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HomeMy WebLinkAbout225 Seminote Blvd W 414Ape 1,8 11,11:14a Gateway at Riverwalk 407-302-2143 APR 10 2011 1 CITY PA SANFORD ApplicationNo:Documented Construction Value: $ C060 - Job Address: ?--Z:5 64M n0V awn 4V Historic District: Yes No Parcel ID: Z5 19 - Zr 6-36 21CO 141 Zoning: Description of Work., ncrc. cyCIA k I Title. rct, Flan Review Contact Person:_1D7_,--, Gzx!:>_-Aer P 4phone: Fax: 57- _319 lal!x C fion petty Owner Inforni2tion Name Gxk_ xxy P e_c) oil COP,. 0.1 Phone: Resident of property?: 4aStreet: _<M6 R6CV_6iAe_ P -A city, state Zip: <! le v t Land (3 4 Name 6,30 _:bl Alr4_ n ac or Phone- 4b 7.qld- qlMq c -L Street: si c Fax: 4o 1 5 51 q4' city" state zip: cUh I wWot6L EL- State License No.: ArchitectlEngineer Infbmiation Name- _Pxnne_4+ :Ln q i nzer i nL Phone: 39(g 76V'l Street;, i 91 + T4 Fax:. 262:2 - City, St, 74p: F6 C4 torr rS'21 27 E Bonding Company: Mortgage Leader: Address: Address: PEI 1T INFORMATION Buildifig-Permit 0 Square Footage: Construction Type. —No. of Stories: No. of Dwelling.'Units: Flood Zone: Electrical Q Plumbing 13 New Se rVice —No. of AMPS.- New Construction - No. of Fixtures - Mechanical E3 (Dud byott requinA for new syst=s) Fire Sprier/Alarm. 13 No. of heads: Apr 18 `11 11:14a Gateway at Riverwalk 407-302-2143 p.2 Application is hereby made to obtain a permit to do, the work and installations as indicated. 1. 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 iti 'compliance with all applicable laws regulating construction and zoning. WAG TO OWNlER- YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IN[P'ROVEMENTS TO YOUR PROPERTY. A NOTICE OF CON1mNcEmENT MGST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE Fn;tST INSPECTION. EF _ YOU INTEND TO OBTAIN FLNANCiNG, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEBIENT_ NOTIICE: In addition to the requirements, of this permit,.there may be additional restrictions applicable to this property that may be found in the public of of this county, and there mayy 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. Ifthe executed contract is not submitted, we reserve the 6ghtt to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented cortstruction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. S1g71Ho11e Qr WOCrit i$triL - DM Da=n (e I ' C-e- r rmoJe Print Dw xr./AS=rs Maw (( QQ 1 ! amu W aaum of Nowzy-State of Vtmida Data r°t; *P;B ANNETTE H. O,E &WFI MY COMMISSION # DD 958697 EXPIRES March 13 2014 coFFoe`O 9orbedThruBudget Notary Semr., Ovmer/Agent is Personally Known to Me or Produced ID f/ Type of ID Q -DL- APPROVALS: COMMENTS: Rev 11.08 Slgofll— of Con=todAgem-a.r..... iYdtC. . Signewre Conuwtor/Ageut is Produced Iia UTILITIES: WASTE WATER: M or 13U LDING:_ Jct 6 Apr 18 11 11:14a Gateway at Riverwalk SUN STATE SIDING, INC. 510 LAKE LENELLE ©RIVE CHULUOTA, FL 32766 407 834-7778 phone 407 368--3194 fax State License SCC048423 407-302-2143 X PROPOSAL # 1 DATE" 12/08109 Submitted to: Job Location: Scott IGng 225 W. Seminole Blvd.. 1#1414 email: Skincr219ia?gm2i1.com We propose to furnish all the materials and perform all the labor necessary for the completion ot: Furnish and install screen endosure at entry lanai swo0.00 approximately Pi 6' wide., x it 1' high) including custom. screen door (T x r; 8') with 'Tasman" locking handle. Fuld chair rail @ 36% Charcoal screen 16 x 14 and Florida Glass at bottom of chair rail including door City of Sanford building permit $125.00 COLOR: BRONZE All material is guaranteed to be as specified and the above work to be performed in accordance. wfth the drawings and specifications submitted for the above work and completed in a substantial workmanlike manner for the sum of. $725.00 With payments to to made as follows: UPON COMPLETION Any alteration or deviation from the above specifications involving extra cost will be executed only upon written orders and wits become an extra charge, over and above the estimate. All agreernernts contingent upon strikes, accidents or delays beyond oto'' control. Owner to carry fine, tornado; and other necessary insurance upon the above work. Workman's Compensation and Public Liability insurance on above work to be taken out by Suri State Siding, Inc. THERE VALL BE A $50.00 BOOKKEEPING CHARGE IF THE INVOICE IS 140T 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 conditions are salisfacki y and are hereby accepted. You are authorized to perform the work specified. Payment wig be made as outlined above. Signature ._1 L.,,, % > Printed Namea4 t e' f f'f'YyI y1e EMMIT GATEWAY AT PJVERWALX- PHASE I A CONDOMINIUM 53 D' ' FIRST AMENDMENT p ye LOCATED 12V SECTION 23, TOWNSHIP 19 SOE TH, vt 1d jf 1414 RANGE 30 EAST MODEL N3CFFY OF SANFORD, SEAIIVOL£ COtVVTY, FLORIDA 65.0' GRAPHIC IN FEET) m :j 1 inch = 10 it, L ' o i ERgtneeff CDplannersm c LandscapeArciettects p LU Suroeyw8 LU ConstructionManagemmt age4 a Q tt, w wiw ep h ex.gt Ke ers, cont._ eo:aLao ti:4Fulton &.pd, SP+q 4 FL-83Tn P 0, am<7805, Smor 4 FL 527T!•2505 PAonR #07.7aW0l Fna f07.8d0." Liaattad8cgnto trstYonNuA+ber71W f I inf V rs 11 _l l l F,Zo IT EI.V. . P kCF?5T i xZ 2x?. k K s FL,0_-0} ?LACI — 9 x, sr A r o r LIP N Wlv-I ARI S 510F Ixz L Cc"Mog Wit;<WlgY -2-7 Zxz-1 Ii ZAZ SUN STATE SIDING; INC. 510 LAKE LENELLE DRIVE CHULUOTA, FL 32766 DONALD G. GEISSLER, JR. SCC048423 407 830-7778 PHONE/407 365.3194 FAX C; •;: t ALUMINUM STRUCTURES DESIGN MANUAL sirATEMAT I hereby certify that the engineering containedin the following pa es has beerl prepared in compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building Code. Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live loads, and/or loads as listed in the appropriate span tables. All wind loads used in this manual are considered to be minimum loads. Higher loads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has been peer reviewed by Brian Stirling, P.E. 434927 and a copy of his letter of review and statement no financial interest is available upon request. A copy of Brian Stirlings' letter is posted on my web site, www.lebpe.com. 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my continuing education class on the use of the manual within six months of becoming a client and bi-annually thereafter. 3. Structures designed using this manual shall not exceed the limits set forth in the general notes contained here in. Structures exceeding these limits shall require site specific engineering. INDEX This packet should contain all of the following pages: SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for Screen and Vunyl Rooms. SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications, Design Statement, and Site Exposure Evaluation Form. SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room. SHEET 4: Post to base and purlin details. SHEET 5: Beam connection detals. SHEET 6: Knee wall, dowel and fooling details. SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam to gutter detail SHEET 8-110: Tables showing 110 mph frame member spans. SHEET 8-120: Tables showing 120 mph frame member spans. SHEET 8-130: Tables showing 130 mph frame member spans. SHEET 8-140: Tables showing 140 mph frame member spans. SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and anchor schedules. SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET 108: 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 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water relief detail, beam connection to fascia details, pan roof achoring details. SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section, composite roof panel with shingle finish details. SHEET 10F: Tables showing allowable spans and applied loads for riser panels. SHEET 10G: Manufacturer specific design panel. SHEET 10H: Manufacturer specific design panel. SHEET 11: Die shapes & properties. SHEET 12:.. Fasteners - General notes & specifications, Design statement, and allowable loads tables. 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 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 I F(:FNn 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 Contractors requirements (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to Contractors use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor 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, Contractors use of the ASDM. / / 4111 ./J CONTRACTOR NAME: ON1A'O V l.w y " f ^ I lt— CONTRACTOR LICENSE NUMBER: C (`' qg "f _3 COURSE #`0002299 ATTENDANCE DATE: CONTRACTOR SIGNATURE: SUPPLIER: F 46 DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) THE DESIGNS AND SPANS SHOWN ON THESE DRAINiNGS A,= -,.E INSPECTION GUIDE FOR SCREEN -AND VINYL ROOMS CSz BASED ON THE LOAD REQUIREMENTS F6,"Z THE 2007 FLORIDA 1. Check the building permit for the following: Yes No vS x y BUILDING CODE WITH 2009 SUPPLEMENTS. a. Permit card & address . . . . . . . . . . b. Approved drawings and addendums as required . ... m o C e c. Plot plan or survey . . . . . od. Notice of commencement . . . . . . . . . . . . . . . . . . w G/'r11=i ?il lWF'r 2. Check the approved site specific drawings or shop drawings against the "AS z zJOBNAME: — ZZ 11301.1 r L D BUILT" structure for: Yes No J ADDRESS: uJ a. Structure's length, projection, plan & height as shown on the plans. . . . . . Q K. b. Beam sizes, span, spacing & stitching screws (if required). t z c. Purlin sizes, span & spacing. - DRAWING FOR ONE PERMIT ONLY 08-12-2010 d. Upright sizes, height, spacing & stitching screws (if required) . . . . . _ . . . . W '0. 3 e. Chair rail sizes, length & spacing. . . . . . s f. Knee braces are properly installed (if required) . . . . . . . . . . . . . . . . . g. Roof panel sizes, length & thickness . . . . . . . = 3. Check load bearing uprights / 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 j o ui c. Header attachment to host structure or beam . ... . . . . X d d. Roof panel attachment to receiver or host structure . . . . . . . . . . Z U) W w We. If angle brackets are used for framing connections, check number, size & thicknessoOZ of fasteners . . . . . . " . . . . . . f. Post to beam attachments to slab . . . . . . . . . . . . . - O W cot Z D m Z m 5. Check roof panel system for: Yes No O Receiver bracket, receiving channel size & thickness z 3 J c U) Z C Wa. angle or beam to — W Z ELLIZm w zb. Size, number & spacing of anchors of receiver . . . . . . . — 0 2 Oc. