OR 1" x 3" FASTENED TO PANEL W/ (2) 1/4"x T LAG SCREWS W/ WASHERS FOR 140 & 150 MPH USE 2) 3/8"x 3• LAG SCREWS W/ WASHERS BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF 12 Q 6 30# FELT UNDERLAYMENT W/ U 220# SHINGLES OVER O COMPOSITE PANELS CUT PANEL TO FIT FLAT 0.024" FLASHING UNDER AGAINST EXISTING ROOF EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8 MIN. 1-1/2" PENETRATION 3" PAN ROOF PANEL vLL 2 x 4 RIDGE RAKE RUNNER Z 114"x 5• LAG SCREW MIDWAY TRIM TO FIT ROOF MIN. 1• @ 3) #8 x 3/4• S.M.S. PER PAN Wl o INSIDE FACE z FASTEN W/ (2) #8 x T DECK EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR 9 0 RAFTERS RIDGE BEAM 2" x 6" FOLLOWS ROOF SLOPE ATTACH TO ROOF W/ RECEIVING CHANNEL AND 8) #10 x 1- DECK SCREWS AND (8) #10 x 3/4" S.M.S. RIDGE BEAM II 2"x6" EXISTING 1/2" OR 7/16" POST SIZE PER TABLES SHEATHING SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4* =1'-0" A - SECTION VIEW SCALE: 1/2"= 1'-0" B - B - ELEVATION VIEW SCALE: 1/2"= T-0" I B - B - PLAN VIEW SCALE: 1/2"= T -W RISER PANEL ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0" OR LESS FOR FASTENING TO WOOD USE TRUFAST SD x ("t" + 1-1/2) AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE D" ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 18'-0" OR LESS PAN TO WOOD FRAME DETAIL SCALE: 7"= "-w 3) #8 WASHER HEADED SCREWS W/1"EMBEDMENT CAULK ALL EXPOSED SCREW HEADS AND WASHERS UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL 0O Q 0 J F UNTREATED OR PRESSURE U' TREATED W/ VAPOR BARRIER w w LLO zO U COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2"= l -W w PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER 10 x T S.M.S. @ 12" O.C. EXISTING FASCIA SEALANT SUPER OR EXTRUDED GUTTER > ¢ EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 m o POST SIZE PER TABLES SCALE: 2"= l -(r of - INSTALL INSTALL W/ EXTRUDED OREXISTING FASCIA PLACE SUPER OR EXTRUDED (9w BREAK FORMED 0.050" z'i ALUMINUM U -CLIP W/ (4) 1/4" x EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE z 1-1/2- LAG SCREWS AND (2) SEALANT Z O 1/4"x 4" THROUGH BOLTS #10 x 2• S.M.S. @ 12" O.C.w TYPICAL) 1/2" 0 SCH. 40 PVC FERRULE w a TRUSSES OR RAFTERS SEALANTw OLL 2) 1/4"x 4" LAG SCREWS AND _ _ (1) # 8 x 3/4' PER PAN RIB WASHERS EACH SIDE SLOPE J a Z (A a2 J o Q W W O LLJ Z O_ W °d W W U Z Z U} O J Q Q U) Z O W u- 2Of n J a I D w oD J W C) LL W LL U -I 2 c m 0_ w "- m 1O n C U co n g a co Lu 0 OR U > O m a) 0 n m Hf 0 s w 0 cm E CLCL U) 0 m ma U tov m' ma 0 u. 0 0N 0 N ILM 0 POST SIZE PER TABLES INSTALL W! EXTRUDED OR U ONLY EXTRUDED OR SUPER GUTTER O w2Ow co w ¢ p ww Z z z wwSHEET BREAK FORMED 0.050' zO F- 3" PAN ROOF PANEL vLL MIN. SLOPE 1/4":1') Z 114"x 5• LAG SCREW MIDWAY w 3) #8 x 3/4• S.M.S. PER PAN Wl o 3/4" ALUMINUM PAN WASHER z 1-11T LAG SCREWS AND (2) O CAULK EXPOSED SCREW z HEADS 9 0 Z U SEALANT o 105 1/4" x 8" LAG SCREW (1) PER w z TRUSS/ RAFTER TAIL AND LL 1/4"x 5" LAG SCREW MID WAY p O BETWEEN RAFTER TAILS o EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 J w SUPER OR EXTRUDED GUTTER > ¢ EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 m o POST SIZE PER TABLES SCALE: 2"= l -(r of - INSTALL INSTALL W/ EXTRUDED OREXISTING FASCIA PLACE SUPER OR EXTRUDED (9w BREAK FORMED 0.050" z'i ALUMINUM U -CLIP W/ (4) 1/4" x EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE z 1-1/2- LAG SCREWS AND (2) SEALANT Z O 1/4"x 4" THROUGH BOLTS #10 x 2• S.M.S. @ 12" O.C.w TYPICAL) 1/2" 0 SCH. 40 PVC FERRULE w a TRUSSES OR RAFTERS SEALANTw OLL 2) 1/4"x 4" LAG SCREWS AND _ _ (1) # 8 x 3/4' PER PAN RIB WASHERS EACH SIDE SLOPE J a Z (A a2 J o Q W W O LLJ Z O_ W °d W W U Z Z U} O J Q Q U) Z O W u- 2Of n J a I D w oD J W C) LL W LL U -I 2 c m 0_ w "- m 1O n C U co n g a co Lu 0 OR U > O m a) 0 n m Hf 0 s w 0 cm E CLCL U) 0 m ma U tov m' ma 0 u. 0 0N 0 N ILM 0 POST SIZE PER TABLES INSTALL W! EXTRUDED OR 1/4" x 8" LAG SCREW (1) PER ONLY EXTRUDED OR SUPER GUTTER CAULK EXPOSED SCREW HEADS 3' PAN ROOF PANEL MIN. SLOPE 1/4": 1') w2Ow co w ¢ p ww 10 SEAL z z wwSHEET BREAK FORMED 0.050' TRUSS / RAFTER TAIL AND 3" HEADER EXTRUSION U U)(9w ALUMINUM U -CLIP W/ (4) 1/4" x 114"x 5• LAG SCREW MIDWAY FASTEN TO PANEL W/(3) w Zw 1-11T LAG SCREWS AND (2) BETWEEN RAFTER TAILS 8 x 112" S.M.S. EACH PANEL z 1 O C1/4"x 4" THROUGH BOLTS o TYPICAL) SUPER OR EXTRUDED GUTTER n , z EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 12 Lum SCALE: 2• _,'-0- 08-12-2010 OF . o BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER SEALANT ALTERNATE 3/4"0 HOLE BEHIND DRIP EDGE #10 x 4" S.M.S. W/ 1-1/2"0 GUTTER FENDER WASHER @ 12" O.C. CAULK SCREW HEADS & PAN ROOF EXISTING TRUSS OR RAFTER'.*.'.'. :**,,,,,,,,,,,_ WASHERS SEALANT — — — — — CAULK EXPOSED SCREW 10 x 2' S.M.S. @ 24" O.C. HEADS 3' COMPOSITE ROOF PANEL 1/4' x 8' LAG SCREW (1) PER (MIN. SLOPE 1/4": T) TRUSS I RAFTER TAIL 9Ri 1/2" 0 SCH. 40 PVC FERRULE ` EXISTING FASCIA EXTRUDED OR SUPER GUTTER EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2" = V -W OPTION 1: 3" HEADER EXTRUSION FASTEN TO PANEL W/ 8 x 1/2" S.M.S. EACH SIDE 2" x _ x 0.050" STRAP @ EACH HEADER COMPOSITE SEAM AND 1/2 CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/ HEADS 3) #10 x 2" INTO FASCIA AND PLACE SUPER OR EXTRUDED 3) #10 x 3/4" INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: 3) EACH #8 x 11/2' LONG S.M.Sw J F 114"x 8' LAG SCREW (1) PER 2"0 HOLE EACH END FOR FROM GUTTER TO BEAM TRUSS / RAFTER TAIL IN 1/2"0 ALUMINUM PAN WASHER SCH. 40 PVC FERRULE 150 MPH WIND SPEED SEALANT 910 x 2" S.M.S. @ 24" O.C. 3" COMPOSITE ROOF PANEL EXPOSURE"D" lu MIN. SLOPE 1/4": 11 EXTRUDE OR EXISTING TRUSS OR RAFTER SUPER GU EXISTING FASCIA 3" HEADER EXTRUSION FASTEN TO PANEL W/ 8 x 1/2" S.M.S. EACH SIDE SUPER OR HEADER @ 12" O.C. AND FASTEN TO SEALANT GUTTERSOFFIT GUTTER W/ LAG BOLT AS 2"x 9" BEAM SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2"= 1* -Cr 3) EACH #8 x 11/2' LONG S.M.Sw J F GUTTER BRACE @ Z -(r O/C CAULK SLOPE SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2' = T -W 12 3/8" x 3-1/2' LOUVER VENTS FASCIA COVERS PAN & SEAM ® OR 3/4"0 WATER RELIEF OF PAN & ROOF HOLES REQUIRED FOR 2-1/2" 3" RISER PANS GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8'x 4" LOWER @ 12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-1/2" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2"= T-0" FLASHING 0.024" OR 26 GA. GALV. 2"x 2"x 0.06"x BEAM DEPTH + 4" ATTACH ANGLE "A' TO FASCIA W/ 2-3/8" LAG SCREWS @ EACH ANGLE MIN. 2" x 3"x 0.050" S.M.B. (4) 10 S.M.S. @ EACH ANGLE EACH SIDE I—A B 1 A= WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: 2) 2'x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8"x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" ALTERNATE) (1) 1-3/4"x 1-3/4" x 1-3/4" x 1/8" INTERNAL U -CLIP ATTACHED TO WOOD WALLW/ 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 LARGERTHAN 3 - CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: 2" = V-0" v COMPOSITE ROOF SUPER OR HEADER EXTRUDED CAULK GUTTERSOFFIT 10 x 2-112' S.M.S. @ RAFTER 2"x 9" BEAM i 2" x 6" SUB FASCIA STRENGTH 3) EACH #8 x 11/2' LONG S.M.Sw J F 2) #10 x 1/2" S.M.S. @ 16" O/C 2"0 HOLE EACH END FOR FROM GUTTER TO BEAM WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2' = T -W 12 3/8" x 3-1/2' LOUVER VENTS FASCIA COVERS PAN & SEAM ® OR 3/4"0 WATER RELIEF OF PAN & ROOF HOLES REQUIRED FOR 2-1/2" 3" RISER PANS GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8'x 4" LOWER @ 12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-1/2" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2"= T-0" FLASHING 0.024" OR 26 GA. GALV. 2"x 2"x 0.06"x BEAM DEPTH + 4" ATTACH ANGLE "A' TO FASCIA W/ 2-3/8" LAG SCREWS @ EACH ANGLE MIN. 2" x 3"x 0.050" S.M.B. (4) 10 S.M.S. @ EACH ANGLE EACH SIDE I—A B 1 A= WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: 2) 2'x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8"x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" ALTERNATE) (1) 1-3/4"x 1-3/4" x 1-3/4" x 1/8" INTERNAL U -CLIP ATTACHED TO WOOD WALLW/ 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 LARGERTHAN 3 - CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: 2" = V-0" RECEIVING CHANNEL OVER 2"x 6" S.M.B. W/ (4) #10 BEAM ANGLE PROVIDE 0.060" S.M.S. @ EACH ANGLE 1e EACH SIDE } JIaI NOTCH ANGLE OPTIONAL 010x2-112' S.M.S. @ RAFTER TAILS OR @ 2" O.C. MAX. W/ MUST REMAIN FOR ANGLE RECEIVING CHANNEL OVER 2"x 6" S.M.B. W/ (4) #10 BEAM ANGLE PROVIDE 0.060" S.M.S. @ EACH ANGLE SPACER @ RECEIVING EACH SIDE } CHANNEL ANCHOR POINTS (2) NOTCH ANGLE OPTIONAL 010x2-112' S.M.S. @ RAFTER TAILS OR @ 2" O.C. MAX. W/ MUST REMAIN FOR ANGLE 2" x 6" SUB FASCIA STRENGTH 3) EACH #8 x 11/2' LONG S.M.Sw J F CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) PER 12" PANEL W/ 3/4" SCALE: 2"= 1* -G" i RIDGE CAP 8 x 9/16' TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS & WASHERS 8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: 8 x 1-1/4' SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER PAN ROOF ANCHORING DETAILS c LLO zO Q UE tu wU O2 z0 SEALANT U PAN HEADER (BREAK- F FORMED OR EXT.) zw HEADERS AND PANELS ON c BOTH SIDES OF BEAM FOR zz GABLED APPLICATION rnz ZO U z PAN OR COMPOSITE ROOF a K PANEL m 0OLL 8 x 1/2" S.M.S. (3) PER PAN o w ALONG PAN BOTTOM O¢ wa ROOF PANEL TO BEAM DETAIL m 0 WHEN FASTENING TOSCALE: 2"=T -G' 001 K ALUMINUM USE TRUFAST HD x O w K" + 3/4") AT 8" O.C. FOR UP TO FOR PAN ROOFS:./ EK LL LL130MPHWINDSPEED 3) EACH #8 x 11/2' LONG S.M.SwEXPOSURE'D"; 6" O.C. FOR PER 12" PANEL W/ 3/4" y ABOVE 130 MPH AND UP TO ALUMINUM PAN WASHER Z IL150MPHWINDSPEEDLUIL EXPOSURE"D" luviOLLCAULKALLEXPOSEDSCREWm HEADS & WASHERS ROOF PANEL ui Ij FOR COMPOSITE ROOFS: PER TABLES SECTION 7) c 10 x (t + 1/2") S.M.S. W/ SUPPORTING BEAM w 1-1/4'0 FENDER WASHERS PER TABLES) my. 7@12O.C. (LENGTH - PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT SHOWN) AND 24' O.C. @ NON-BEARING ELEMENT (SIDE WALLS) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 2"= I -(r coC9 r oW ym It OB -12-201Q J a a 2 J20 lY W Oz O U W °d W z I' } 0U J F- Q z Z a W LL 111 00Of J a O J WLLW LL 2 m a5W Z crn m 0_ WoLL m N o n $ C N fa W x J m L) `> O mUa: J AUG 1-7 2f SHEET f 10D c ww 0 N 9 mE n U) 0 0 mv U rn m ma 2 LL 0 N OF 12 0 t7z zwLuz U' zw zzLum ai p 0.024"x 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 1/8"x 3"x 3" POST OR SIMILAR 10 x 4" S.M.S. W/ 1/4 x 1-1/2" S.S. NEOPRENE WASHER @ 8" O.C. SEALANT 8 x 9/16" TEK SCREW @ 8' O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 3) 1/4-0 THRU-BOLTS (IYP.) 98 x 9/16"TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM (aD POST DETAIL SCALE: 2"= V-13' 0.024" X 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 2" x SELF MATING BEAM 5 REBAR IMBEDDED IN TOP OF CONCRETE COLUMN (BY OTHERS) FASTENING OF COMPOSITE PANEL' SEALANT 8 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 1/8" WELDED PLATE SADDLE W/ (2) 114" THRU-BOLTS WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ('Y + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE'D" PANEL ROOF TO RIDGE BEAM (a. CONCRETE POST DETAIL SCALE: 2"= l -(r 0.024" ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET 8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS @ 24" O.C. ALTERNATE 98 x 1/2' S.M.S. W/ 1/2' H WASHER. TYPICAL INSULATED PANEL SCALE: 2" =1'-0" NOTES: 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024' PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 518" CORROSION RESISTIVE WASHER HEADED SCREWS. 