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . — — g c cod. Roof panel attachment to receiver or beam . . . . . . . . . . . . . . . a W °6 ~ U y Notes: o U H SLU o g w O i J Z v Z U o 0 U J C) N m Q ZZ 0O Z ¢ W SLU a cDz=W Lu W m Z J v z K LuLuZ Z_ `o U LL CO K Ld WCEHI W J N Ldw O Q 0 o 0 Lu C V 100 Q . rr in m 2D N Z in O i-/ar Q Z Lu ` c LL W u. w xE O 0PERMOTcoUdw° w 6 O a S 0 cl: o ° z Q 1- C j a v w K C U r•> t; 333 a) moo row UD PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF CD m & n x oLLl1 O d HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR m° w VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION U j DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE U tr o DESIGNED TO BE MARRIED TO CONVENTIONALLY I n CONSTRUCTED HOMES AND/ OR MANUFACTURED HHIES AND OzMOBILEHOMESCONSTRUCTEDAFTER1984I THE DESIGNS AND SPANS SHOWN ON THESE DRAINiNGS A,= -,.E N BASED ON THE LOAD REQUIREMENTS F6,"Z THE 2007 FLORIDA BUILDING CODE WITH 2009 SUPPLEMENTS. f. D SEAL w G/'r11=i ?il lWF'r SHEET z zJOBNAME: — ZZ 11301.1 r L DJ ADDRESS: uJzzwm DRAWING FOR ONE PERMIT ONLY 08-12-2010 OF 12 0 ST FOR SCREEN, ACRYLIC & VI 1. Design Statement: 1 0' 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 Supp ments, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure B' or'C' or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 119 MPH and higher; 120 MPH or _MPH for 3 second wind gust velocity load; Basic Wind Pressure II ; Design Pressures for Screen / Vinyl Rooms can be found on ppe 3A -ii: a. "B" exposure = PSF for Roofs & PSF for Walls b. "C" exposure = _PSF for Roofs & _PSF for Walls c. "D" exposure = _PSF for Roofs & ,_PSF for Walls Negative I.P.C. 0.18 For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A -C on page 3iii. 2. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solids r eq IdONALD & VSLy1L 15L Phone:467 #6% 1124 5ntractor / horized Rep* Name (please print) y Data: 1 Contractor / Authorized Rep' Signature G>%WA-( LAP I Job Name & Address Note: Projectcin of room from host structure shall not exceed 16'. 3. Building Permit Application Package contains the following: Yew No A. Project name & address on plans . . . . . . . . . . . . . . . . - B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . . . C. Contractor's / Designer's 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 . . . . . . . . . . . . . . . . . . 71, 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 & puffin 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 REQUIRED SPAN NEEDED IN TABLE b ond) = 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 wall member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to _MPH wind zone and/or'C' Exposure for load width_: Look up span, on 120 MPH table and apply the following formula: SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE bord) t EXPOSURE MULTIPLIER see this page 3) Yes No C. Table 3A.3 with beam & upright combination if applicable . . . . - D. Connection details to be used such as: 1. Beam to upright 2. L 3. Beam to wall . . . . . . . . . . . . . . . . . . . . . . . . . . - 4. Beam to beam. . . . . . . . . . . . . . . . . . . . . . . . 5 Chair rail; purlins, & knee braces to beams & uprights . . . . . . . . . . . . r 6. Extruded gutter connection . . . . . . . . . . . ... . . . . . . . E. U -clip, angles and/or sole plate to deck . . . . . . . . . . . . . . r Foundation detail type & size . . . . . . . . . . . . . . . . . . . Must have attended Engineer's Continuing Education, Class within the past two years. Appropriate multiplier from page 1. GENERAL NOTES AND SPECIFICATIONS 1.. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 1. 2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an architect or engineer to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 16', using a 4" existing slab and 20'-0" with a type II footing, from the host structure. 4. Freestanding structures shall be limited to the maximum spans.and size limits of component parts. Larger than these limits shall have site specific engineering. 5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away from any other structure to be considered free standing. 6. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This applies to Willy sheds, carports, and / or otherstructures to be attached. b. "Fourth wall construction" means the addition shall be self supporting with only the roof flashing of the two units being attached. Fourth wall construction is considered an attached structure. The most common "fourth wall construction" is a post & 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 infilis 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 applyto acrylic / vinyl rooms also. 13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or alternate water relief ports in the gutter. 14. Al:aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after heat treatment and paint process 16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA / NPEA / NSA 2100-2 for catagory I, ll, &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 hwo coats of aluminum house paint and the joints sealed with a.good quality caulking compound. The ^rotective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobcurd Cold Galvanizing Primer and Finisher. " 19. All fasteners or aluminum parts shall be corrosion resistant such as nonmagnetic 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 panel/solid wall area exceeds 40%, glass room engineering shall be used. SECTION 3A DESIGN STATEMENT The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The fo?ds assume a mean roof height of.less than 30% roof slope of 0° to 20% 1 = 0.87 for 100 MPH zone, I = 077 for ,MPH and higher zones. All loads are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal . pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specificAll framing . components are considered to be 6061 T-6 except where noted otherwise. Section 3A Design Loads ' for Screen, Acrylic & Vinyl Rooms Exposure "B" - Basic ScreenI Room Over Hang ' Wind &Vin (Rooms ,All Roofs Pressure Roof Walls Note: Framing systems of screen, vinyl and glass rooms are considered to be main frame resistance components. To convert the above loads from Exposure "B" to Exposures "C- or -D" see. Table 3A -C next page.. A Table 3A -A Conversion Factors for Screen & Vinyl Rooms From 120 MPH Wind Zone to Others, Exposure f IWallc Wind Zone MPH Applied l-oad Deflection ISF) (d) Load Deflection SF) (d) Bending b) 100 10.0 1.09 Load- 2.0 1.08 1.12 110 11.0 1.06 U_ Z U) 0 1.05 1.07 120 13.0 1.00 a° u MAppliedLoadd 5.0 1.00 1.00 123 13.3 0.99 15' - 20' 5.9 0.98 0.97 130 15.0 0.95 1.34 8.0 0.94 0.91 140-1&2 17.0 0.91 0.85 0.89 1.0 0.89 0.85 150 20.0 0.87 4.0 0.85 0.79 Table 3A -B Conversion Factors for Over Hangs MPH Conversion Table 3A -C 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 SITE EXPOSURE EVALUATION FORM r- --'-- ----- -- ---- QUADRANTI 600' EXPOSURE i I I I _ _ 600• QUADRANT IV 100' I IiEXPOSUREI 100• 4Qoo ' QUADRANTII I I 40. 100• I, soo' EXPOSUREk I I QUADRANT 111 so' EXPOSURE I II L- --------- -- - - - - I NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C','OR'D'a EXPOSURE. 'C'OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or 0 6 irregularities, having heights generally less than 30 feet extending more than 1,500 feet from the building site in any quadrant. ` 1. Any building located within Exposure B -type terrain where the building is within 100 fee' horizontally in any direction of open areas of Exposure C-type terrain thai,extends mor h 600 f d 'd h h 150 ft ZO toZ C7 0ZU lY wz o - C)0OLLLL w as m0 Oo W Z LL cW_ . wwwz ;Q. 0 w ZaLu J U 0p Exposure "B"to"C" Exposure "B"to"D" t'o k Mean Roof Load Span Multiplier Load- Span Multiplier LLu E z Height' Conversion LU LU ad W F_- Conversion U_ Z U) o c J W H } U Z Factor Bending Deflection Factor Bending Deflection a° u 0-15, 1.21 0.91 0.94 1.47 0.83 0.88 0 0 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 C 20'-25- 1.34 0.86 0.91 1.60 0.79 0.86 25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 SITE EXPOSURE EVALUATION FORM r- --'-- ----- -- ---- QUADRANTI 600' EXPOSURE i I I I _ _ 600• QUADRANT IV 100' I IiEXPOSUREI 100• 4Qoo ' QUADRANTII I I 40. 100• I, soo' EXPOSUREk I I QUADRANT 111 so' EXPOSURE I II L- --------- -- - - - - I NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C','OR'D'a EXPOSURE. 