5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH PANEL 6. ALUMINUM END CAP WILL BE ATTACHED WITH (3)#8x 112'CORROSION RESISTIVE WASHER HEADED SCREWS. NOTE FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL 8120 FOR H-14 OR H-25 METAL 3/8' TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2:12 SUBSEQUENTROWS COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'. APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE CLEAN ALL JOINTS AND ROOF PANAL SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. FOR AREAS UP TO 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA ADHESIVE: BASF DEGASEAL- 2000 COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE: N.T.S. COVERED AREA TAB AREA W/ 1" ROOFING NAILS INSTALLED PER o MANUFACTURERS SPECIFICATION FOR NUMBER o AND LOCATION 0 MIN. ROOF SLOPE 2-1/12:12 0 0 0 0 0 SUBSEQUENTROWS 3/8' TO 1/2" ADHESIVE BEAD FOR A 1' WIDE ADHESIVE STRIP UNDER SHINGLE STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR #8 WAFER HEADED SCREWS 7/16" O.S.B. PANELS SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-1/2:12 AND GREATER 1. INSTALL PRO -FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 3. SEAL ALL SEAMS WITH BASF DEGASEAL TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL 4. APPLY 3/8"0 BEAD OF BASF DEGASEAL TM 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL 7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/2009 SUPPLEMENTS, 1507.38. 6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.3. 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK SCREWS @ 8" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6.O.C. EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES. COMPOSITE ROOF PANEL WITH O.S.B. AND STANDARD SHINGLE FINISH DETAIL SCALE N.T.S. 0 N J Q wa On Z fA J o O occ0 O w J w z 0 Z O SEAL Lu W °6 W SHEET Q () Z Z O LL U U J O Q ZH N Z D- LL z 2 LU LL, M LU O U Z O Uz LL zO J Q Q U LL zzLu Np N to n 0 C9 n U) W 0o 1 v 2LL LUxEi5m W LL m 2fDwwza. J 0 a N a OaLL C UfO W nmI- $ a i 0W y w m Lrox W. ca 00 J m0 > 0 0uj od cL' L w ca w y J z ZJwa Ow LL J 0 N wa o 2 0 occ0 0 w z w SEAL wSHEET Q = z zwtL LuN 10E w LL 12 m 08-12-2010 QF Table 7.1.1 Allowable Spans and Design /Applied Loads' (#/SF) for Industry Standard Riser Panels for Various Loads Note: Total hod panel width =mom wbth 4 wall width +overhang. 'Design or applied bad based on the affective area of the panel Table 7.1.2 Allowable Spans and Design 1 Applied Loads' (#/SF) Note: Total mof panel width . mom width +wall width +overhang, eDerJgn or applied bad based on the effective area of the panel. Table 7.1.3 Allowable Spans and Design I Applied Loads* (#/SF) Note: Total mdpandwidth=momwiAM+waOwidth+overhaW. *Design orappiled bad based on the effective arsadthe panel Table 7.1.4 Allowable Spans and Design / Applied Loads' (#/SF) Note: Total rod panel width,: room width+won width+overhang. 'Dadgn or applied bad based on the affective area d the pend f Table 7.1.5 Allowable Spans and Design /Applied Loads* (#/SF) for Industry Standard Cleated Panels for Various Loads Wind Open Struce.Pas an Stnhctvras M ad Roof cm&n Room n can Rooms Attached Co— lass a Modular Items Enclosedndlevsr Glass Modular Rooms 4 Ove ang wind MoncSto Roof 3 8 Attached Coven MPH) PH s Moad• s Moad' s .Moad• spas n0oad• a Moad• s Moad• Enclosed 0K Cantilever Zone 17-1' 20 174' 20 11 2 115' 7 4 1 1 13'S 14 13'• 14 9'-7 25 11'- 21 17 21 6-5 32 1 -10 32 3' S51 AR MPH a .Moad' s Moad' a Moad' s Moad' s Moad- a Moad• s Nbad' s Moad' a .Moad• Roofs 0 1061 r-7.16 1 10'-11 16 1 11-1' 116 T 3 W -T 9'-' 41 3'-2 691 W 9'.1' B'-10 2 11 27 17-11-145 110 17 10, 17 1 -71 17 T 28 9' S 9'- ' 25 6-0 36 B' 691 65 3 ZA" 55 120 1 -11' 120 6'-1 t B'- 30 15 T-1 39 T-11 1 61 7- 65 723 TS 1 a' 21 21 6-9' 35 W- 65 32 6- 45 7--:6- 41 T-1 41 130 4 'r -i23 9'4 23 6-W 39 T-1' 356 5'-11 51 Tl. 51 T 45 5 77 740-1 1 31 A" 27 '-17 27 6- 46 T T-9' S' -it 51 T<- 51 TS 45 140- 1 31 27 '-11 7 4 T 40 T- 4 65 5 T 59 T- 5 89 150 2 S-11' 52 7W 52S' 46 5'-5 60 6-6 6-10- 68 J 1 1.114- x 12"X-0 030' tested Panels Aluminum Allov 3105 H-14 or 1•25 open strucNres en G' -a ooms Overhang wind MonoSlo ed Rod a Attached Covers Enclosed Cantilever Zona 1 4 1 3 4 1S2 3 4 All MPH) PH s .Moad• s oar' s Moad' s am- s Mead• a nn s Moad• s Moad• spannwcr Roofs 100 1 11-11 B' ' 1014- 10'- T -W g - s' 3'- 4 110 8"I" 1 11'- 14 11'- 14 1 5 8' 5 1 36 11 7-1' 11' 65 T6- B'• 10' 10'-11 S g'- 6- 4 8' 9 B'- 9 123 8' 21 1 21 1 -1Ti- 9' 32 65 4 3 41 41 69 7 11 1 4 2 7 2 T 10 6.5 1 11 4 1 4 7 140-1 8'-5 9'- 6 4 40 4 6- 7 11 4 7 4 7 Be 140-2 9'• 9'- 27 6 4 4 8'4' 4 v- 1 9 T- 89 1 o 6-11 32 9'-1 3 64" 52 -10" 46 8'-0" 46 5'-10' W fib 4 7-5 1 2 Wind an Stnhctvras M ad Roof n can Rooms Attached Co— lass a Modular Items Enclosedndlevsr Overhang Zona 1 4 1 3 4 1 3 All MPH) PH s Moad• s Moad' s .Moad• spas n0oad• a Moad• s Moad• s Moad'Roofs100113' 0K 1 15'-0' 13 9'-5' 17-1' 20 174' 20 11 2 115' 7 8 4511010-11 1 13'S 14 13'• 14 9'-7 25 11'- 21 17 21 6-5 32 1 -10 32 3' S5101Z- 1 17-11''-4' 30 11' 39 9'-10'3'•3 651511 -' 1 8'-6' 32 10'-11' 32 11-1' 32 10' 41 9'-' 41 3'-2 691 W 9'.1' 2 -1' 20 174- 20 8'.1 10' 1 -9' 45 9'3" 45T-1 7740- 8'-11 27 11 S' 2 11'-6 23 9" 40 40 16 40 45 9' 4-11 6918-11' 11-6 2 11-8- 23 40 1 59- 1510'-17' 2 111 6' 46 -3 4 46 1 61 NOW: t otat root panw wM - man vAM +wa0 width + overhang. 'Design or applied bad based on the affadivs area d the panel Net&: Trial root panel width a mom width +well width+ overhang. *Design or applied bad based on the affective ansa of the panel U z I --I FOF-- r! 4 m o F a a $ I( J Q Z W O Q2 1 200 Z 0 j J f) tri LU Z QQ W L1.1 od Z J W U Q Z Z Q o U E IL Q -, D U) Z Q Ofgw W Z U O z Q M z J O Q aU NtLL FZ f0WO n z r O 2 , z J WLU Zo 2LLa U W (D c1 x F a W to LL LLtA O W z_ 3'. a. W C 21 d 09 C U mLLm to ` 7W a5N Q P W -a X 1+a L W O J m O F U> p m C7 U. t Ccam W WJ rZ U_' tLZJ o t o t N r LL: a I! s 0 LuU. J O IDWQ 70K zSEAL i CDSHEETz J W 3 z to 10F L LUZto Z) zI LL W 2 i 08-12-2010 OF E MANUFACTURERS PROPRIETARY PRODUCTS SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE 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 & FL7561 ELITE ALUMINUM CORPORATION ELITE PANEL SCALE: 2"= V-0" Table 7.2.1_. Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads* (#/SF) Mr anufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 Note: Total roof panel width = roam width +wall width + overhang. 'Design or applied load based on the affective area of the panel Note: Below spans are based on test results from a Florida approved test lab & analyzed by Lawrence E. Bennett & U180 Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design/ Applied Loads' (#/SF) Manufacturers' Proprietary Products: statewide Product Approval #FL 5500 & FL 7561 Note: Total roof panel width -room wldlh +wall width + overhang. *Design or applied load based on the affective area of the panel WQ J 9 Q G W U W o o. r OJ Z CO rn U w oo Z J 2 O 0 Z O Q N m 12 O 08-12-2010 W to Q' m cWi u% Z J m W Ni Z LU °d 1L a U:), 3 W o J O m OH O V lY o vmi oF Q w N Z 0 g EL LIJ , Z W m ELv W H W Z in w r.U. o F ZZ F J Q r I- o U LL Zlu itQS F- O O EL O O r t 2.- 2 K W J Wer W Z W2aE W O 2c ro d W m LL 6 Z Q. gard v W C a c) O LL mw N O c) tD m a OW j¢ cc = W yxcf° iL o. W 1 0 0 p O> O m m FK a) Ua O Lu Z LL WX CL c ZR W W m J F- QrQn OW o Z JWO r N 0:to00J W m WQ J 9 7Z e: WSHEET U W Z JQ = ZZWWF N_y f 10G Ez WLL12m 08-12-2010 OF Q i i MANUFACTURERS PROPRIETARY PRODUCTS SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE 0 9 rL ON TOP AND BOTTOM LOCK GROOVE ED C,, v 48" 19' 38 18'-9' 38 4'-0' 7 40- T 23 25'3• 23 24'5' 23 18'4' 34 20'-0' 34 19'-10• 34 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 18'-9• 38 4'-0• 9 140.2 27-7' 23 25'3• 23 4'S' 23 18'4' 34 20'-6' 34 19'-10• 34 16'-Y 44 18'-1' 44 1r5' 44 4'-0• 99 150 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN 1T -Y 39 19'-2' 39 B'e6• 39 13'-10• 60 16'-8' S1- t 4'-0'_ 102 ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note: ELITE ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL Florida approved test lab & analyzed by 1 SCALE: 2" = 1'-0" Lawrence E. Bennett & U180 o ui d Z to to v o J Q 2 I- o CCC o Z z a Z o N m Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design Applied Loads' (#/SF) Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads• (#/SF) tO gManufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 Manufactunn' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561 W Z a m cWi W6"x 48' x 0.024" Panels Aluminum Alloy 3105 H-14 or H-251.0 EPS Coro DensityFoam red en SWetuns Mono -Slopeded oof teen Roams & Attached overs lass ModularOp ooms n osed erhang 6"x48" x 0.024' Panels Aluminum NI 3105 H-14 or H-25 2.0 EPS Coro Dens Foam Q a Zona 182 3 4 182 3 Wind n tructures on to ad oof Crean ooms & Attac ed oven lass Modular ooms Enclosed erhang Z MPH s Moad• s aMoad• s arJbad• s Moad• 4 182 Nioad• 3 4 Cantllaver Zone 1&2 3 4 1 3 4 182 3 4 Cantilever N Q y Sanlload• s s anlload• s s anlbad' s aMoad' MPH s annoad' Spas Moad• s aMoad• s annoad' s annood• s aMoad• c Moad• s Moad• W til EL to LL10025'-9' 13 28'-9' 1 2r-10' 13 7 20 27-11 20 27- 20 19'-Y 23 21'-5' 23 20'-8 2 4.0• 45 8-Y 13 315' 13 30'5 13 22-6 20 25-Y 24'-0• 20 20'-71• 3 23'•&' 23 22'-8• 4'-0' 45 o O11025'-0 14 2T-71• 14 2r- 0' 14 20'-1 21 -5• 1 1'-8 21 1r-8 27 1 '-9' 27 18'-1 2 4'-0• 55 T5' 14 30-8• 14 -7- 14 21-11' 21 24-T 21 23'-9' 21 18'4• 2 21-8• 27 20'-11• 2 4'-0' S5 O 120 27-r 17 25'4 17 245' 17 25 20'-7' 25 19'-10' 25 1 -0` 32 18-2• 32 1T- 32 4'-0' 65 4-9' 17 2T-8 17 26'- 17 20'- -6' 25 21-9' 25 1T-1 3 1 -11 3 19-3' 32 4'-0' 65 J 0 ,L t } 0 m O 123 27.0' 17 24'-8• 17 23'-10• 17 1T-11' 26 20'-1' 26 19'-5• 26 15'-10' 34 1r-8• 34 17'-1• 34 4'-0' 69 4'-r 17 26'-11' 17 26'-1' 1 19'-8• 26 1'-11• 26 1'-3• 26 1 4" 3411302Z-lD* 19'4' 34 18'-8' 34 4'-0• 69 LLO 013020'-10' 20 23'-3' 20 22'-6' 20 1 -1• 29 19'-1' 29 18'-5' 9 1 45 16'-8• 38 16'-1• 38 4'-O" 77 20 2 'S' 20 24-8• 20 16'-8' 29 20'-11' 29 20'-r 29 16'4' 38 18'3' 38 17-' 38 4-0' 77 140.1 194' 23 21'-8' 23 20'-71' 23 15'-9' 34 tr-7` 34 1T-0• 34 13'-8• 4 16'-B• 38 16'-1' 3tl 4'-0• 89 1'5' 23 23'-9' 23 27-11' 23 1T3• 34 194• 34 18'5' 34 16'4' 38 18'3' 38 17-8• 38 4-W 89 140.2 19'4' 23 21'5' 23 20'-11• 23 15'-9• 34 17'-r 34 1 -0' 34 1 -T 15'5' 44 13'-8• 53 4'-0' 89 23 23-8 2 27epyr-11• 23 1T-3' 34 19'4' 34 16'-8' 34 15'-2• 44 16'-11' 44 16% 44 4' W 89 OQW1'3' F W8'-112615018'-r 4 28 19'5' 26 L13'-: 48 16'5 1 -11 39 11-1 60 133• 60 17-10' 60 4'-0' 102 26 273 26 21-6- 26 16'-1' 39 18' 39 -IF-5- 39 17-11 60 15'-9 51 153'Ti- 4'-0- 102 v x 48 x .0 anele Alum num Ailo 1 H-14 H- 1. on Density Foam x "x ants A uminum AI o 310 11.14 or H- 0 ore nsi oam U) mWindenfracturesonoofMopBreenoomsAttachedoverslassModularoomsEnclosederhangWindenStructuresonRoofCreanoom$ & Attached oven lass Modular ooms los Overhang,F rU- i tZ F Zona 1 4 1 3 4 1 3 4 Cantilever Zone 1 3 4 1&2 3 4 1&2 3 4 Cantilever W LU W v MPH s aMoad' s Mond• s aMoad' s aMoad• s Mond• spa nlbad• s n/bad• s Moad• s anlbad• MPH s aMoed' s anlbad' s Moad• s Mond' s Mond' s Moad' s Moad• s Moad• s ann d• p1291333'-Y 13 '-1' 13 23-8 20 26'-6' 20 25-7 20 -1' 23 4'-0• 23 23-1 2 4'-0• 45 100 37 13 36'4 13 35'-2 13 25'-11• 20 -0• 26'-1• 24'-1' 26'- 2 4'-0' 45 O Z V J 110 2 '-1 14 373 14 31'- " 14 23- 21 25'-10 21 24-11 21 20'5• 27 27-10 2 27 110 1-T 14 35'4' 14 -2 14 254 21 284• 21 2r-4* 21 4 24'-11• 27 24'- 27 4-0' 55 Z o W 120 2'-1' 17 2 - 17 28-2 17 21- 25 -8' 25 Z7-1 25 2-7-2- 18 32 20-11' 32 20'3' 2 120 28'-7' 17 1'-11 17 30'-11 1 2 3" 25 25-11' 25 25-1• 5 -6 3 11 32 3 4-0• 65 Ao 1 25'-5' 17 28'5 1 2T-5' 1 2 -8' 26 274 26 18 20'- ' 34 19'-8 34 123 2T-10' -717--1' 17 -1 17 27-8' 26 25'4' 26 24W 2 19'-11 a' 34 21-7 34 4'-0' 69 Z J N j13011• 20 26'-10• 20 25'-11• 20 19'-8• 29 27-0• 29 21'-3• 29 1 - 38 19'3 38 ' 18'-7' 3tl A4'-O*s 130 253• 20 29'5• 20 28'5' 20 21'-7' 29 2a' -r 29 23'3• 29 16•-10- 38 zt'-7• 3a z0.4• 38 a•-0• 77 0 Q140- 274' 23 24'-11• 23 24'-2' 23 18'-Y 34 20'4• 3a 19'-8• 34 1r -r 38 19'3• 3a 1&•-r all 140.1 24'-6• 23 274' 23 26'-Y 23 19'-11' 34 273• 34 27'5' 34 18'-10' 38 21'-1• 38 20'-4` 38 4'-0• 89 O 140 2274'2324'-11'24'-2'2318'-Y3420'-4'3419'-8'3415'-11'441r-10•441r3'4415020'-11'2623'5'2627.8'26163918'-11•3918'4•3913'-8•6016'-T15-01 140-2 24'5' 23 2 4' 23 26'5' 23 19'-11' 34 273' 34 21'-6' 34 1T5• 44 19'-T 44 18'-11• a4 4- - 89 150 27-11• 26 25'-8• 26 24'-10• 26 18'-7- 3g 20'-9• 39 20'-1" 39 16'3' 1 18'-2' 51 1T-7- 51 4' W 102 LL x 48' x .0 4' erects Aluminum AI 1 FPS14orH• 1.0 ora anal oam B x 48' x .0 4" area s Aluminum o 1 -14 or -2 on ns oam d' Wind n tmcturos ono -Sloped oo cram Dome Attar Duan lass M u r ooms losad r ng With n Wetures o ! 