'C'OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or 0 6 irregularities, having heights generally less than 30 feet extending more than 1,500 feet from the building site in any quadrant. ` 1. Any building located within Exposure B -type terrain where the building is within 100 fee' horizontally in any direction of open areas of Exposure C-type terrain thai,extends mor h 600 f d 'd h h 150 ft ZO toZ C7 0ZU lY wz o - C)0OLLLL w as m0 Oo W Z LL cW_ . wwwz ;Q. 0 w ZaLu J U 0p c a Z (A a- Q2 (n- t'o k 2 0.6 W c zLL Z O U) X WCl)a N m 0 W LLu E zLU 0 > _J LUIQLU LU ad W F_- rn u U_ Z U) o c J W H } U Z m C D U I- LLI L) Q W a° u Y v_ o W WH W = ca u k ZOf U Z 0 0 U Z 2 U) (D . c , FW J W 0 N t a o C m 0 O Z N J Lu MLuLu Lu m EUJ (9 m m o d w m LL oOa J C: ti n m C _n LL1'mm' v LL o LnmIN J / ~ i I t an eetan wt t greaten an w / 2. No short tens changes in 'b', 2 years before site evaluation and build out within 3 ars, (D EAI site will be'b'. J 1 au 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant or gr to, w ' HEFT ' than 1,500 feet. _, TO 4. Open terrain for more than 1,500 feet in any quadrant. L F SITE IS EXPOS RE: EVA UATED BY: I G G DATE: w y SIGNATURE: LICENSE#: JL COY gz3 LL 08-12-2010 OF WLuZ 0ZI WZZLu 12 0 EDGE BEAM (SEE TABLES INTERIOR BEAM 3A.1.1 8 3A.1.2) PER TABLES 3A1.3) HOST STRUCTURE OR 'LW' FOR FOURTH WALL FRAME UPRIGHTH` j PANS OR PANELS HEIGHT (h) 1"x 2" 11 MIN. 3-1/2" SLAB ON GRADE H ALUMINUM ROOF SYSTEM VARIES OR RAISED FOOTING I I PER SECTION 7 (FOR FOOTINGS SEE DETAILS TYPICAL SCREEN, ACRYLIC OR VINYL ROOM PAGE 7) CARRIER BEAM POST W/SOLID ROOF TYP. FRONT VIEW FRAMING HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM) LW' LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION . P/2' 'P/2' @ FASCIA ALLOWED SIZE BEAM AND UPRIGHTS ( SEE SECTION 7 FOR DETAILS) TYPICAL SLOPED SOLID ROOF ENCLOSURE ( SEE TABLES) (D a SCALE: N.T.S. O.H. F v ALUMINUM ROOF SYSTEM SOLID ROOF x PER SOLID PANEL HOST STRUCTURE OR NO MAXIMUM W ROOF SECTION) FOURTH WALL FRAME ( ELEVATION SLAB OR GRADE) USE BEAM TO WALL DETAIL 1, P = PROJECTION FROM BLDG. RIDGE BEAM VARIES VARIES LW = LOAD WIDTH PER TABLES 3A.1.4) RIES NOTES: ' P' VA 1. ANCHOR 1"x 2" OPEN BACK EXTRUSION W/ 1/4"x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR -1"x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN H0 INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING wq' & P CONVERSION: 100 -1231 130 1140 150 8 1 #10 1 #12 1 #12 TYPICAL GABLE SOLID ROOF ENCLOSURE TYPICAL SCREEN ROOM SCALE: N.T.S. SCALE: 1/8"= l'-0" L rnl ILI To iWLA O 01 Q u; d O Z () o w SHEET OCQC z o LuZ I G O Z wI NO3 O r' m o Z uiLLI a LuZ Q g w f Ntu > W 3 g w W °6 rn Ce) o W L J Z N ZO U O o N0N O F- Q W U U) Z U) a a W LL W m w Lu W Z a oU n x a o F - Z O Q N O U Z Lu OCO n a Z ZO r Z N 0N W M O W0LLZJOZUW2cmE W- LL( Z ww z O n o d DW O OLLLL oLU m m m n O Q 0 co c L Q- w44XW ,aOf0o wOO U > O m wm H 2 U d 0 H 0 LL O E— W wW N C13 Z Z Q o U J N wa a 0 NO ` ILI To iWLA O 01 0 SEAL O w w SHEETa0 z U df 3 w zw wI NO3 k wZ z Zw 2 008-12-2010 OF PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING 4) #8 x 1/2" S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W/ 1"x 1"x 2" ANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE 2" x 2" x 0.032" MIN. HOLLOW RAIL 1 I" x 2" TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL NITH MAX. 3.5' LOAD WIDTH SHALL TO CONCRETE W/ FASTENER HAVE A MAXIMUM UPRIGHT (PER TABLE) WITHIN 6" OF — SPACING AS FOLLOWS EACH SIDE OF EACH POST @ 24" O.C. MAX. WIND ZONE MAX. UPRIGHT SPACING 100 T-0" 1.10 6'-7" 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 V 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 1" x 2-1/8" x 1" U -CHANNEL OR SIDE AND MIN. (4) #10 x 1/2" POST AT 24" O.C. MAX. OR SIDES S.M.S. THROUGH ANGLE AT 24" O.C. SCREW BOSS MAX.1" x 2" x 0.032" MIN. OPEN BACK MIN. 3-1/2" SLAB 2500 PSI o–_ EXTRUSION CONC. 6 x 6 - 10 x 10 W.W.M. . SCREW SYSTEMS CONCRETE W/ 1/4"x 21/2" OR FIBER MESH a AND (4) #10 x 3/4"S.M.S. SCREWS TO POST AND GIRT 1-1/8" MIN. IN CONCRETE ALTERNATE WOOD DECK: 2" PTP USE WOOD FASTENERS VAPOR BARRIER UNDER W/ 1-1/4" MIN. EMBEDMENT) CONCRETE POST TO BASE, GIRT AND POST TO BEAM DETAIL SCALE: 2" = 1'-0" ALTERNATE CONNECTION COMPOSITE ROOF PANELS: DETAIL 1" x 2" W_ ITH BEAM / HEADER 3) #10 x 1-1/2" S.M.S. INTO 1-1/4" FENDER WASHERS PER SCREW BOSS 4'-0" PANEL ACROSS THE 1" x 2-1/8" x 1" U -CHANNEL OR FRONT AND 24" O.C. ALONG 2) #10 x 1 1/2" S. M. S. INTO SIDES WALLS LESS THAN 6-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR ANGLE CLIPS MAY BE SCREW BOSS y SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES SUBSTITUTED FOR INTERNAL ANCHOR 1" x 2" PLATE, TO FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE SCREW SYSTEMS CONCRETE W/ 1/4"x 21/2" AND (4) #10 x 3/4"S.M.S. SCREWS TO POST AND GIRT CONCRETE ANCHORS WITHIN IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON 6" OF EACH SIDE OFEACH L OoZ S.M.S. POST AND 24" O.C.0 . MAX. 2: NIN. TO(SCREW BOSS MIN. 3-1/2" SLAB 2500 PSI 1" x 2" EXTRUSION CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH 1-1/8'M IN. IN CONCRETE VAPOR BARRIER UNDER CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 2" = 1'-0" . HEADER BEAM ANCHOR 1"x 2" CHANNEL TO CONCRETE WITH 4) #10 x 1/2" S.M.S. EACH SIDE 114" x 2-1/4"CONCRETE OF POST ANCHORS WITHIN 6" OF EACH H -BAR OR GUSSET PLATE SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH 2" x TOR 2"x W OR,2" S.M.B. ANGLE AT 24" O.C. MAX. POST MIN. (4) 910 x 1/2" S.M.S. @ MIN. 3-1/2" SLAB 2500 PSI EACH POST CONC. 6x6 -10x10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 1"x 2" EXTRUSION 1-1/8" MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: 2"= l'-0" MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 2" x 2" OR 2" x 3" POST COMPOSITE ROOF PANELS: 8 x 9/16"TEK SCREWS BOTH 4) 114" x 4" LAG BOLTS W/ SIDES 1-1/4" FENDER WASHERS PER i..: 4'-0" PANEL ACROSS THE 1" x 2-1/8" x 1" U -CHANNEL OR FRONT AND 24" O.C. ALONG RECEIVING CHANNEL SIDES CONCRETE ANCHOR PER TABLE) 1-1/8" MIN. IN CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 1 SCALE: 2"= V-0" 1"x 2-1/8"x 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" 0. C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 2" x 2" OR 2" x 3" HOLLOW GIRT AND KICK PLATE 2"x 2" HOLLOW RAIL 8 x 9116" TEK SCREWS BOTH SIDES 1" x 2-1/8" x l" U -CHANNEL OR POST ATTACHED TO BOTTOM RECEIVING CHANNEL W/ MIN. (3) #10 x 1-1/2" 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" EDGE BEAM 1" x 2" OPEN BACK ATTACHED TO FRONT POST W/ 10x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. FRONT -WALL GIRT 1"x 2" OPEN BACK ATTACHED TO FRONT POST W/ 10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. ALTERNATE CONNECTION: 2)#10x 1-1/2" S.M.S. HROUGH SPLINE GROOVES i]DE WALL HEADER kTTACHED TO 1" x 2" OPEN PURLIN OR CHAIR RAIL SACK W/ MIN. (2) #10 x 1-1/2" ATTACHED TO BEAM OR POST M.S. W/ INTERNAL OR EXTERNAL 'L' CLIP OR'U' CHANNEL W/ MIN. 4) #10 S.M.S. IDE WALL GIRT ATTACHED TO x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW OSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO ONCRETE W/ 1/4' x 2-1/4" ONCRETE I MASONRY NCHORS @ 6" FROM EACH OST AND 24" O.C. MAX. AND VALLS MIN. 1" FROM EDGE OF ONCRETE TYPICAL & ALTERNATE CORNER DETAIL SCALE: 2" PURLIN, GIRT, OR CHAIR RAIL SNAP OR SELF MATING BEAM ONLY TYPICAL UPRIGHT DETAIL SCALE: 2"= l'-0" RISER PANELS ATTACHED PER ROOF PANEL SECTION HEADER ATTACHED TO POST W/.MIN. (3) 910 x 1-112" S.M.S. IN SCREW BOSSES 2" x 2", 2" x 3" OR 3" x 2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH r MIN. (3) #10 x 1/2" S.M.S. IN 0 SCREW BOSSES JQ 0 J 1"x 2" OPEN BACK BOTTOM RAIL wE Jt7 1/4"x 2-1/4" MASONRY LL ANCHOR @ 6" FROM EACH O POST AND 24" O.C. (MAX.) p aUu. ul Uulzz ZO Uu_ zZ 0 z SCREW BOSSES O yz O O Z U r_ wza V— O SNAP OR SELF MATING BEAM u- LL ONLY o w i a wa mn O Ow z 'L PURLIN TO BEAM OR GIRT TO POST DETAIL w ww, SCALE: 2"= V-0" aUw - i..: Z Jwd. WALLS LESS THAN 6-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR 3 LL w QOFOR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND y SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE 2w. OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050"x 1-3/4"x 4"STRAP AND (4) #10 x 3/4"S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S. L OoZw 2: 08-12-2010 J Q D Q 2 2O z O Lu z W W 06 U co H – Z O Q'W U Z U) W W Z_ of U) J Q d N 19 N it Z J W v LL W LL W 0 U D.. W O u- a J W O n m m cr o a U N m t W m o UJ CO O # C o L 3 n. C6 0 CJ 7 0 jI V c z SEAL C9 w SHEET wz zw z w OF 12 0 SiTE OR SOLID] ROOFTENPAN(COLS MO ODGE BEAM N TYPE -1 FAS(PER DETAILS IN SECTION 7 AND / OR 3A) H EDGE BEAM TABLES: 3A.1.1, 2 EXTRUDED OR SUPER LEG INTO POST AND INTO LI ® # GUTTERI 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 FASCIA (WITH SOLID ROOF) SCALE: 2"= 1'-0" POST TO BEAM SIZE AND POST SELECT PER TABLE 3A.3 # OF BOLTS USE 2 x 3 MINIMUM (SEE TABLE 3A.3) U) Lu ROOF PANEL Q (SEE SECTION 7) BEAMS MAY BE ANGLED FOR I U 6" MAXIMUM PANS OR zz LuEj 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. w? IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE w= F z CANTILEVERED BEAM m u> - CONNECTION DETAILS Fy _ MO w SCREEN OR SOLID WALL SCREEN USING (1) MAY FACE IN OR OUT) U) HOST STRUCTURE ROOFING 3A.1.3 2" STRAP - LOCATE @ EACH AND BOTTOM AND 24" O.C. POST, (2) 1/4" x 2" LAG, SCREWS @ 24" O. C. (MAX.) 2 2 EXTRUSION EACH STRAP e 2) #10 x 1/2" SCREWS vD USE ANGLE EACH SIDE FOR 2 x 2 TO POST CONNECTION WITH HOLLOW POST BEAM TO BEAM CONNECTION DETAIL 1/4" BOLT @ 24" O.C.-MAX. WITHIN 6" OF EACH POST FASTEN 2 x 2 POST SCALE: 2"= V-0" W/ (2) EACH #10 S.M.S. INTO SCREW SPLINES MAX. 2"x 2" x 0.062" ANGLE EACH oW SIDE (3) EACH #8 S.M.S. EACH H EDGE BEAM TABLES: 3A.1.1, 2 EXTRUDED OR SUPER LEG INTO POST AND INTO LI ® # GUTTERI 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 FASCIA (WITH SOLID ROOF) SCALE: 2"= 1'-0" POST TO BEAM SIZE AND POST SELECT PER TABLE 3A.3 # OF BOLTS USE 2 x 3 MINIMUM (SEE TABLE 3A.3) U) Lu ROOF PANEL Q (SEE SECTION 7) BEAMS MAY BE ANGLED FOR HEADER 6" MAXIMUM PANS OR zz COMPOSITE PANELS 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. PER SECTION 7 H EDGE BEAM TABLES: 3A.1.1, 2 EXTRUDED OR SUPER LEG INTO POST AND INTO LI ® # GUTTERI 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 FASCIA (WITH SOLID ROOF) SCALE: 2"= 1'-0" POST TO BEAM SIZE AND POST SELECT PER TABLE 3A.3 # OF BOLTS USE 2 x 3 MINIMUM (SEE TABLE 3A.3) U) Lu ROOF PANEL Q (SEE SECTION 7) BEAMS MAY BE ANGLED FOR MINI. #8 S.M.S. x 3/4" LONG GABLED FRAMES ANCHOR PER DETAIL FOR PAN zz OR COMPOSITE PANEL 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE BEAM AND POST SIZES 3A.3) SEE TABLES 3A3) TO BEAM DEPTH IN INCHES Z 1"x 2" MAY BE ATTACHED FOR PRIMARY FRAMING BEAM SCREEN USING (1) POST NOTCHED TO SUIT U) 10 x 1-1/2" @ 6" FROM TOP 3A.1.3 z AND BOTTOM AND 24" O.C. SIDE NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" = V-0" 1-3/4"x 1-3/4"x 0.063" RECEIVING CHANNEL THRU BOLTED TO POST W/ THRU BOLTS FOR SIDE BEAM SEE TABLE 3A3 FOR NUMBER OF BOLTS) BEAM AND POST SIZES SEE TABLE 3A.3) ANCHOR.PER DETAIL FOR PAN OR COMPOSITE PANEL, FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 3A.3) 1"x 2" MAY BE ATTACHED FOR SCREEN USING (1) 10 x 1-1/2" @ 6" FROM TOP POST NOTCHED TO SUIT V AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2"= 1'-0" 2"x _ " S.M.B. NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION ALTERNATE 4TH WALL BEAM CONNECTION DETAIL SCALE: N.T.S. 2" x 9" x 0.072" x 0224" BEAM SHOWN i 1-3/4" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) WHEN FASTENING 2"x 2" THROUGH GUSSET PLATE USE #10 x 2"(3) EACH MIN. qy Kx k" >< ` x® ` k k k \ k kk kk kk \ xkkkkk kk®k" \ k kk kk ><_\_ ® \ kkkkkk kk>< \ kk kk ekkk®ke e e 1 ALL GUSSET PLATES SHALL I ® r1 BE A MINIMUM OF 5052 H-32 \ y ALLOY OR HAVE A MINIMUM ® f yds YIELD STRENGTH OF 23 ksi v db = DEPTH OF BEAM `\ e e 1 ds DIAMETER OF SCREW - \ ti 2ds 2/d, `\ STRAP TABLE 2"x 6" X 0.050"x 0.120' ` BEAM SCREWS STRAP UPRIGHT SHOWN ` SIZE #/SIZE LENGTH 2" X7' 2"x8" 4 #14 3-1/4' 2'x9' 4 #14 3-1/4' x 10' 6 14 NOTES: ' ALL SCREWS 3/4' LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2"x 7" 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"= V-0" NOTES: 2x2 x 2-1/4" ANCHORS OR ADD (1) z ANCHOR PER SIDE FOR EACH 2 INCH OF BEAM DEPTH Q LARGER THAN 3" ULL BEAM TO WALL CONNECTION DETAIL - w SCALE: 2" = 1'-0" O 0za z DOOR O aU MINI. #8 S.M.S. x 3/4" LONG EXTRUSIONS W/ INTERNAL zz 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. SCREW BOSSES MAY BE 3. Each hinge to be attached to door with minimum three (3) #12x3/4" S.M.S.. W0 CONNECTED W/ (2) #10 x 1-1/2" TO BEAM DEPTH IN INCHES Z INTERNALLY PRIMARY FRAMING BEAM 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. U) SEE TABLES 3A.1.1, 2) 3A.1.3 z SHEET U -BOLT HEADER w 2 2 EXTRUSION 1-1/2" x 1-112" x 0.080" ANGLE e F m vD EACH SIDE OF CONNECTING w BEAM WITH SCREWS AS BEAM TO BEAM CONNECTION DETAIL o W SHOWN 0 - SCALE: 2"= V-0" LL LL MAX. ALTERNATE 4TH WALL BEAM CONNECTION DETAIL SCALE: N.T.S. 2" x 9" x 0.072" x 0224" BEAM SHOWN i 1-3/4" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) WHEN FASTENING 2"x 2" THROUGH GUSSET PLATE USE #10 x 2"(3) EACH MIN. qy Kx k" >< ` x® ` k k k \ k kk kk kk \ xkkkkk kk®k" \ k kk kk ><_\_ ® \ kkkkkk kk>< \ kk kk ekkk®ke e e 1 ALL GUSSET PLATES SHALL I ® r1 BE A MINIMUM OF 5052 H-32 \ y ALLOY OR HAVE A MINIMUM ® f yds YIELD STRENGTH OF 23 ksi v db = DEPTH OF BEAM `\ e e 1 ds DIAMETER OF SCREW - \ ti 2ds 2/d, `\ STRAP TABLE 2"x 6" X 0.050"x 0.120' ` BEAM SCREWS STRAP UPRIGHT SHOWN ` SIZE #/SIZE LENGTH 2" X7' 2"x8" 4 #14 3-1/4' 2'x9' 4 #14 3-1/4' x 10' 6 14 NOTES: ' ALL SCREWS 3/4' LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2"x 7" 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"= V-0" NOTES: 2x2 x 2-1/4" ANCHORS OR ADD (1) z ANCHOR PER SIDE FOR EACH 2 INCH OF BEAM DEPTH Q LARGER THAN 3" ULL BEAM TO WALL CONNECTION DETAIL - w SCALE: 2" = 1'-0" O 0za z DOOR O aU MINI. #8 S.M.S. x 3/4" LONG zz 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. NUMBER REQUIRED EQUAL 3. Each hinge to be attached to door with minimum three (3) #12x3/4" S.M.S.. W0 TO BEAM DEPTH IN INCHES Z INTERIOR BEAM TABLES: O 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. U) SEAL 3A.1.3 z SHEET U -BOLT HEADER L9 U y 2 2 EXTRUSION OUGH POST AND ANCHOR vD 2) #10 x 3/4" S.M.S. @ 6• BEAM TO BEAM CONNECTION DETAIL 0 iM EACH END AND @ 24" SCALE: 2"= V-0" LL LL MAX. oW BEAM TO WALL CONNECTION: a 2) 2" x 2" x 0.060" IE BRACE EXTERNALLY MOUNTED' ZEQUIRED ANGLE OR RECEIVING ANGLES ATTACHED TO WOOD CHANNEL EXTRUSIONS WITH FRAME WALL W/ MIN. (2) x z Lu INTERNAL SCREW BOSSES 2" LAG SCREWS PER SIDEE OOR ww MAY BE CONNECTED WITH TO CONCRETE W/ (2) 1l4" x 02) #10 x 1-1/2" INTERNALLY 2-1/4" ANCHORS OR MASONRY 01 WALL ADD (1) ANCHOR PER - Q Lu e SIDE FOR EACH INCH OF BEAM POST MINIMUM #8 S.M.S. x 3/4" CO ® DEPTH LARGER THAN 3' oOLONGNUMBERREQUIREDa EQUAL TO BEAM DEPTHEnoWeALTERNATECONNECTION: Q IN INCHES a e 1) 1-3/4"x 1-3/4"x 1-3/4"x 1/8" LU INTERNAL U -CHANNEL 2 ATTACHED TO WOOD FRAME W WALL W/ MIN. (3) 3/8"x 2" LAG a INTERIOR BEAM TABLES:SCREWS OR TO CONCRETE w 3A.1.3 OR MASONRY WALL W/ (3) 1/4" u" ALTERNATE 4TH WALL BEAM CONNECTION DETAIL SCALE: N.T.S. 2" x 9" x 0.072" x 0224" BEAM SHOWN i 1-3/4" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) WHEN FASTENING 2"x 2" THROUGH GUSSET PLATE USE #10 x 2"(3) EACH MIN. qy Kx k" >< ` x® ` k k k \ k kk kk kk \ xkkkkk kk®k" \ k kk kk ><_\_ ® \ kkkkkk kk>< \ kk kk ekkk®ke e e 1 ALL GUSSET PLATES SHALL I ® r1 BE A MINIMUM OF 5052 H-32 \ y ALLOY OR HAVE A MINIMUM ® f yds YIELD STRENGTH OF 23 ksi v db = DEPTH OF BEAM `\ e e 1 ds DIAMETER OF SCREW - \ ti 2ds 2/d, `\ STRAP TABLE 2"x 6" X 0.050"x 0.120' ` BEAM SCREWS STRAP UPRIGHT SHOWN ` SIZE #/SIZE LENGTH 2" X7' 2"x8" 4 #14 3-1/4' 2'x9' 4 #14 3-1/4' x 10' 6 14 NOTES: ' ALL SCREWS 3/4' LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2"x 7" 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"= V-0" NOTES: 2x2 x 2-1/4" ANCHORS OR ADD (1) z ANCHOR PER SIDE FOR EACH 2 INCH OF BEAM DEPTH Q LARGER THAN 3" ULL BEAM TO WALL CONNECTION DETAIL - w SCALE: 2" = 1'-0" O 0za z DOOR O aU Z zz 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. of /n J 3. Each hinge to be attached to door with minimum three (3) #12x3/4" S.M.S.. W0 z Z HINGE LOCATION O 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. U) SEAL z SHEET6. If door location is adjacent to upright a 1" x 2" x 0.044" may be fastened to upright with #12 x 1" o L9 U y 2 2 EXTRUSIONDNx vD HINGE LOCATION w z 0O O LL LL oW a HINGELOCATION: m0 FO UW z Lu wwW1, a J Q D Q EOZ NJ W N> W W 06 0 r (••) M t Z r O Q W Z C/) W W Z cl U) J a C0 n N c LL 2 u E W Cs m oU W O LL n J IDID Cr O n m N S o r in N C L W o J CO U > 0 m C U LL c O J / 1. Door to be attached to structure with minimum two (2) hinges. Z Lu a 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. of /n J 3. Each hinge to be attached to door with minimum three (3) #12x3/4" S.M.S.. LL ' 0co Z 4. Bottom hinge to be mounted between 10 inches and 20 inches from ground. c 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. m U3 _5 SEAL wa SHEET6. If door location is adjacent to upright a 1" x 2" x 0.044" may be fastened to upright with #12 x 1" o S.M.S. at 12" on center and within 3" from end of upright. U yJWaxWI- U 0J_ 0W TYPICAL SCREEN DOOR CONNECTION DETAIL ¢ LL SCALE: N.T.S. W 12 08-12-2010 OF 0- D (9z C) KW z zzw z m 0 I 32" CUNCRETE CAP BLOCK OR ANCHOR ALUMINUM FRAME 10'-0" BLOCK (OPTIONAL) TO WALL OR SLAB WITH 1) #40 BAR CONTINUOUS 8'-0" 48" 114" x 2-1/4" MASONRY 3 6'-0" 1) #40 BAR CONTINUOUS ANCHOR WITHIN 6" OF POST k_ 4'-0" BAR AT CORNERS AND AND 24" O.C. MAXIMUM 3 10'-0" O.C. FILL CELLS AND10'-0" 72" 2 { KNOCK OUT BLOCK TOP RIBBON OR MONOLITHIC COURSE WITH 2,500 PSI PEA FOOTING (IF MONOLITHIC k_ ROCK CONC. DECK SLAB IS USED SEE NOTES OF m APPROPRIATE DETAILS) 6x6- 10 x 10 WELDED WIRE ro c 12- c MESH (SEE NOTES - 8" x 8" x 16" BLOCK WALL 12 CONCERNING FIBER MESH) MAX. 32") 0F Q 2) #40 BARS MIN. 2-1/2" OFF GROUND KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 114" = V-0" ALUMINUM ATTACHMENT I 32" 12" 2 10'-0" 40" 12"2 1) #40 BAR CONTINUOUS 8'-0" 48" 18" 3 6'-0" 56" 18" 3 4'-0" 60" 24" 3 2'-8" 72" 30" 4 V -4 - L v CONCRETE 8" x 12" CONCRETE FOOTING WITH (N) #5 BAR CONT. V,1. 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 stab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh a Mesh, InForceTM e3— (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil 90% density. 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: 114" = V-0" NEW SLAB EXISTING SLAB 30 RE -BAR DRILLED AND EPDXY SET A MIN. 4" INTO MIN. (1) #30 BAR EXISTING SLAB AND A MIN. 4" CONTINUOUS 8" INTO NEW SLAB 6" FROM EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SCALE: 3/4" = V-0" CONCRETE FILLED BLOCK SCREWS DETAILS FOR FRONT WALL STEM WALL 8"x 8"x 16" C.M.U. UPRIGHTS BRICKS 1) #40 BAR CONTINUOUS 1" x 2" CHANNEL W/ 1/4" x 1-1/2' FENDER SCREENED ENCLOSURE FOR rn ^ 1) #50 VERT. BAR AT W x CORNERSAND W W/ 1 2 00 PSI PEA ROCKLLS L v CONCRETE 8" x 12" CONCRETE FOOTING WITH (N) #5 BAR CONT. V,1. 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 stab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh a Mesh, InForceTM e3— (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil 90% density. 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: 114" = V-0" NEW SLAB EXISTING SLAB 30 RE -BAR DRILLED AND EPDXY SET A MIN. 4" INTO MIN. (1) #30 BAR EXISTING SLAB AND A MIN. 4" CONTINUOUS 8" INTO NEW SLAB 6" FROM EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SCALE: 3/4" = V-0" 1-1/2' (MIN.) LX_1 LAP PERIMETER DOUBLE STRINGER 2x6OR2x8 @ 16' O.C. ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P., Plywood 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 USE -2" x 4" OR LARGER, SCREWS DETAILS FOR FRONT WALL SEE FASTENER TABLE) UPRIGHTS BRICKS 1/4" S.S. x "LAG SCREWS 1" x 2" CHANNEL W/ 1/4" x 1-1/2' FENDER SCREENED ENCLOSURE FOR WASHER (SEE TABLE @ 6' 3/4" PLYWOOD DECK FROM EACH SIDE OF POST L STRUCTURAL KNEE WALL d I g AND 24" O:C. PERIMETER 1-1/2' (MIN.) LX_1 LAP PERIMETER DOUBLE STRINGER 2x6OR2x8 @ 16' O.C. ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P., Plywood 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 BLOCK KNEE WALL MAY BE THROUGH 1"x 2" AND ROW ADDED TO FOOTING (PER SPECIFICATIONS PROVIDED 2500 P.S.I. CONCRETE LOCK INTO FIRST COURSE OF 6 x 6 - 10 x 10 WELDED WIRE BRICKS MESH (SEE NOTESALTERNATECONNECTIONOF SCREENED ENCLOSURE FOR CONNECTION DETAIL BRICK OR OTHER NON- 2) #50 BARS CONT. W/ 3" STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO 3-1/2" FOOTING W/ (2) #10 x 3/4" yS.M.S. STRAP TO POST AND 16' M TOTAL 1)1/4"x1-3/4"TAPCONTO SLAB OR FOOTING 0Z ALUMINUM FRAME SCREEN WALL ROW LOCK BRICK KNEEWALL TYPE S MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) A, (1) #5 0 BARS Wl3" COVER TYPICAL) BRICK KNEE WALL AND FOUNDATION. FOR SCREEN WALLS SCALE: 1/2"= 1'-0" (2) #5 BAR CONT. 2) #5 BAR CONT. 2' MIN. 1' PER FT. MAX. FOR( 1) #5 BAR CONT. 2'-0" MIN. — — BEFORE SLOPE ALL SLABS) j. \ i 8" 12" TYPE I TYPE II TYPE III FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING 0-2" / 12" 2' 112"- V-10" > V-10" Notes: 1. The foundations shown are based on a minimum soil bearingpressure of 1 500 sf. Bearing capacity of soilPP9PtY 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 Drior to placement of concrete. 