0o n ooms Attached overs lass oduiar ooms Enclosed Overhang 2 fit' tE Zona 1 3 4 1 3 4 1 3 4 Cantilever Zone 3 1&2 3 4 1&2 4 Condit r ul 4 QD. MPH s Moad' s Moad• s Moad• s aMoad• s Moad• s anlload' s anlloed' s Moad• s Moad• MPH s Moad' s aMoad• s aniload' s Moad' a annoad• s Moad• s annoad• s annoad• s an/I to Z 1 29'-17' 13 33'5 13 3Y5' 13 23'-11' 20 26-9 25'-11' 20 274 23 24-11' 23 24'- 2 4'-0• 45 1 34-7' 13 38'-8• 13 3 5 13 2T-0• 20 30-11" 20 -10• 20 25- 23 28-10' T-1 23 4-0 45 O V' i j1129'- 14 37- 14 31-6' 14 23'4 21 26-2 21 25'3 21 T 2 2,T -I' 2 3 2 4-0• 55 110 14 3T -T 1 36-4 14 26-11' 21 -2 2 -Y 21 23'-9• 27 25- 2 25 2 4 2 120 26'4 17 -6 1 28'5 1 21'5 25 23'-11' T5--FF-2--' 25 18'-11 3 21-2 32 5 4'-0• 65 120 5 1 34-0' 17 3 -10' 17 24- 2r-0' 25 6-6 25 21'-1 32 245 2 3'- 32 55 4'-0 65 t0Z N J W Cl) O 1 25$ 17 Za'-9 1] T-9' 17 20'-11• 6 -29--y- 26 7' 26 18'5' 267-- 34 19-11' 34 4'-0' 6B 123 2 -T 17 33-1' 1 37-0 1 24'- 26 26'-11 26 25-1 26 1-3 23'- 27-11• L r W 1 24'-3• r-1• 20 26'-Y 2020 19'-11' 9 273' 29 1'-6• Tr -5- 130 2 -11' 31'-3' 20 30'3- 20 27-11• 2 '-8' 24'-9• 29 20'-1• 38 2Yd' 38 34 27'-8' 38 4'-0 69 Z O 2 0 140.1 26'-1' 29'-1' 23 29'-2• 2 21'-Y 23'•8' 34 2Y-11• 34 20'-1' 36 2Y5- 38 21'-8' 38 4'-0• 77 4'-0' 89 W 140.2 26'-1' 23 2g'-1• 23 26'- - 23 21'•Y 34 23'-8• 34 2Y-11" 34 18'5• 44 20'-10' 44 20'-t' 44 4'-0• 89 F CL W Lo LL Z 150 24'5•_ 26 -2 4'-. 26 26'_S'- 26. 1g'•9' - 39 27-1• 39 21'5' 39- 1 4' S1 19'4' S1 18'-0• 51 4'-0' 102 gK Of O 8 x x .0 0 ane s um num Ailey31 H•14 or - 1. oro Densityoam x48" r. .0 anm s Aluminum Alloy.1 or - ore ns Foam W Z v W red an fractures Mon loped potcreep Attached oven ass Modular ooms Enclosed rhang ind Structures Mo ed Roof roan ooms Attached en ass Modular amsEnclosedof anti C d vZone MPH 1 4 s aMoad• s Moad' s Moad• 182 4 1 s aMoad• s aMoad• s aMoad' spa n/bad• s anlload• 4 Spa Cantilever 3 4 MPH s Moad' s aMoad• s aMoad• s Moad• s anlioad• s Moad' s annoile & s aMoad' Zone 1 4 1 3 4 182# 34 Cantilever pLL. C U ui n O 1 34'- 13 38 13 3T5• 13 2r-0 20 30'-11• 20 29'-10' 20 25'-9' 28-1 23 2T-10 23 4' 45 10 3T-11' 1 4 5 13 40'-11' 13 303 20 33-10' 3Y-8' 20 '3 23 6' 23 4'-0 38 W m R c. K 11 33.8• 14 - 1 364 14 26'-11 21 30'-2 21 1 23' 7 26- 27 25-11 27 4-0' S5 11 -10 14 41- 14 -10 1 29 21 33 1 31 -11' 21 -1 28- 2 4'-0' S5 0. 1 9 N m t W125' 1 34-0 1 3 -10 1 24'-9 25 2 -8' 25 2 -8 21'-10' 32 24-5 3 23-7 32 4-0' 65 120 334 17 3 -W 1 36'-0 1 2 -1 25 30'3 25 293• 25 2 '-1 " 32 25'-10 4'-0• 65 Q Q y I.11 o M Gr12329'- 1 33'-1 t7 37-0' 17 24-Y 26 26'-11 6 1' 26 21'3' 34 23- 11 4'-0• 69 3 -5 17 36' 17 35'-7• 1 265 26 29- 26 28-7 233 34 25'-2• 34 4'-0' 69 Df a yy m W1302T-11' 20 13 20 3' 22'-17 28 25-8 29 24- 29 t' 38 27-5 38 21.8 38 4-0• 77 130 -8' 20 343 33'-1 25'- 28-1 29 2 -r 29 21'-11 38 2 '-9 38 4-0 77 U O m26'-1' 23 -7' 2 28'- 2 21'-Y 34 23'-6• 34 Z2'-11' 34 20'-t' 36 27-5` 38 1'-8' 4-0• 89 140.1 28'-6' 23 31'-11• 23 30'-10' 34 5'-11' 34 25'-1' 34 21'-11' 38 23'-9' 3 4'-0' 89 C U d O 26'-1• 23 29'-1' 23 28'-Y 23 21'-Y 34 23-8' 34 22-11' 34 18'-8" 44 20'-10• 44 20'-1' 44 4-0• 89 140-2 26'5•. 23 31'-11' 23 30'-10' 23 23'3• 3q 25'-11• 34 25'-1• 34 20'-5' 0• 44 27-1' 44 4'-0• 89 KOW o140.2 150 24'5• 26 2T4' 26 26'- • 28 7 '-9' 39 27-7' 39 21'-5' 39 17'4- 1 79'4• 51 18'-8• 51 4'-0' 102 150 26'-10' 26 29'-11• 28 '' '''''''' 51 20'-0' 51 4'-0' 102 Z W F Nota: Total roof panel width =room width + wall width +overhang• *Design or applied bed based on the affective area of the panel Note: Total roof panel width = room width +wall width + overhang. •Design or applied load basad on the affective area of the panel Ir D m Z W W J F- Qto Z ILZ -j o N W R. lY N OLL J O Co M WlY F• IV05 7Z i l7 S SHEET ZUW iwx Z WK 10H 0 W LL 7 m 08-12-2010 OF 19' 38 18'-9' 38 4'-0' 7 40- T 23 25'3• 23 24'5' 23 18'4' 34 20'-0' 34 19'-10• 34 1T-5' 195• 38 18'-9• 38 4'-0• 9 140.2 27-7' 23 25'3• 23 4'S' 23 18'4' 34 20'-6' 34 19'-10• 34 16'-Y 44 18'-1' 44 1r5' 44 4'-0• 99 150 21'3' 26 23'-9' 26 27-71• 26 1T -Y 39 19'-2' 39 B'e6• 39 13'-10• 60 16'-8' S1- 18'-Y_ 51_ 4'-0'_ 102 2.00',f A = 0.423in.' 0.043" o Ix = 0.233 in' Sx = 0.233 in? 6061 - T6 2" x 2" x 0.043" HOLLOW SECTION SCALE 2' = 1'-0' 2.Oo" A = 0.580 in? g 0.045 Ix = 0.663 in' Sx = 0.453 in? 6061 - T6 2.-x, 3" x 0.044" HOLLOW SECTION SCALE 2"= 1'-0" 2.00" c A = 0.745 in' 0.050" ix = 1.537 in' Sx = 0.765 in.- 6061 n? 6061 - T6 2"-x 4"x 0.050" HOLLOW SECTION SCALE 2"= 1'-0' 2.00" 0C vi A = 1.005 in' 0.060' Ix = 3.179 in' Sx = 1.268 in? 6061 - T6 2" x 5" x 0.060" HOLLOW SECTION SCALE 2'= 1'-0' 3.00' tj A = 0.543 in? Ix = 0.338 i0.045' Sx = 0.335 in? 6061 - T6 3" x 2" x 0.045" HOLLOW SECTION SCALE 2' =1'-0" 3.00- A = 0.826 in? 0.070"$ Ix = 0.498 in.' Sx = 0.494 in? N 6061 - T6 3" x 2" x 0.070" HOLLOW SECTION SCALE 2"= 1'-0' 2.00"* I I 2.00"* O A = 0.868in? z Ix = 2.303 in' S W o Sx = 1.142 in? SHEET wz c 6061 - T6 z NOMINAL THICKNESS: 11' 0.045' WEB, 0.044' FLANGE w o STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12- O.C. 6 A = 1.880 in? TOP AND BOTTOM OF EACH BEAM Ix = 17.315 in' LL Sx = 4.312 in? 2" x 4" x 0.045" x 0.043" OF 12 6061- T6 SELF MATING SECTION k*L0.045' NOMINAL THICKNESS: SCALE 2' = 1'-0' WEB, 0.044' FLANGE 2.00' A = 1.049 in? 0 Ix = 4.206 in' Sx = 1.672 in? 6061 -T6 4 NOMINAL THICKNESS: 0.050' WEB, 0.058' FLANGE STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 5" x 0.050" x 0.058" SELF MATING SECTION SCALE 2"= 1'-0" 2.OD" A = 1.187 in' ' Ix = 6.686 in' Sx = 2.217 in? 6061- NOMINAL 061- NOMINAL THICKNESS: 0.050' WEB, 0.060' FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 6" x 0.050"X 0.060" SELF MATING SECTION SCALE 2" = 1'-0" 2.00" I C) A = 1.351 in? n Ix = 9.796 in' Sx = 2.786 in? 6061 - T6 NOMINAL THICKNESS: 0.055" WEB, 0.060' FLANGE STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12' O.C. TOP AND BOTTOM OF EACH BEAM 2" x 7" x 0.055" x 0.060" SELF MATING SECTION SCALE 2' =1'-0' STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 8" x 0.070" x 0.112" SELF MATING SECTION SCALE 2" = V -W T2.00' II ori A = 1.972 in? Ix = 21.673 in' Sx = 4.800 in? 6061 - T6 NOMINAL THICKNESS: 0.070' WEB, 0.102" FLANGE STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.070" x 0.102" SELF MATING SECTION SCALE 2" = 1'-0" 2.00' 5" EXTRUDED GUTTER SCALE 2"= T-0* A = 1.071 in' Ix = 2.750 in. ' Sx =1.096 in? 6061 - T6 NOMINAL THICKNESS: 0.070' TYPICAL RAISED EXTERNAL IDENTIFICATION MARK Tm FOR IDENTIFICATION OF EAGLE 6061 ALLOY PRODUCTS SCALE 2"= 1* EAGLE 6061 ALLOY IDENTIFIERTm INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised' external identification mark (Eagle 6061 w) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing thisA = 3.003 in? identification mark to simplify identification when using our 6061 Alloy products. Ix = 42.601 in' Sx = 8.493 in? A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is 6061 -T6 purchased. This should be displayed on site for review at final inspection. NOMINAL THICKNESS: 0.090' WEB, 0.187' FLANGE STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 10" x 0.090" x 0.187" SELF MATING SECTION SCALE 2= V -W The inspector should look for the Identification mark as specified below to validate the uce of 6061 engineering. EAGLE 6061 I.D. DIE MARK 0 O m 0 J LU O zO a U F tuWU zz zO Q ULL 0 zzw o U) a.UJ 0 u - Om f - Z mo OF- w Z LLLU W K WW Z N Zw Z JwLL it to 0 L om Wv F J Q co Z fn v Z p W N W >-a m E j O n Wo0 D- rn U Cl J ZQ V W oW Q 0 CL 2c CO) Z U312 W W m Ld 0 v Z U `o C LL A0 I N a I CO n LLJ W LL, LL LLI Z m X 0_ w n` O CL F -Z CU Cl)n m K 6 _nw W y X L m C U O mn: n CD 6 Oz w S W Lu SHEET wz LLU z 11' w LL Wm 08-12-2010 OF 12 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 7/16" OSB 3. 120 MPH wind load was used for all allowable area calculations. 4. For high velocity hurricane zones the minimum live load / applied bad shall be 30 PSF. 5. Spans may be interpolated between values but not extrapolated outside values 6. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 7. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 9. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. 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 bean 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) SelfTapping and Machine Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi Table 9.1 Allowable Loads for Concrete Anchors Screw Size d -diameter Embedment Depth in.) Mln. Edge DIsL 8 Anchor SpacingkAllowable Sd (In.) Loads ension Shear 153 ZAMAC NAIUN (Drive Anchors) 228 114" 1-12" 1 1-114" 2" 1 1-114" 1 273# 1 1 316# 1 236# 236# 141 TAPPER (Concrete Screws 177 231 3116" 1.114" 15116" 1,314" 15116" 286# 371# 167# 259# 1/4" 1-114" 1-114" 1,314" 1-1/4" 427# 5449 200# 216# 318" 1-12" 1-9/16" 1314" 3,318" 5111 703# 402# 455# 14 POWER BOLT (Expansion Bolt 186 114• 2" 1-114" 624# 261# 5116" 3" 1-718" 936# 751# 318" 3-12" 1 1-9/16" 1,575# 1,425# 12" 5" 1 2.12• 2,332# 2,220# 232 POWER STUD a e -Gott® 291 381 1/4^ 2,314" 1-114" 812# 326# 318" 4-114" 1-716" 1,358# 921# 12" 6" 2-12" 2,271# 1,218# 5/8" T 2-114" 3,288# 1 2,202# wee a twit 2-12" 2-114" 8789 RI3/8'3-12• 3-114• 1,705# 12" 4" 3,3/4"1,774# 1 Notes: 1. Concrete screws are limited to T embedment by manufacturers. 2. Values listed are allowed bads with a safety factor of 4 applied. 3. Products equal to rawl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. S. Allowable loads are Increased by 1.00 for wind bad. 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving bads parallel to the diameter are shear bads. 8. Manufacturers recommended reductions for edge distance of Sd have been applied. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2' x 6" beam with: spacing = T-0" O.C. allowed span = 20'-S (fable 1.1) UPLIFT LOAD-12(BEAM SPAM x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS= 12(20.427xTx1D#/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 bads for 2,500 ps.i. concrete. Screw/Bott Allowable Tensile Loads on Screws for Nominal Wall Thickness rr) (lbs.) 8 0.164" 122 139 153 200 1 228 255 1.11 1.60 910 0.190• 141 161 177 231 263 295 Allowable Loads & Roof Areas Over Posts 912 0210" 156 178 196 256 291 327 14 0.250• 186 212 232 305 347 389 529 114" 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 12" 0.60" 373 423 465 609 693 779 1057 12" PE OF FASTENER= Expansion Bolls Rawl Power Bolt or Equivalent Allowable Shear Loads on Screws for Nominal Wall Thickness rt (lbs.) Screw/Bolt 2-12" 1205# - 34 SF 2410# - 68 SF 3615# -102 SF 4820# -136 S Single Shear 12"e 3" 1 1806# - 51 SF 13612# -102 Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125- 8 0.164" 117 133 147 192 218 245 10 0.190• 136 154 170 222 253 284 12 0210" 150 171 188 246 280 293 14 0250" 179 203 223 292 333 374 SD8 114" 0240• 172 195 214 281 32D 358 487 5116" 0.3125-1 223 254 279 366 416 467 634 318" 0.375" 1 268 305 335 439 499 560 761 12" 0.50" 357 406 447 585 666 747 1015 Allowable Shear Loads on Screws for Nominal Wall Thickness Cr) (Ibs.) Bolt Double Shear Size Nd MOW 0.050" 0.056" 1 0.072" 1 0.082" 1 0.092" 1 0.125' 1/4' 0240" 343 390 429 561 639 717 974 5116" 0.3125"446 508 559 732 832 934 1269 318' 0.375" 536 1 610 1 670 876 998 1120 1522 12" 0.50" 714 812 894 1170 1332 1494 2030 Notes: 1. Screw goes through two sides of members. 