3. No footing other than 3-112" (4" nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type 11 footing is required. All slabs shall be 3-1/2" (4" nominal).thick. 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceTM e3- (Formerly Fibermesh MD) per manufacturer's specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5. If local building codes require a minimum footing use Type II footing or footing section required by local code. Local code governs. See additional detail for structures located in Orange County, FL) 6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0" projection require a type 11 footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0" shall have site specific engineering. .. SLAB -FOOTING DETAILS SCALE: 3/4"= V-0" REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY BLOCK KNEE WALL MAY BE ADDED TO FOOTING (PER 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 W 2) #50 BARS CONT. W/ 3" SEE DETAIL) COVER LAP 25" MIN. O; It U 3-1/2" 5d MIN. y 6 — -` MIN. 16' M TOTAL 1IN. IF Lu \\ \\\\\\\`"\N\\ 6 MILMISQUEEN VAPOR BARRIER IF AREA TO BE ENCLOSED O 16" MIN. TERMITE TREATMENT OVER UNDISTURBED OR W COMPACTED SOIL OF UNIFORM 95% RELATIVE DENSITY 1500 PSF BEARING TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING SCALE: 1/2" = V-0" zz 0 z0 U) EXISTING WOOD BEAM OIb HEADER v H 1/4" x 2" LAG BOLT (2) PE z POST W OOLL TYP. UPRIGHT (DETERMINE 0 w HEIGHT PER SECTION 3 1" x 2" TOP AND BOTTOM S TABLES) PLATE SCREW T -O" O.C. W a m0F t9 W zLLW W Z y QWzJ,. W ar 10 x 1-112" SCREWS (3) MIN. a `l: 0 U) PER UPRIGHT TOP .& BOTTOM U., 4! i C 2) 114" MASONRY ANCHORS PER SECTION 9) INTO CONCRETE EXISTING 1`60TW!NG ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL UNDER WOOD FRAME PORCH SCALE: 2" = 1'-0" - - U) 2 O O IY- J_ z a W 06 U Q J Z U >-O UC-) Q W Z U) W W Z_ N otes: —J 1. All connections to slabs or footings shown in this section may be used with the above footing. >: Q 2. Knee wall details may also be used with this footing. J 3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. 2 4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForceTM e3- (Formerly Fibermesh MD) per maufacturer's Z specification may be used in lieu of wire mesh. Cn MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA W SCALE: 1/2" = 1'-0" W N W Jl7 w 8" LL EXISTING FOOTING NEW SLAB W/ FOOTING 0 2O Q w 2) #5 BARS "DOWELED INTO\j\/\//\/\ zEXISTINGFOOTINGW/EPDXY\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ 8" EMBEDMENT, 25" MIN. IAP z J O Q C0 19 C0 n N D J W M W uJuJEW ( m - . WN LL m O a Cc O r N n C U 2 m Llj m x c o . m U > O C U CL 'o0 a we w SEAL 0 W rrSHEETO; It U z rnJW W zW 0Z 6WNn zzLU 12 m 2010 0F Q UNIFORM LOAD I "I A B SINGLE SPAN CANTILEVER UNIFORM LOAD A B 1 OR SINGLE SPAN UNIFORM LOAD UNIFORM LOAD l l L L l A B C A B C D 2 SPAN 3 SPAN UNIFORM LOAD t a a c A B C D E 4 SPAN NOTES: 1) 1 = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. A(XI -L) SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. 3- L) D(2—L) — C(1 V/ -L) ALLOWABLE BEAM SPLICE LOCATIONS SCALE: N.T.S. SINGLE SPAN BEAM SPLICE J d = HEIGHT OF BEAM @ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE ALL SPLICES SHALL BE S acin of Screws, " MINIMUM d -.50" STAGGERED ON EACH d-.50" d-.50" 1" MAX. SIDE OF SELF MATING BEAM Center to U) PLATE TO BE SAME Center Center THICKNESS AS BEAM WEB 75" U Q w d-.50" d 2-112ds in. 75" in. 8 PLATE CAN BE INSIDE OR 318 7116 2"x 7" x 0.055'x0_120— 1116 = 0.063 OUTSIDE BEAM OR LAP CUT 0.19 2- x 8". x 0.072"x 0.224' DENOTES SCREW PATTERN 1" MAX. NOT NUMBER OF SCREWS 7116 9/16 2x 9- x 0.072" x 0.224" 1/8 = 0.125 HEIGHT 2 x (d -.50") LENGTH refers to each side of splice use for 2' x 4" and 2" x 6' also Note: 1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi TYPICAL BEAM SPLICE DETAIL SCALE: 1" = V-0" z TRUFAST SIP HD FASTENER ~ T'+1-1/2" LENGTH (t+1") @ o a 8" O.C.t+1-1/4" O SELF -MATING = o i BEAM m SIZE VARIES) 00 F o w % z Q D SUPER OR EXTRUDEiTHRTABLEGUTTER It U -BOLT # AND SIZE PER 3A.3 2" x 2" ANGLE EACH SIDE J 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, J Minimum Distance and Q D S acin of Screws, " Gusset Plate Screw ds Edge to Center to U) fn J J Size in.) Center Center Beam Size Thickness U Q w Z gds in. 2-112ds in. O in. 8 0.16 318 7116 2"x 7" x 0.055'x0_120— 1116 = 0.063 10 0.19 3/8 112 2- x 8". x 0.072"x 0.224' is = 0.125 12 0.21 7116 9/16 2x 9- x 0.072" x 0.224" 1/8 = 0.125 14 or 114" 0.25 1/2 518 2'x 9- x 0.082' x 0.306" 1/8 = 0.125 5116' 0.31 5/8 314 Yx10x0.092'x0.369' 114=0.25 refers to each side of splice use for 2' x 4" and 2" x 6' also Note: 1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi TYPICAL BEAM SPLICE DETAIL SCALE: 1" = V-0" z TRUFAST SIP HD FASTENER ~ T'+1-1/2" LENGTH (t+1") @ o a 8" O.C.t+1-1/4" O SELF -MATING = o i BEAM m SIZE VARIES) 00 F o w % z Q D SUPER OR EXTRUDEiTHRTABLEGUTTER It U -BOLT # AND SIZE PER 3A.3 2" x 2" ANGLE EACH SIDE J 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 i TO SUPER OR EXTRUDED GUTTER Q Z J O_ Q QU LL Z n O Z r 0) ? N D) Z J wCi M Z O Z m # W O m m o F d W 2 LL aJ0 W m Q r v 3m3 W 0:3 o r 3 K m C i-(? O 0 E U u n o w m m a Q 0 c N c L Q W x 7 a o Wco 0 J m 00 0 > O m d C U a o jz w n m wm Ww y O w W a w 0to ` ow LLLLij ' 0" C~ n : SHEET o 7W uZ— i a LL 08-12-2010 OF ui 0 d0 W o ZZ N WCo N W W aci Uz m WC. 3: g m w00 ZO 0 rn U rn Lu c W a o_ Z m W o LL W o H o FN O 3 L Z lYO O2 Z 0wU 0O0_ R.W O 00Z 20 m wwZ 0 W r_ z 12 0 J Q D BEAM SIZE PER TABLE 1.10 }O Z Y) 22 O Q Z O o fz U) fn J J W f WU) LLJJ U Q w Z o U O O FU QW N Z CO LL W W W Z tY ALTERNATE SELF -MATING BEAM CONNECTION i TO SUPER OR EXTRUDED GUTTER Q Z J O_ Q QU LL Z n O Z r 0) ? N D) Z J wCi M Z O Z m # W O m m o F d W 2 LL aJ0 W m Q r v 3m3 W 0:3 o r 3 K m C i-(? O 0 E U u n o w m m a Q 0 c N c L Q W x 7 a o Wco 0 J m 00 0 > O m d C U a o jz w n m wm Wwy O w W a w 0to ` ow LLLLij ' 0" C~ n : SHEET o 7W uZ— i a LL 08-12-2010 OF ui 0 d0 W o ZZ N WCo N W W aci Uz m WC. 3: g m w00 ZO 0 rn U rn Lu c W a o_ Z m W o LL W o H o FN O 3 L Z lYO O2 Z 0wU 0O0_ R.W O 00Z 20 m wwZ 0 W r_ z 12 0 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 #NSF for Max. Cantilever) Alumin„m All- 6061 T-6 ' 2" x 2'x 0.043" 3'-0" 4'-0" Tributary Load Wid 5'-0" 6'-0" -0" T 8'-0" - th ' 10'-0" 1 12'-0" 1 Allowable Span'L' I bending'b' or deflection'd' 3" x 2" x 0.045" 16'-0" 1 18' -0 - 2" x 4" x 0.050" Hollow 13'-7' d 11'-10' d Load Width (ft.) Max. Span 'L' 1 & 2 Span 1(bending'b' or deflection'd') 3 Span 4 Span Cani lever Load- Max. Span'L' I (bending W or deFlection'd') Width (ft.) Span 4 Span Cantax. lever 5 5'4" d 6'-7' d 6'-9' d 0'-11' d 5 15'-1" d 6' d T -T tl 1'-1" d 6 5'-0' d 6'-2' d 6'-4"-d 0'-11' d 6 2" x 4" x 0.045" x 0.088" 15'-7" d 0" d T-2' d 1'-0' d 7 4'-9' d 5'-11" d 6'-0' d 0'-10' d 7 14'-11" 8' dMd6'-2- 6'-10- d 0'-11' d a 4'-7- d 5'-8' d 5'-9- d 0'-10' d 6 9'-5" b 5' d 6'-6' d 0'-11" d 9 4'-5' d 5'-5' d 5'-6' d 0'-10' d 9 9'-9" b 2- d 6'-3' d 0'-11' dto 1T-6" d 4'-3' d 5'-3' d 5'4" d 0'-9' d 10 .- 26'-7' d 11' d 6'-1' d 0'-11" d11 20'-1" d 19'-2" d 4'-1' d 5'4' d 5'-2' d 0'-9" 11 4-8 d 5'-9' d 5'-10" d U-10" d 12 T-11' d 4'-11" it 5'-0' d 0'-9' d 12 4'-6" tl 5'-T d 5'-0" d 0'-10' d 3" x 2" x 0.070" 18'-5' d 1T-8' d 16'-11" d 2" x 10" x 0.090" x 0.374" SM 41'-1' d 35'-11' d 2" x 3" x 0.045" 30'4' d 28'-6" d 2T-1' tl 25'-11' d Load Width (ft.) Max. Span 'L' I (bending'b' or deflection'd-) 1 & 2 Span 3 Span 6 Span Max. Cantilever Load Max. Span 'L' I (bending'b' or deflection'd') Width (R.) 1 & 2 Span 3 Span 4 Span Max., Cantilever 5 6'-11" d 8'-6' d 8'$' d 1'-3' d 5 T-8' d 9'-5' d 9'-8' d 1'-5" d 6 6'-6' d T-11' d 8'-2" d 1'-2- d 6 7'-2' d 8'-11" d 9--1' d 1'4' d 7 6;-2- d 7'-7' d T-9' d T-1" d 7 6'-10" d 8'-5" d 8'-7" d 1'-3" d 8 5--11- d T-3- d- T-5" d 1'-1' d 8 6'-6" d 8--1' d 8'-3' d 1'-2' d 9 5'-8" d 6'-11" d T-2" d 1'-0- d 9 6'-3" d T-9" d T-11" d 1'-2" d 10 5'-6" d 6'-9' , d 6'-11' d 0'-11' d 10 6'-1" d T-6" d 7'-8' d 1'-1- d 11 5'-3' d 6'-6' d- 6'$" d 0'-11' d 11 5-11" d T-3- d T-5- d 1'-1' d 12 5'-2' d 6'4" d 6'-6" d 0'-11" d 7 - 12 5'-9" d T-1" d 7'-1' b 1'-0- d 2" x 4" x 0.050" 2" x 5" x 0.060" Load Width (ft.) Max.Span'L' I(bending 'b' or deflection' d') 1 & 2 Span 3 Span 4 Span Cantilever Load Max. Spa n'L' I(bending 'b"or deflection' d') Width (ft) 1 & 2 Span 3 Span 4 Span CaMax. lever 5 10'-0' d 12'4' d 12'-7' d 1'-10" d 5 12'-9" d 15-9- d 16'-1' d 74" d 6 9'-5' d 11'$' d 11'-11" d l'-9- d 6 12'-0" d 14'-10" d 15'-2" d 2'-2" d 7 8'-11' d 11'-1' d 11'-3' d 1'-8' d 7 11'-5" d 14'-1' d 14'4" it 2'-1" d 8 8'-7" d 10'-7- d 10'-9" it 1'-7' d 8 10'-11" d 13'-6- d 13'-9" d-1'-11' d 9' 8'-3" d 10'-2: d 10'-5- d 1'-6" d 9 10'-6' d 12'-11" d 13'-3" d 1'-11' d 10 T-11" d 9--10' d 9--11- b 1'-5' d 10 10'-2' d 12'-6" d 12'-9" d l'-10" d 11 T-8" d 9'-6' 1 9'-5' b 1'-5' d 11 9'-10' tl 12'-1" d 12'-4" d 1'-9' d 12 T-6" d 9'-3' tl 9'-0' b 1'4" d 12 9'-6' d 11'-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 Hollow and Single Self -Mating Beams 2'-0" 3'-0" 4'-0" Tributary Load Wid 5'-0" 6'-0" -0" T 8'-0" - th ' 10'-0" 1 12'-0" 1 Allowable Span'L' I bending'b' or deflection'd' 14'-0" 1 16'-0" 1 18' -0 - 2" x 4" x 0.050" Hollow 13'-7' d 11'-10' d 10'-9" dk2'-5' 15'4' d 9'-5' d 8'-11- d 8'-7' d 7'-11' d 7'E" d T-1' d 6'-10' d 6'-6" d 2" x 5" x 0.060" Hollow 17'-4" d 15'-1" d 13'-9" d 2" x 6" x 0.050" x 0.120" 12'-0" d 11'-5" d 10'-11" d 10'-1" d 9'-6" d 9'-1' d 8'-8" d 8'4" d 2" x 4" x 0.045" x 0.088" 15'-7" d 13'-7' d 12'-0" dd 28'4' 10'-9' d 10'-3" d 9'-10" d 9'-1" d 8'-7' d 8'-2' d T-9" d T4" b 2" x 5" x 0.050" x 0.116" SMB 19'-0" d 16'-7' d 15'-1" dd 34'-10' d 13'-2' d 12'-6" d 11'-11' d 11'-1" d 10'-6" d 9'-11' d 9'-5" b 8'-10" b 2" x 6" x 0.050" x 0.120" SMB 22'-2". d 19'-5" d 17'-7' dd 3 #8 15'-5" d 14'-7" d. 13'-11' d 17-11* d A T-11' b 11'-0' b 10'4' b 9'-9" b 2" x 7" x 0.055" x 0.120" SMB 25'-2' d 22'-0" d Ig'-11'dd 3) #10 1T-6" d 16'-7- d 15'-10' b 14'-2" b 12'-11' b 11'-11' b 11'-2" b 10'-7' b 2" x 8" x 0.070" x 0.224" SMB . 30'-6" d 26'-7' d 24'-2' dd 10 21'-1' d 20'-1" d 19'-2" d 1T -10"d 16'-9" d 15'-11"d 15'-3" d 14'-8" d 2" x 9"x 0.071'" z 0.204"SM32'-10'd26 d 26'-1' dd 3"x 3'x0.125" 22'-9" d 21'-T d 20'-8' d 19'-2' d 1B'-1' d 1T-2" d 16'-5' d 15'-6" b 2" x 9" x 0.082" x 0.326" SMB 35'-3" d 30'-10" d 27'-11' d 25'-11"d 24'-5' d. 23'-3' d 22'-3' d 20'-7' d 19'-5' d 18'-5' d 1T-8' d 16'-11" d 2" x 10" x 0.090" x 0.374" SM 41'-1' d 35'-11' d 32'-8" d 30'4' d 28'-6" d 2T-1' tl 25'-11' d 24'-1" d 22'-8' -d 21'-6" d 20'-7" d 19'-9' d Note: 1. It is recommended that the engineer beconsulted on any miscellaneous framing beam that spans more than 40' . 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia.or wall connec0on. 4. Above spans do not include length of knee brace. Add horizontal dislanoe from upright to center of brace to beam connection to the above spans for total beam spans. - 5. Spans may be interpolated. Table 3A.1.4A-110 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. d z Table 3A.2 E 6061 110 Allowable Upright Heights, Chair Rail Spans or Header Spans vi a Under Solid Roofs 0 e, Proprietary Products: Eagle Metal Distributors, Inc. O..i 4 Aluminum Alloy 6061 T-6 m o = 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 For 3 second wind gust at 110 MPH veloclry; using design load or n.0 srbr Aluminum Alloy 6061 T-6 Self Mating Sections 5'-0" 6'-0" Tributary Load Width'yll' = Purlin Spacing T-0" - 8'-0" Allowable Span'L' I bending 'b'_or deflection'd' 11'-0" T 12'-0" 2" x 4" x 0.045" x 0.088" 15'4' d 14'-3" b 13!-2" b 1 12'4' b - 11' 7- b 11'-0' b 101-6' b 10'-1" b 2" x 5" x 0.050"'x 0.116" 18'-9- d 1T-2- b 15'-11- b 14'-10" b 14'-0" b 174" , b 12'-8' b 12'-2- b 2" x 6" x 0.050" x 0.120" 20'-7' b 18'-10' b .1T-5' b 16'-3" b 15'4' b 14'-7' b 13'-11' It 13'4' b 2" x 7" x 0.055" x 0.120" 22'-5" b 20'-5" b 18'-11" b 17'-9" b 16'-8" b 15'-10" b 15'-1" b 14'-6' b 2" x 8" x 0.070" x 0.224" 30'-1' d 28'4' d. 26-11' d 25-3' b 23'-10' b 22'-7' b 21'-7" b 20'-8" b, 2" x 9" x 0.070" x 0.204" 32'-5" d 30'-1" b 2T-10" b 26'-0" b 24'-7' b 23'-3- b 27-2" b 21'-3' b 2" x 9" x 0.082" x 0.326" 34'-10' d 32'-9" d 31'-2" d 29'-9' d - 28'-8" d 27'$' d 26'-9' d 26'-0" d 2" x 10' x 0.090" x 0.374" 40'-T d 36'-3' d 36'4' d 34'-9" d 33'-5' d 32'-3- d 31'-3" d 1 30'4' d Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. d z Table 3A.2 E 6061 110 Allowable Upright Heights, Chair Rail Spans or Header Spans vi a Under Solid Roofs 0 e, Proprietary Products: Eagle Metal Distributors, Inc. O..i 4 Aluminum Alloy 6061 T-6 m o = 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 inimum post / beam may be used as minimum knee brace 4 c J Cq UQ v: It , J Q - fA c D Z ° `t Z (n Q r o t - O N Z W i Ur Q' m m t c t O W W T_ hru-Bolts 114"b31;.0 Q Knee Brace Min: Length Max. Length Beam Size - MinimumL=D++/," Post Size Minimum Min. # Knee Min. Stitching Knee Brace' Brace Screws Screw Spacing Hollow Beams Fai J LL v 2' x 2"x 0.043' j U col J 2" x 4" x 0.050" Hollow 3'x3"x0.090' 2 I Z Q 2"x 3'x 0.045'- 3 #8 W c'> 11 W Z 2" x 5" x 0.060" Hollow 3' x 3" x 0.090' 2 Z N 2" x 3" x 0.045' 3) #8 LL D W J C Self -Matin Beams W Q Z m# EAGLE 6061 I.D. DIE FOR PERMIT PURPOSES K Z EWmra5 2" x 4" x 0.048" x 0.109" SMB' 3" x 3' x 0.090' 2 2" x 3' x 0.045' 3 #8 8 @ 12. O.C. 2" x 5" x 0.050" x 0.131" SMB 3" x 3" x 0.090' 2 2" x 3" x 0.045' 3 #8 98 @ 12" O.C. 2" x 6" x 0.050" x 0.135" SMB 3' x 3' x 0.090" 2 2" x 3" x 0.045' 3) #10 10 @ 12' O.C. . 2"x7"x0.055"x0.135"SMB . 3'x 3'x 0.090" 2 2 20x3"x 0.045' .. 3)#10 10 @ IT O.C. 2" x B" x 0.070" x 0.239" SMB. 3" x 3' x 0.125" 3 - 2 2" x 4" x 0.048'.x 0.109' 3 #12 12 @ 12. O.C. 2"x9"x0.072"x0.219"SMS 3"x 3'x0.125" 3 3 2'x 5' x 0.050' x 0.131' 3 #14 14 @ 12-O.C. 2" x 9" x 0.082" x 0.321" SMB 4"x4"x0.125" 4 3 2' x 6" x 0.050' x 0.135' 4 #14 14 @ 12.O.C. 2"x10"x0.090"x0.389"SMB 4"x 4'x0.125' 5 4 2' x 7' x 0.055' x 0.135" 6 #14 14 @ 12"O.C. Double Self -Matin Beams 2 2"x8"x0.070"x0.239"SMS 2'x 5' x 0.050' x 0.131' 6 4 2' x 4' x 0.048"x 0.109' 8 #12 12@12-O.C- 2 2"x9"x0.072"x0.219"SMB2' 2" x 6' x 0.05u' x 0.135' 6 4 2"x 5' x 0.050' x 0.131' 8 #14 14 12"D.C. 2 2"x9"x0.082"x0.321"SMB 2"x 7'x0.055"x0.135' 8 6 2' x 6" x 0.050' x 0.135' 8 #14 14 12"O.C. 2 2" x 10" x 0.090" x 0.389" SMB 1 2' x 8" x 0.07U' x 0.239- 1 10 8 2" x 7' x 0.055' x 0.135' 1 10) #14 14 @ 12. O.C. The minimum number of thru bolls is (2) inimum post / beam may be used as minimum knee brace 4 c J Cq UQ v: It , J Q - fA c D Z ° `t Z (n Q r o t - O N Z W i Ur Q' m m t c t O W W E L m Q Knee Brace Min: Length Max. Length 0 W 06 U o 0 Fai J LL v 2' x 2"x 0.043' j U col J W Q C) 1'4" 2'-0- tD w I Z Q v 1, O W c'> 11 W Z to v O Z O o Z N E to V CJ ly LL D W J C o r W Q Z m# t 0r 0 a Knee Brace Min: Length Max. Length 0 O 2" x 2' x 0.043' 1'4" 2'-0' Q m 2' x 2"x 0.043' 1'4' _ 7-0" Z Z 2" x 2" x 0.043' 1'4" 2'-0- O19 E 2"x 3' x 0.045' 1'-6' 2'-6" - Q rn 1- n 2- x 4' x 0.050' t'-6' 3'-0' 2 Z N CJ ly Y mJWWEAGLE6061ALLOYIDENTIFIERT.M INSTRUCTIONS Z o Z m# EAGLE 6061 I.D. DIE FOR PERMIT PURPOSES K Z EWmra5 MARK W O W p LL 7 Z To: Plans Examiners and Inspectors, - a Zo m rr O O These identification instructions are provided to contractors for permit purposes. The detail below illustrates u- a C- 0 ; 0 rourunique "raised" external identification mark (Eagle 6061-) and its location next to the spline groove, to cc m (Y a signify our 6061 alloy extrusions. It is ultimately the purchasers 1 contractors responsibility to ensure that the. y X L proper alloy is used in conjunction with the engineering selected for construction. We are providing this u1 0 n identification mark to simplify identification when using our 6061 Alloy products. F U j A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is UJ z W 0 n purchased. This should be displayed on site for review at final inspection. E D_ 3 @WWy The inspector should look for the identification mark as specified below to validate the use 6i6'061 w engineering. . z ".I W (L ti i Ou t 0r a O cOo 201 O.. Z rnW SEAL E zwsSHEET CJ ly 7 J W Z EAGLE 6061 I.D. DIE Z W MARK W Z 7 Z LL Wm 12 08-12-2010 OF 1 Table 3A.1.1-120 E Eagle Metals Distributors, 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 #ISF for Max- Cantilever) Aluminum Allow 6061 T-6 2" x 2" x 0.043" 3'-0" 4'-0- Tribute Load Width 5'-0" 6'-0" 7'-0" 8'-0" 10'-0" 12'-0 1 Allowable Span'L' I bending'b' or deflection'd' 3" x 2" x O.OdS" 18'-0" 2" x 4" x 0.050" Hollow 12'-10" d 11'-3' d 10'-2' d Load Width (ft.) Max. Span'L' I (bending'b' or deflection'd') Max. 1 8 2 Span 3 Span 4 Span Cantilever Load Max. Span'L' I (bending'b' or deflection'd') Width (fL) Max. 1& 2 Span 3 Span 4 Span Cantilever 5 5'-1' d 6'-3' d 6'-4- d 0--11' d- 5 5'-9' d T-1' d T-2' d 1'-1" d 6 4'-9'- d 6-10' d 5'-11' d U-11' d 6 5'-5' d 6'-8' d 6'-9" d 1'-0" d 7 4'-6- d 5-7- d 5-8- d 0'-10- d 7 5'-1' d 61" d 6'-5' d 0'-11' d 8 411" d 5'-4' d 5'-5" d U-10' d 8 4'-11" d 6'-0" d 6'-2' d 0'-)1' d 9 4'-2" d 6 2" d 5'-3' d U-10' d 9 4'-8' d 5-10' d 5'-11' d 0'-11' d 10 4'-0" d 4'-11" d F-1" d 0'-9' d 10 4'-6' d 5'-7- d 5'-9" d U-10" d 11 T-11' d F4'-1Ed 4'-11" d 0'-9' d 11 4'-5" d 5'-5" d 5'-6- d 0'-10' d 12 3'-9?'. d 1 4'$" d 4'-8' b 0'-9' d 12 4'-3- d 6-3- d 5'-5- d 0'-10- d 3" x 2" x 0.070" 14 @ 12- O.C. 4"x 4'x 0.125' 2" x 3' x 0.045" 3 2'x6'x0.050"x0.135' 4 #14 Load Width (ft.) Max. Span'U I (bending'b' or deflection'd') Max- 1 & 2 Span 3 Span 4 Span Cantilever Load .; Max. Span'L' I (bending'b' or deflection'd') Width (ft.) 1 & 2 Spa3 Span 4 Span Max. n Cantilever 5 6-6' d 8%0" d 8'-2' d l'-3' d 5 T-3' d 8'-11" d 9'-1' -d l'-5" d 6 6'-1" d T-7" d. 7'-9". d. l'-2" d 6 6-10" d 8'-5' d 87 d T1" d 7 5'-10" d 72' d T1' d 1'-1' d 7 6'-0' d 7'-11' d 8'-2' d l'-3' d 8 5'-7' d 6'-10" d T-0" d 1'-1' d 8 6'-2' d T-8- d 7:-9' d 1'-2- d 9 51" d 6'-7' d 6-9" d 1'-0" d 9 5'-11' d 7'1' d 7'-6' d 1'-2' d 10 5'-2" d 6'-5' d 6-6" d 0'-11' d 10 5--9" d T-1- d T-2- b. 1--1' d d 6'-2 d 6'4' d 0'-11' d 11 5'-7' d 6-10- 1" d 4-10 d 6-0 d 6-1 d 0-1 tl 12 5-5 d 6'-0 d T. b 1 0" d12 2" x 4" x 0.050" 2" x 5" x 0.060" Load Width (ft.) Max. Span'L' I (bending 'b' or deflection'd') 1 & 2 Span 3 Span 4 Span Cant ever Load Max. Span'L' I(bend ing'b' or-deflection'd') Width (ft.) 1 & 2 Span 3 SpanNSpan Cantilever 5 9'-6' d 11'-8' d 11'-11' d 1'-10' d 5 12'-1' d 14'-11" d 21" d 6 8'-11" d 11'-0' d 11'-3" d 1'-B' d 6 11'1" d 14'-0" d 2'-2" d 7 6-6" d 10'E" d 10'-8- d 1'-7' d 7 10'-9' d 13'1- d T -T d 8 8'-1" 'd 10'-0" d 10'-2- b 1'-7" d a 10'1- d 12'-9" dd 1'-11" d 9 T-9" d 9'-T d- 9'-7" b 1'-6' d 9- 9'-11" d 12'-3" dd l'-11" d 10 7'-6" d 9'-3" d - 9'-1" b 1'-5' d 10 9'-T d 11'-10' db 1'-10' d 11 7'-3" d 8'-11" b 8'-8' b 1'-5' d 11 9-3 d 11-6' d b 1'-9" d 12 7'-1' d 8'-T_ b 8'1' b 1'1' d 12 9'-0' d 11'-2' d 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 spans. 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 a l„mi..m alto" snag TF - Hollow and Single Self -Mating Beams 7-0" 3'-0" 4'-0- Tribute Load Width 5'-0" 6'-0" 7'-0" 8'-0" 10'-0" 12'-0 1 Allowable Span'L' I bending'b' or deflection'd' 14'-0"1 16'-0" 18'-0" 2" x 4" x 0.050" Hollow 12'-10" d 11'-3' d 10'-2' d 9'-6" d 8'-11" d 8'-6' - d 8'-1" d T-6' d 7'-1' d 6'-9" d 6'-5' d 6'-2" d 2" x 5" x 0.060" Hollow 16'-5" d 14'1` d 12'-11 ".d 12'-1' d 11'1- d 10'-9" d 10'1- d 9'-7" d 9'-0- d 8'-7- d 8'-2- d T-10" d 2" x 4" x 0.045" x 0.088" 14'-8' d 11%8' d 10'-10' d 10%2- d 9'-8" d_ 9'-3' d 8'-7' d 8'-1' d T-8" b T-2" b 6'-9' b 2" x 5" x 0.050" x 0.116" SMB 1T-11" d 12'-10"d 15'-8' d 14'-3' d . 