2 AN barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall Oticknws of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings. 3. Minimum thickness of from members Is 0.036" aluminum and 26 ga steel. Allowable Load Coverslon Multipliers for Edge Distances More Than Sd Edge Distance Multipliers Tension Shear Sd 1.00 1.00 6d 1.04 1.20 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 11d 121 12d 1.25 Table 9.5A Allowable Loads & Roof Areas Over Posts Aflowilble Load Multi Ilers Tonalonj Shear for Metal to Metal, Beam to Upright Bolt Connections 125 Enclosed Structures @ 27.42 #/SF Fastener dlam. min. edge dmin. r. No. of Fasteners 1RoofAraa(SFI distance I to ctr. 11Area 2/Area I 3/Area I 4/Area 114" 12" 518" 1,454-53 2.908-106 4.362- 159 5,819-2121 5116" 318" 718" 1,894 - 69 3388-13815.682-207 7,576-276 318" 314' 1 1" 2272 - 82 4.544-1661 6,816 - 249 9,086 -331 12" 1" 1-1/4" 3,030-110 6,060-221 9,090-332 12,120-442 Table 9.5B Allowable Loads & Roof Areas Over Posts 114"a 1-12" 273#-10 SF 546#-20 SF 819# _.SF 2 316#-12 SF 632#-23 SF 1 948#-35 SF 1 1264#-46 SF for Metal to Metal, Beam to Upright Bolt Connections 3116"o 1-114" 288#-11 SF 576#-21 SF 864#-32 SF 1152#-42 SF I V4" 371#-14 SF 742#-27 SF 1113#-41 SF 1484#-54 SF Enclosed Structures @ 35.53 NSFFastener 1314" 427#-16 SF 854#-31 SF 1281#-47SF 1708#-62 SF diam. min. edge min. ch. No. of Fasteners I Roof Area S distance to etr. 1 1 /Area 21 Area I 3 / Arca 41 Area 114" 12" SW 1,454-41 2,908-82 4,362-125 5,819-164 5116" 318" 718' 1,894-53 3,788-107 5,682-160 7,576-213 318" 314" 1" 72_642- 64 4.544-1281 6,816-192 9,080 -256 12" 1" 1-114• 3,030 45 6.060-1711 9.090-956 12120 -341 Notes for Tables 9.5 A. B: 1. Tables 9.5 A & B are based on 3 second wind gusts at 120 MPH; Exposure B"; 1 = 1.0. 2. Minimum spacing Is 2-12d O.C. for screws & bolts and 3d O.C. for rivets. 3. Minimum edge distance Is 2d for screws. Molts, and rivets. Allowable Load Conversions for Edge Distances More Than Sd Edge Distance Aflowilble Load Multi Ilers Tonalonj Shear 12d 125 11d 121 10d 1.18 2.00 9d 1.14 1.80 lid 1.11 1.60 7d 1.08 1.40 Sd 1.04 120 Sd 1.00 1.00 Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for Screws In Tension Only Maximum Allowable -Load and Attributable Roof Area for120 MPH Wind Zone (27.42 # / SF) rFnr Wind R"ninnc other lh"n 1•ln MP14 11- r--i- Tahls "t Mott..,,, of the" ..".."1 CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Number of Fasteners Embedment 1 2 1 3 4 1/4"o 1" 264#-10 SF 528#-19 SF 792#-29 SF 1056#-39 SF 1.112' 396#-14 SF 792#-29SF 1188#-43 SF 1584#-58 SF 2.12" 660# - 24 SF 1320# - 48 SF 1980# - 72 SF 2640# - 96 SF multiply allowable bads and roof areas by One 1" 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF 5116"o 1-12" 468#-17 SF 936#-34 SF 1404#-51 SF 1872W# -68S WIND APPLIED CONVERSION 2-12" 781x1-28 SF 1560#-57 SF 2340#-85 SF 3120#-114 SF 318^e 1" 356#-13 SF 712#-26 SF 1068#-39 SF 1424#-52 SF 1-112" 534#-19 SF 1068#-395F 1601-58SF 2136#-78 SF 2.12" 890#-32 SF 178M-65 SF 2670#-97 SF 3560#-130 SF CONNECTING TO: CONCRETE [Min. 2,500 psU for PARTIALLY ENCLOSED Buildings Fastener I Length of Number of Fasteners Diameter Embedment 1 1 2 1 3 1 4 TYPE OF FASTENER -"Quick Set? Concrete Screw (Rawl Zamac NalliMSi 114"a 1-12" 273#-10 SF 546#-20 SF 819# _.SF 2 316#-12 SF 632#-23 SF 1 948#-35 SF 1 1264#-46 SF TYPE OF FASTENER - Concrete Screw (Raw] Tapper or Equivalent) 3116"o 1-114" 288#-11 SF 576#-21 SF 864#-32 SF 1152#-42 SF I V4" 371#-14 SF 742#-27 SF 1113#-41 SF 1484#-54 SF 1/4"o 1-114" 365#-13 SF 730#-27 SF 1099-40SF 1460#-53 SF 1314" 427#-16 SF 854#-31 SF 1281#-47SF 1708#-62 SF 318"a 1-12" 511#-19 SF 1022#-37SF 1533#-56 SF 2044#-75 SF 1314" 703#-26 SF 1406#-51 SF 2109#-775F 2812#-103 SF TYPE OF FASTENER = Expansion Bolts (Rawl Power Boit or Equivalent 318"o2.12' 105Q#- 38 SF 2100# - 77 SF 3150# -115 SF 4200# -153 SF 3-12" 1575# - 57 SF 3150# -115 SF 4725# -172 S 6300-9' -230 SF 12"a 3" 1399#-51 SF 2798#-102 SF 4197#-153 SF 5596#-204 SF 5" 2332# - 85 SF 14664# -170 SFI 6996# - 255 SF 9328# -340 SF Note: WIND LOAD CONVERSION TABLE: 1. The minimum distance from the edge of the For Wind Zones/Regions other than 120 MPH concrete to the concrete anchor and spacing Tables Shown), between anchors shall not be less than 5d where multiply allowable bads and roof areas by One d Is the anchor diameter. conversion factor. 2. Allowable roof areas are based on bads for Glass / Enclosed Rooms (MWFRS): 1= 1.00. WIND APPLIED CONVERSION 3/16• REGION LOAD FACTOR 2" x 4" x 0.044• 100 26.6 1.01 1' x 1' x 1/16' 0.063 110 26.8 1.01 Table 9.7 120 27.4 1.00 Rivet Diameter Tension Ibs. Shear Tension lbs. Shear 123 28.9 0.97 129 176 130 322 0.92 5/32' 140.1 37.3 0.86 340 490 140-2 37.3 0.86 262 375 150 428 0.80 Table 9.6 Screw 0 Maximum Allowable Fastener Loads for Metal Plate to Wood Support Metal lo Plywood 12 4 ply 518" 4 ply 3/4" 4 ply Shear Pull Out Shear Pull Gut Shear I Pull Out Pbs.) (lbs.11 lbs. lbs. (Ahslbs 8 93 48 113 59 Max Stm of Beam Upright Attachment Type h110 100 55 120 69 14,1 2" x 4" x 0.044" 12 118 71131 7811'14 3/16• 10 2" x 4" x 0.044• 132 70 145all 1' x 1' x 1/16' 0.063 3116" Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel I Steel Mandrel Rivet Diameter Tension Ibs. Shear Tension lbs. Shear 118" 129 176 210 325 5/32' 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 w/ Wind Zone Use Next Larger Size for "C" Exnnsurn_a Note: 1. # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the stitching screw size for beam / upright found In table 1.6. 2 For post attachments use wall attachment type = to waft of member thickness to determine angle or u channel and use next higher thickness for angle or u channal than the upright wag tltckness. 3. Inside connections members shag be used whenever possible i.e. Use in Ileu of angles where possible. 4. The thicker of the two members u channel angle should be place on the Inside of the connection if ooWbte. Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable -Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # / SF) For Wind Reoions other than 120 MPH. Use Conversion Table at Bottom of this canal CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Minimum Anchor Size for Extrusions Z Maximum Screw I Anchor Size Max Stm of Beam Upright Attachment Type Size Description To Wall 0 To Upright/ Bea 0 2" x 4" x 0.044" Angle 1' x V x 0.045 3/16• 10 2" x 4" x 0.044• Angle 1' x 1' x 1/16' 0.063 3116" 12 Tx 5"x0.072" U -channel 1 -1/2'x1 -12•x1 -12•x0.125" 12" 14 Z"x6"x0.072" Uchannel 1'x2-1/8'x1"x0.050' 5/16' 5116 2"x8"xo.072" Angle 1'x1'x 1/8'(0.125-) 3116' 12 2" x 10" x 0.072" Angle 140 x 1-12.1116'(0.062') 1/4• 12 2" x T x 0.072" Angle 1-12' x 1-12.3/16'(0.186') 1/4' 14 2" x 10" x 0.072" Angle 1-12• x 1-12" 1/8(0.062) 1/4• 14 2"x7'xO.072' Angle 13W x 1314•x 1/8•(0.125") 114• 14 Tx10"x0.072" Uchannel 1314' x 13/4' x 1-3/4'x 1/8" are• 14 2"xiVx0.o72" Angle rxZ'x0.093' M. 1-12" 1-314" 2"x101x0.072" Angle 2"x2'xt/8•(0.125J 5116" 5116' 2"x10'x0.072" Angle 2'xTx3116'(0.3137 12" 12" Note: 1. # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the stitching screw size for beam / upright found In table 1.6. 2 For post attachments use wall attachment type = to waft of member thickness to determine angle or u channel and use next higher thickness for angle or u channal than the upright wag tltckness. 3. Inside connections members shag be used whenever possible i.e. Use in Ileu of angles where possible. 4. The thicker of the two members u channel angle should be place on the Inside of the connection if ooWbte. Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable -Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # / SF) For Wind Reoions other than 120 MPH. Use Conversion Table at Bottom of this canal CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Minimum Anchor Size for Extrusions Z Fastener Diameter Length of Embedment 1 Number of 2 Fasteners 3 4 114"a 1" 264#-7 SF 528#-15 SF 792#-22 SF 1056#-30 SF 1-12" 39W-11 SF 792#-22 SF 1188#-33 SF 1584#-45 SF It' 2-12" 66D# - 19 SF 1320# - 37 SF 1980# - 56 SF 2640#- 74 SF 5116"e 1" 312#-9 SF 624#-18 SF 936#-26 SF 1248#-35 SF 1-12" 468#-13 SF 936#-26 SF 1404#-40 SF 1872#-53 SF 2-12" 780#-22 SF 1560#-44 SF 2340#-66 SF 3120#-88 SF Z 1" 356#-10SF 712#--20 SF S1068#-3 142346##-40 SSF 251603601-12" 534#-15 SF 10630SF 12 2-12" 890# - 25 SF I 1780# - 50 SF 1 2670# - 75 SF 3560# - 100 S CONNECTINGTO: CONCRETE in. 2,500 pfor PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment I 1 1 Number of Fasteners 2 1 3 1 4 PE OF FASTENER - "Quick Set" Concrete Screw Rawl Zamaa Nallin or Equivalent 1/4"a 1-12" 2" 233# -BSE 270#-10SF 466#-17 SF 540#-20SF I 69W-25 SF 81D#-30SF 932#-34 SF 1080#-39 SF TYPE OF FASTENER - Concrete Screw Rawl Tapper or Equivalent 3116"o 1-12" 1-314" 246#-7 SF 317#-9 SF 492#-14 SF 634#-18SF 738#-21 SF 951#-27 SF 984#-28 SF 1268#-36 SF 114"e 1-12" 1-314" 365#-10 SF 465#-13 SF 730#-21 SF 93D#-26 SF 1095#-31 SF 1395#-39 SF 1460#-41 SF 1660#-52 SF 318"e 1-12" 1314" 437#-12 SF 601#-17 SF 874#-25 SF 1202#-34 Sr 1 1311#-37SF 1803#-51 SF 1748#-49 SF 2404#-68 SF PE OF FASTENER= Expansion Bolls Rawl Power Bolt or Equivalent 316"e 2-12" 1205# - 34 SF 2410# - 68 SF 3615# -102 SF 4820# -136 S 3-12" 1303# -37SF 2606# - 73 SF 3909# -110 S 5212# -147 S 12"e 3" 1 1806# - 51 SF 13612# -102 5418#-152 SFJ 7224# - 203 S S1 1993# - 66 SF 13986# - 112 SFI 5979# -168 SF 7972# - 224 S j. Note: 1. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less Own 5d whom d Is the anchor diameter. 2 Allowable loads have been Increased by 1.33 for wird Wdmg. 3. Allowable roof areas are based on bads for Glass / Partially Enclosed Rooms (MWFRS) I=1.00 WIND LOAD CONVERSION TABLE: tQl- For Wind Zones/Reglons other than 120 MPH W Tables Shown), multiply allowable bads and roof areas by the conversion factor. til REGION I LOAD OZQ Table 9.9 Minimum Anchor Size for Extrusions Z Metal to Metal O Anchor Size Wall Connection 10 Q Extrusions Wall Metal Upright Concrete Wood 318" U 2"x 10" 114" #14 1 114- 1/4' 0.58 It' 2'x 9" 114" #14 J 114" 114" 10 Z 2"x B" 114" #12 1 114- #12 0.57 W Z" x T 3116" #10 3116- #10 0.58 0.72 2" x 6" or less 3/16" #8 3116- #8 0.46 Z 14 0.46 0.57 O Note: Ob9 y Wall, beam and upright minimum anchor sizes shall be used for super gutter Z connections. 0.46 D 0 1.00 0.79 Z Table 9.10 Alternative Anchor Selection Factors for Anchor/ Screw Sizes U 1: 5 0.58 0.79 a: wz a;; W0O U. W 1 a In 0 OF cc Alternative Anchor Selection Factors for Anchor I Screw Sizes AWL J Q M Z fn Q 2 2O Z O C0 J W Z 0 - in OfWofW U LU J U) U_ U C0 Z W W Z U) J Q O J WrNic LL W LLL W 2 c mLLILO C ti a v mCO n _ n W co X L a o CD J m 0 O toCUn, -C 9 E m CLCLC to 0 m U to v m v LL P. - CDN Concrete and Wood Anchors Dyna Bolts (15/8" and a m concrete screws: 2" maximum embedment) 2-1/4" embedment respectively) W J QQAnchorSize3116" 1/4" 31B" Anchor Size 3116" 12" WJ3116" 1.00 0.83 0.50 3116" 1.00 0.46 a114• 0.83 1.00 0.50 =12" 0.46 1.00 w3B"0.50 OSB 1.00 LL J Multiply the number of #8 screws x size of anchortscrew desired and round up to the next even raimbegY M Metal to Metal O 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 0.46 0.36 14 0.46 0.57 0.78 1.00 Ob9 0.46 5116" 027 0.33 0.46 0.59 1.00 0.79 318" 021 026 0.36 0.58 0.79 1.00 wz a;; W0O U. W 1 a In 0 OF cc Alternative Anchor Selection Factors for Anchor I Screw Sizes AWL J Q M Z fn Q 2 2O Z O C0 J W Z 0 - in OfWofW U LU J U) U_ U C0 Z W W Z U) J Q O J WrNic LL W LLL W 2 c mLLILO C ti a v mCO n _ n W co X L a o CD J m 0 O toCUn, -C 9 E m CLCLC to 0 m U to v m v LL P. - CDN Concrete and Wood Anchors Dyna Bolts (15/8" and a m concrete screws: 2" maximum embedment) 2-1/4" embedment respectively) W J QQAnchorSize3116" 1/4" 31B" Anchor Size 3116" 12" WJ3116" 1.00 0.83 0.50 3116" 1.00 0.46 a114• 0.83 1.00 0.50 =12" 0.46 1.00 w3B"0.50 OSB 1.00 LL J Multiply the number of #8 screws x size of anchortscrew desired and round up to the next even raimbegY M of screws. 1- O Example: m K (10)#8 screws are required, the number of #10 screws desired is: ... to 7 1 O 9 7 0.8x10=(8)#10 X tu Z w _J SEAL K o' O iSHEET 1 ILQ = coo 12 w Zy W Z 9 W 12 m 08-12-2010 OF