13'-3' d 12'-6" d '11'-10' d 11'1"'d 10'-6' d 9'-11" d 9'-3" b 8'-8" b 8'-2" b 2" x 6- x 0.050" x 0.120" SMB I 20'-11" d 18'1' d 16'-8- d 15'-5' d 14'-7' d -13'-10' d 13'-3" d 11'-11' b 10'-11' b 10'-2' b 9'-6' b 8'-11" b 2" x 7" x 0:055" x 0.120" SMB 23'-10" d 20'-10" d 18'-11" d 17'-7" d 16-6' d 15'-7" b 14'-7"`b 13'-0" b 11'-11" b 11'-0' b 10'-4'_b 9'-9' b- 2" x B" x 0.070" x 0.224" SMB 28'-10' d 25'-2' d 22'-10' d 21'-3' d 19'-11" d 18'-11" d 18'-2' d 16%10' d 15'-10" d 15'-1' d 14'-5" d 13'-10" d 2" x 9" x 0.070" x 0:204" SMB 31'-1" d 2T-1" d 24'-8' d 22'-11' d 21'-6" d 20'-5' d 19'-7' d 18'-2' d 1T-1' d 16'-2' b 15'-2- b 14'-3' b 2" x 9" x 0-082" x 0.326" SMB 33'1' d 29'-2' d 26'-6' d 24'-T tl 23'-2' d 21'-11' d 21'-0" d 19'-6' d 1' d 17'-5" d 16'-8" d 16'-0' d 2" x 10" x 0.090" x 0-374" SM 38' -11 -di 33' -11 -dl 30'40- d 28'-8- d 26'-11"d 25'-7" d '24'-6- d 22'-9' d 21'-5' d 20'1- d 19'-5" d 18'-8" 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 wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3AAAA-120 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 #/SF Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.2 E 6061 120 - 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 maybe interpolated. . Table 3A.3 Schedule of Post to Beam Size v 7- C6C 0 i 4 O c Q 8j z 3 a i m z= r 3 W m aV II Q co a D Z o t Z Q ta0. W U)c Z 0 W N i Aluminum Alloy 6061 T-6 if Thru-Bolts to } W ZCLm lq Self Mating Sections 5'-0' 1 6'-0" Tributary Load Width '1M= Pullin Spacing 1 7'-0" 87V- 9'-0" 10'-0" 1 Allowable Span 'L' I bending'b'. or deflection'cr 11'-0" 1 12'.0 - 2" x 4' x 0-045" x 0.088' 14'1" b 13'-1' b 17-1' b 11'1' b 10'-B" b 10'-2' b 9'-8" b 9'-3' b 2" x 5" x 0.050" x 0:116" 1T1" b 15'-9" b 14'-7" b 13'-8" b 12'-11" b 12'-3' b 11'-8" b 11'-2" b 2" x 6" x 0.050" x 0.120" 18'-11" b 1T1" b 16'-0' b 14'-11' b 14'-2" b 13'-5' b 12'-9' b 12'-3' b 2" x 7" x 0.055" x 0.120" 20'-7' b 18'-10" b 17'-5' b 16'1' b 161' b 14'-7' b 13'-11' b 13'4'. ; b 070 x 0.224" 2" x 8" x 2N.1720; 28'-5' d 26'-9" d 24'-10' b 23'-3' b 21'-11' b 20'-9" b 19'-10' b 18'-11" b 2" x 9" x 0.070' x 0.204' 30'1' b 2T-8' b 25'-T b 23'-11' 6 22'-T b 21'-5' b 20'-5' b 19'-7"' b 2" x 9" x 0.082" x 0.326" 37-11' d 31'-0' d 29'-5" d 28'-7 d 27'-1' d 26'-2" d 25'-0" b 23'-11" b 2" x 10" x 0.090" x 0-374" 38'-5' d 36'-2' d 34'1' d 32'-10" d 31'-7' d 30'-6' d. 29'-6' d 28'-8" d Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.2 E 6061 120 - 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 maybe interpolated. . Table 3A.3 Schedule of Post to Beam Size v 7- C6C 0 i 4 O c Q 8j z 3 a i m z= r 3 W m aV II Q co a D Z o t Z Q ta0. W U)c Z 0 W N i linimum post / beam may be used as minimum knee brace t'% IY m Lu if Thru-Bolts to } W ZCLmlq In 0 Beam Size Minimum Post Size 114"e I D+'" 3/e"e Minimum Knee Brace' Min. # Knee Brace Screws Min. Stitching Screw Spacing Hollow Beams To: Plans Examiners and Inspectors, U v J O OC"I V W 2" x 4" x 0.050" Hollow 3' x 3' x 0.090" 2 2' x 3" x 0.045' 3 #8 Z O U 2'x5"x0.060"Hollow 3'x3'x0.090' 2 2 F 2'x 3'x0.045' 3 #B ft Self -Matin Beams A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is Z w purchased. This should be displayed on site for review at final inspection. Y 3 /gym 2" x 4" x 0.048" x 0.109" SMB 3" x 3" z 0.090- - 2 Q9-y 2" x 3" x 0.045' 3 #8 8 @ 12" O.C. 2" x 5" x 0.050" x 0.131" SMB 3' x 3"x 0.090' 2 2" x 3" x 0.045" 3) #8 8 @ -12" O.C. 2" x 6" x 0.050" x 0.135" SMB 3" x 3" x 0.090" 2 2" x 3" x 0.045' 3 #10 10 @ 12" O.C. 2 x7"x0.055"x0.135"SMB 3'x3"x0.090' 2 2 2"x3"x0.045' 3 #10 10 @ 12- O.C. 2" x 8" x 0.070" x 0-239" SMB 3' x 3" x 0.125- 3 2 2". x 4' x 0.048" x 0.109' 3) #12 12 @ 12. O.C. 2"x9"x0.072"X0.219"SMB 3"x 3'x0.125" 3 3' 2' x 5' x 0.050' x 0.131" 3 #14 14 @ 12- O.C. 2"x9"x0.082"x0.321"SMB 4"x 4'x 0.125' 4 3 2'x6'x0.050"x0.135' 4 #14 14 12'O.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" x 8" x 0.070" x 0.239" SMB 2" x 5' x 0.050" x0.131' 6 4 2" x 4" x 0.048" x 0.109" 8 #12 12 @ 12" O.C. 2 2" x 9" x 0.072" x 0.219" SMB 2" x 6' x 0.050- x 6.135' 6 4 2" x 5' % 0.050" x 0.131' 8) #14 14 @ 12. O.C. 2 2" x 9" x 0.082" x 0.321" SMB 2" x 7' x 0.055'x 0.135' 8 6 2"x6'x0.0S0"x0.135" 8 #14 14- 12'0.C. . 2 2" x 10" x 0.090" x 0.389" SMB 2" x 8' x 0.070'x 0.239' 10 1 8 2" x T x 0:055" x 0.135" 10 #14 14@12-0_ The minimum number of thru bolts is (2) linimum post / beam may be used as minimum knee brace t'% IY m Lu ItWU p ZO Q to } W ZCLmlq In 0 W li Q W 06 to o Q F LL J N To: Plans Examiners and Inspectors, U v J O OC"I V W Cn Z O Q M LLO Q g W M W Z m O Z O U o a U) U Uj oM m 2 F W U) oN linimum post / beam may be used as minimum knee brace LL ItWU p ZO Q Q Knee Brace Min. Len thMax. Length 2" x 2" x 0.043" 1'1' 7-0" In 0 2" x 2" x 0.043" 1'1" 2'-0" 2' x 2' x 0.043' 1'1" 2'-0' 2" x 3" x 0.045" 1'-6' 2'-6' 2" x 4' x 0.050" 11-6' 3'-0" EAGLE 6061 I.D. DIE MARK 0 M'; WJ LL m 4t Z N D SHEET F J W WEAGLE6061ALLOYIDENTIFIER"' INSTRUCTIONS Z w z m FOR PERMIT PURPOSESK Z W z LLa. O W O a J To: Plans Examiners and Inspectors, a z 2 0^ m W O C 2 n ; These identification instructions are provided to contractors for permit purposes. The detail below illustrates u- v O O Q M our unique "raised" external identification mark (Eagle 6061-) and its location next to the spline groove, to m rn i signify our 6061 alloy extrusions. It is ultimately the purchasers / contractor's responsibility to ensure that the; inZ t N oOo r proper alloy is used in conjunction with the engineering selected for construction. We are providing this . " m Omark Uj oM m to simplify identification when using our 6061 Alloy products: identification O F a) ) O m ft C Ua o A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is Z w purchased. This should be displayed on site for review at final inspection. Y 3 /gym W 5Lb The inspector should look for the identification mark as specified below to validate 4,'i9 use Of 6061 Q9-y engineering. Z5, _0Jta Q m EAGLE 6061 I.D. DIE MARK 0 M'; WJ fG 11 9 10 Z W zSHEET to O W Z W 8-120 Z Q W L LL 12 m 08-12-2010 OF 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) A6,minom All- Fn61 T -A .. . 2" x 2" x 0.043" 4'-0" Tributary Load Width 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 10'-0' 1 12'-0" 1 Allowable Span'L'I bending'b' or deflection 'd' 3" x 2" x 0.045" 2" x 4" x 0.045" x 0.088" 2" x 4" x 0.050" Hollow 12'-3" d 10'-6' d 9'-9" d Load Width (ft.) Max. Span'L'/(bending 'b'or deflection' d') 1 8 2 Span 3 Span 4 Span CaM ever Load Width (ft) Max. Span'L'/(bending'b'or deflection'dl 1 8 2 Span 3 Span 4 Span C.Mavntile er 5 4'-10" d 5'-11- d 6'-i" d 0'-11- d 5 5'-5' d 6-9" d 6-10" d 1'-0' d 6 4'-6' d 5'-7" d F-9" d 0'-10' d 6 5'-2' d 64" d 6'-6" d 0'-11' d 74'4" d 5'4' d 5'-5' d 0'-10" d 7 4'-10' d 6'-0' d 6'-2' d U-11' d 8. 4'-1' d 5'-1' d 5'-2' d 0'-9' d 8 4'-8' d 5'-9" d S-10" d U-11' d 9 3'-11" d 4'-17' d- 4'-11' d 0'-9" d 9 4'-6' d 5'-6' d 5'-8' d 0'-10' d 10 3'-10" d 4'-9' d 4'-10" b 0'-9" - d 10 4'4' d 5'4" d' S-5' d 0'-10" d 11 3'-8' d 4'-7' d 4'-7' b 0'$' d 11 4'-2' d S-2' d 5'-3' b 0'-10' d 12 NJ" d 4'-S" d 4'4" b 0'-8" d 12 4'-1' d 5'-0' d 5'-0' b 0'-9' d 3" x 2" x 0.070" 21'-8- d 1 20'-5- d 19'-5- d 2" x 3" x 0.045" 4 1 2" x 7" x 0.055- x 0.135" 6 #14 Load - Width (ft-) Max. Span'L' / (bending 'b' or deflection'd') Max. Cantilever1.& 2 Span 3 SpanK6'-5- Load Max. Span'L' / (bending 'b' or deflection'd') Width (ft.) 1 8,. 2 Span 3 Span 4 Span Max- Cantilever 5 6'-2' d 7'-8' d 1'-2" d 5 6'-11" d 8'-6' d 8'-B' d 1'4" d 6 5'-10" d 7-3' d 12 T-1" d 6 6'-0" d 8'-0- d 8'-2' d 1'-3" -d 7 5'-7.. d 6'-10" d 2 2"x9"x0.082"x0.321"SMB I 1'-1" d 7 6'-2' d T-7' d 7'-9" d 1'-2" d. 8 5'4" d" 6'-7' d 1 10 1'-0- d 8 5' -it" d T-3" d 7'-5' d 1'-1" d 9 5'-1" d- 6'4" d 0'-11- d 9 5'-8" d 6'-11", d T-1" b 1'-1" d 10 4'-11' d 6'-1' d 0'-11" d 10 5'-6- d F-9". d 6'-8' b l'-0' d 11 4'-9'- tl 5'-11' d tl 0'-11' d 11 54' d 6'-7' d 6'4" b 1'-0" d 12 4-8 d 5'-9' d 5'-10', d 0'-71' d 12 5'-2" d 6'4" b 6'-1' b 0'-11" d 2" x 4" x 0.050" 2" x 5" z 0.060" Load Width (ft.) Max. Span 'L'/(bend ing'b' or deflection' d') 1 8 2 Span 3 .,an 4 Span Max. Cantilever Load Max.Span'L' I(bending'b'or deflection'd' Width (ft.) 1 8 2 Span 3 Span 4 Span Max. Cantilever 5 9'-0" d 11'-2' d 17'-5' d 1'-9" d 5 17'-6' d 14'-3' d 14'-6" d 7-2" d 6 8'-6" d 10'-6' d 10'-9' d 1'-7' d 6 10'-10' d 13'-5' d 13'-8' d 2'-1' d 7 8'-1" d 9'-11' d 10'-i' b 1'-6' d 7 10'-3' d 12'-8'. d 17-1T d 1'-11- d 6 T-9" d 9'E' d 9'fi' b 1'E' d 8 g'-10" d 12'-2' d 12'-5' d T-10" d 9 T-5" d 9'-2' d 8'-11" b 1'-5" d 9 9'S" d 11'-8" d 1 f-9' b 1'-10' d 10 7'-2' d 8'-9" b 8'-6' b 1'4" d 1 10 9'-2" d 11'-3" d 11'-2' b 1'-9' d 11 6--11- d 8'4' b 8`1" b 1'4" d 11 8'-10" d 1 i'$' d 6'-9" d T-11' 79' b 1-3' 12 8'-7- d 10-T 112 '8' 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 -130E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF Ah -i-- All- RnR1 Thi Hollow and Single Self -Mating Beams 2'-0" 1 T-0" 1 4'-0" Tributary Load Width 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 10'-0' 1 12'-0" 1 Allowable Span'L'I bending'b' or deflection 'd' 14'-0" 12'-0" 2" x 4" x 0.045" x 0.088" 2" x 4" x 0.050" Hollow 12'-3" d 10'-6' d 9'-9" d 9'-0" d 8'-6" d 8'-1" d T-9- d 7'-2- d 6'-9' d 6'-5" d 6'-2" d 5-10- b 2" x 5" x 0.060" Hollow 15'-7" d 13'-8' d 12'-5' d 11'-6' d 10'-10'd 10'-3' d 9'-10- d 9'-2' d 8'-7' d 8'-2" d T-10" d 7'E' d 2" x 4" x 0.045" x 0.088" 14'-0' d 12'-3" d 11'-2' d 10'-4' d' 9'-9" d 9'-3" d 8'-10" d e'-2' d T-8' b T-2" b 6'-8' b 6'4" b 2" x 5" x 0.050" x 0.116" SMB 1T-2' d 74'-11' d 13'-7' d 12'-8' d 11'-11' d 11'-3' d 10'-10' d 10'-0' d 9'4" b 8'-7" b 8'-1" b 7'-7' b 2- x 6" x 0.050" x 0.120" SMB 20'-0'd 1T-0" d 15'-11" d 14'-9' d IS -10"d 13'-2" d 12'-6" b 11'-2' b 10'-2" b 9'-5" b 8'-10' b 8'4" b 2" x 7"ac 0.055" x 0.120" SMB 22'-9' d 19'-10' d 18'-0' d 16-9' d 15'-8' b 14'-6" b 13'-7" b 12'-2' b 11'-1" b 10'-3" b 9'-T b 9'-1' b 2- x 8" x 0.070" x 0.224" SMB 27'-6' d 23-11' d 21'-10" d 20'-3' d 19'-1" d 18'-7' d 17'4' d 16'-1' d 15'-1" d 14'4" d 13'-0' b 12'-11' b 2" x 9' x 0:070" x 0.204" SMB 29'-7" d 25--10" d 23'-6' d 21'-10" d 20'-0" d 19'-6- d 18'-8" d 1T4" d 16'-3' b 15-1" b 14'-1['.b 1 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 22'-1- d 20'-1.1" d 20'-0" d 18'-7' d 1T-0' d 16'-8- d 15'-11' d 15'-3' d x 10" x 0.090" x 0.374" SME 37'-1' d 32'-5' d 29'-5' d 27'4' d 25-9- d 1 24'-5- d 1 23'4" d 21'-8- d 1 20'-5- d 19'-5- d 18'-6- d 17'-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. . y 3. Span is measured from center of connection to fascia or wall connection. ' 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1-4-130 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF hl -1-- All- RnR1 T -A Self Mating Sections 5'-0" 6'-0' Tributary Load Width'W' = Purlin Spacing T-0" 8'-0" 9'-0'1 10'-0" 1 11'-0" Allowable Span 'L'/ bending'b'or deflection'd' 12'-0" 2" x 4" x 0.045" x 0.088" 13'4' b 17-2" b 11'-3- b 10'-7- b 9'-1 P b 9'-0" b 8'-7- b 2" x 5- x 0.050" x 0.116" 16'-1' b 14'-8' b 13'-T b 12'-9' 6 12'-0' b 10'-10" b 10'-5" b 2" x 6" x 0.050" x 0.120" 17'-8' b 16'-1" b 14'-i t' b 13'-11' b 13'-2' b 11'-11' 6 11'-5' b 2"x7" x 0.055"x0.120" 19'-2- b 1T-6' b 16'-3' b 15'-2" b 14'4- E12--6- b 12'-11' b 12'-5" b 2- x 8" x 0.070" x 0.224" 2T-2' d 24'-11' b 23-2' b 21'-8' b 20'-5" b 18'-5" b 17-8' b x 9" x 0.070" x 0.204" 28'-2' b 25'-9'.. b 23'-10" b 22'4' b 21'-0" b 19'-0- b 18'-2- b 2'0.x0.326" 31'-5" d 29'-T d 28'-1[ d 26'-10' d 25'-9' b 23'4" 6 22'4" b 2" x 10" x 0.090" x 0.374" 36'-8" d 34'-6- d 32'-9' 'd 31'4' d 30'-1" d 28'-1' b 26-10" b Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to.applied load. 2. Spans may be interpolated. _ L5z Table 3A.2 E 6061130 Allowable Upright Heights, Chair Rail Spans or Header Spans ~ Under Solid Roofs - Na Proprietary Products: Eagle Metal Distributors, Inc. 0 Aluminum Alloy 6061 T-6 5 _ $ m o <c po o Wzz e q W VQ II 1 J .. Q fn o u -iZ 'Z d Z Q i6 C -w O (n o XZ O Z IY m H m J ui 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 Thru-Bolts Beam Size Minimum Post Slze L=D+/" 114"e 3l8'm Minimum Knee Brace• Min. #Knee Brace Screws Min. Stitching Screw Spacing Hollow Beams LU a z O `0 w06 2" x 2" x 0.043" 1'4" 2'-0" H 2" x 4" x 0.050" Hollow 3' x 3" x 0.090' 2 2' x 3' z 0.045' 3 #8 Q h J L)IL 2" x 5" x 0.060" Hollow 3'x 3" x 0.090- 2 Z w 2"x 3" x0.045' 3 #8 U U) n Self -Mating Beams QF C v 0- Lu O w u Q co Z 2" x 4" x 0.048' x 0.109" SMB 3" z 3" x 0.090' 2 Z 2"x 3" x 0.045' 3 #8 fib @ 12. O.C. 2" x 5" x 0.050" x 0.131" SMB 3" x 3' x 0.090' 2 2'x 3' x 0.045' 3 #8 8 @ 12" O.C. 2" x 6" x 0.050' x 0.135" SMB 3' x 3" x 0.090' 2 2' x 3" 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"x 3" x 0.045' 3 #10 10 @ 12" O.C. 2" x 8" x 0.070" x 0.239" SMB x 3" x 0.125' 3 2 2" x 4" x 0.048' x 0.109- 3) #12 12 @ 12. O.C. 2"x 9'x0.072"x0.219"SMB _ 3'x 3'x0.125- 3 3 2"x 5'x0.050"x0.131" 3 #14 14 @ 12. O.C. 2" x 9" x 0.082" x 0.321" SMB 4"x 4t x 0.125- 4 3 2" x 6" x 0.050' x 0.135' 4 #14 14 @ 12" O.C. 2" x 10' x 0.090" x 0.389" SMB 1 4' x 4" z 0A25" 5 4 1 2" x 7" x 0.055- x 0.135" 6 #14 14 @ 12" O.C. Double Self -Matin Beams 2 2"x8"x0.070"x0.239"SMB Y' x 5'x0.050'%0.131' 6 4 2" x 4- x 0.048' x 0.109- B #12 12 12- O.C. 2 2"x9"x0.072"x0.219"SMB 2"z6'x0.050"x0.135' 6 4 2'x5'x0.050'x0.131' 8 #14 14 12"0.C. 2 2"x9"x0.082"x0.321"SMB I 2"x7"x0.055-x0.135' 1 8 1 6 1 2' x 6' x 0.050- z 0.135' 8)#14 14 12"O.C. 2 2" x 10" x 0.090" x 0.389" SMB 1 2" x 8' x 0,070- x 0.239' 1 10 1 8 1 2"x 7" x 0.055- x 0.135' 10 #14 1 #14 @ 12.O.C. The minimum number of thru bolts is (2) linimum post I beam may be used as minimum knee brace O U) )- W Z W E w Q 0 > LU a z O `0 w06 2" x 2" x 0.043" 1'4" 2'-0" H n o o 2'x 3" x 0.045" 11-6" 2'-6'U m0 g Q h J L)IL W N0 ZO Z w U v U U) n LUJLj QF C v 0- Lu O w u N Z W 3LU Q co Z Co 2 a z rZoZ C tia? 1- 2 cc: to V cU. J Q tW/ 3 N i x L WU proper alloy is used in conjunction with the engineering selected for construction. We are providing this W i W m O Knee Brace Min. Length Max. Length 0 S 2 2"x 2' x 0.043' - 1'4' 2'-0" Z u1 1- 2' x 2' x 0.043' 1'4" 2'-0' O O `0 cr 2" x 2" x 0.043" 1'4" 2'-0" H n2'x 3" x 0.045" 11-6" 2'-6'U CO cn Z Z 2' z 4' x 0.050" 1'-6' T-0" Wto N J r OF 12 EAGLE 6061 ALLOY IDENTIFIER TM INSTRUCTIONS Z w W n LL z O w FOR PERMIT PURPOSES 0 - W c m 0 ZO 0- Lu O 3. To: Pians Examiners and Inspectors, a Z o n m D p0 C tia? W - OTheseidentificationinstructionsareprovidedtocontractorsforpermitpurposes. The detail below illustrates u- c1 t= U "o our unique "raised" external identification mark (Eagle 6061 TM) and its location next to the spline groove, to m Z rn n signify our 6061 alloy extrusions. It is ultimately the purchasers / coniractor's responsibility to ensure that the j m i x L a proper alloy is used in conjunction with the engineering selected for construction. We are providing this W i W m identification mark to simplify identification when using our 6061 Alloy products. m 0 D > a w i C a In A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is Z w W 00 purchased. This should be' displayed on site for review at final inspection. iw w W ,W J z The inspector should look for the identification mark as specified below to validate the use of 6061 o N lu engineering. w.a O'ru r m0, Lu W CL7 o. 7 p EAGLE 6061 I.D. DIE MARK o W jD w U iJ ` SEAL f7Z rr W ZSHEET y JQ ZW uito y 8-130 Z QlxLL Wto 08-12-2010 OF 12 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 #/SF for Max. Cantilever) el„ml 411nv Fr1F1 TA 2"x2"x0.043" T-0" 4'-0" 1 Tributary Load Width 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 10'-0" 1 12'-0" 1 Allowable Span VI bending'b' or deflection'd' 3"x 2. x 0.045" 18' -0 - 2" x 4" x 0.050" Hollow 11'-9' d d10'-3' dR20'-1 Load Width (ft.) Max. Span'L' I (bending'b' or deflection 'dl Max. 1 8 2 Span 3 Span 4 Span Cantilever Load Max. Spa n'L' / (bending W or deflection V) Width (ft.) Max. 1 8 2 Span 3 Span 4 Span Cantilever 5 4'-7' d 5'$" d 5-10" d T-10' d 5 5'-3' d 6'-6' d 6'-7- d I U-11' d 6 4'-4' d 5-0'. d 5-6" d 0'-10" d 6 4'-11- d 6'-1' d 6'-2- d 0'-11- d 7 4'-2' d F-1' d 5'-2" d 0'-9' d 7 4'-8' d S-9" d 5'-11' d U-11' . d 8 T-11' d 4'-11' d 4'-11" d 0'-9' d 8 4'-6' d 5'-6' d 6$' d 0'-10' d 9 3'-10' d 4'$' d 4'-9"-b- 0'-9" d 9 4'4' d 5'4' d 5'-5' d 10 3'$' d 4'$" d 4'-6' b 0'-8' d 10 4'-2' d 5'-2' d 5-2' b 9'-0' b 11 3'-7" d 4'-5d 4-0' b 0-8' . d11 17'4' d 4'-0' d 4'-11' d 4'-11' .b n2-:2 12 3'-5- d 4'-3- b 4'-1' b 0'-8- d 12 3'-11'. d 4'-10- d 4'-9- b 3" x 2" x 0.070" 8'd d 22'-6'- d 21'-2' d 2" x 3" x 0.045" 19'-3' d 1T-10" d 16'-9" d 15'-11' d2" Load Width (ft.) Max. Span'L' I (bending'b' or deflection'til Cantilever 1 & 2 Span 3 SpanKF-11" Load Max. Span 'L' I (bending'b' or deflection'd') Width(ft.) 1 8 2 Span 3 Span 4 Span C. Max. ntileer 5 5'-11' d T4' d 23'-5' d 1'-1' d 5 6'-7' d S-2' d 8'4' d 1'-3' d 6 5'-7' d 6'-11"' d 2' x 4"x 0.048- x 0.109' 1'-1' d 6 6'-3" d T-8' d T-10' d 1'-2' d 7 5'4' d 6'-T d 14 1'-0' d 7 S-11' d T-4' d T-5' d 1'-1" d 8 5'-1' d 6'-3' d 2) 2" x 10" x 0.090" x 0.389" SMB 1 0'-11" d 8 5'-8' d 6'-11' d T-0" b 1'-1" d 9 4'-11" d 6'-1' d T-11" d 9 S'-5' d 6'-9' d 6'-7- . b T-0' d 10 4'-9' d 5'-10' d 0'-11' d10 5'-3" d 6'-6' d 6'-3" b 0'-11" d 11 4'-T d 5'-8" d 0'-10" d 11 1 5'-1' d 17 6'-2' b 5'-11" b 0'-1 P d 12 4'-5- d 1 5-6- d 5'-7- d 940" d 12 1 4'-11- d I F-11' b 5'-9- b 0'-11` d 2" x 4" x 0.050" 2" x 5" x 0.060" Load Width (ft.) Max. Span 'L' / (bending'b' or deflection'd') 1 & 2 Span 3 Span 4 Span ca Ual ' Load Max. Span 'L' / (bending W or deflection V) Width (ft.) -1; 2 Span 3 Span 4 Span Cantilever 5 8'-8" d 10'$' d 10'-11- d 1'$' d 5 11'-0' d 13'$' d 13'41" d 2'-1" d 6 8'-2- d 10'-1' d 10'-3- b 1'$' d 6 10'-5' d 12'-10" d 13'-1" d 1'-11' d 7 T-9' d T-7' d 9'$" b 1'$" d 7 9'-10" d 12'-2" d 12'-5" d 1'-10' d 8 T-5' d 9'-2" d F-11' b 1'-5" d 8 9'-5" d 11'$' d 11'-9' b 1'-9" d 9 T-1' d 8'$" b 8'-5' b 1'4' d 9 9'-1' d 11'-2' d 11'-1' b 1'-9" of 10 6'-11" d 8'-3' b 7'-11' b 1'4" d 10 1 8'-9" d 10'-10' d 10'-6" -b 1'-8' d 11 6'$' d T-10' b 7'-7' b 1'-3' d 11 8'$' d 10'-4- b 10'-0" b 1'-7" d 12 6'-6' d T-6' b 7'-3" 1, 1'-3" d 12 8'-3- d 9'-11" b 9'-T b 1'-1 d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.3 -140E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #/SF Aluminum Allov 60617-6 Hollow and Single Self -Mating Beams 2'-0" 1 T-0" 4'-0" 1 Tributary Load Width 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 10'-0" 1 12'-0" 1 Allowable Span VI bending'b' or deflection'd' 14'-0" 16'-0" 1 18' -0 - 2" x 4" x 0.050" Hollow 11'-9' d d10'-3' dR20'-1 8'$" d 8'-2" d T-9" d 7'-5' d 6'-10" d 6'-6" -d 6'-2' d 5'-10' b 5-6" b 2" x 5" x 0.060" Hollow 14'-11" d 13'-1' d" d 11'-0' d 10'-5" d 9'40" d 9'-5' d 8'-9" d 8'-3' d T-10" d T-6- d T-2- d 2" x 4" x 0.045" x 0.088" 13'-5" d 11'-9' d d 9'-11' d 9'4" `d 8'-10- d 8'-6- d T-10- d T-3" b 6'-8- b F-3- b 5'-11- b 2" x 5" x 0.050" x 0.116" SMB 16'-5" d 14'4' d d 12'-1" d 11'-5" d 10'-10' d 10'-4- d 9'-7" b 8'-9' b 8'-1" b T-7" b T-2' b 2" x 6" x 0.050" x 0.120" SMB 19'-2" d 16'-9' d d 14'-2" d IT -4' d 12'-6" 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 d 16'-1" d 14'-9' b 13'-7' b 12'-9" b 1 T-5" b 10'-5" b 9'$' b 9'-0' b 8'-6" b 2" x 8" x 0.070" x 0.224" SMB 26'4" d 23'-0" d"d 19'-5" d 18'-3' d 17'4' d 16'-T d 15'-5' d 14'-6" d 13'-9' b 12'-10' b 12'-1" b 2" x 9" x 0.070" x 0.204" SMB 26'-5' d 24'-10" d d 20'-11" d 19'$' d 18'-8" d 1T-11' d 16'-T d 15'-4" -b 14'-2' b2" 4 3 x 9" x 0.082" x 0.326' SMB 30'-6' d26' 8'd d 22'-6'- d 21'-2' d 20'-1' d 19'-3' d 1T-10" d 16'-9" d 15'-11' d2" 2' x 7" x 0.055" x 0.135' 6 #14 x 10" x 0.090" x 0.374" SM 35'-7' d 31'-1' d' d 26'-2- d 24'$' d 23'-5' d 22'-5" d 20'-10' d 19'-7' d 18'-7' d Note: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1.4A-140 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen Acrylic or Vinyl Rooms For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #/SF 1-p Tributary Load Width'W' = Purlin Self Mating Sections d' x5"x0.050"x0.116' Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.2 E 6061 140 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs Proprietary Products: Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. - 2..'. Spans may be interpolated. Table 3A.3 Schedule of Post to Beam Size The minimum number of thru bolts is (2) Minimum post / beam may be used as minimum knee brace Knee Brace Min. Length Max. Len th 2" x 2' x 0.043' 1'-0" 2'-0" 2" x 2" x 0.043" 1'-4' - 2'-W 2' x 2'x 0.043" T-0' 2'-0' 2" x 3" x 0.045' 1'$" 2-1- 2' x 4" x 0.050" 11-61 T_0" 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 illustrate 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 t 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 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. x:1 EAGLE 6061 I.D. DIE MARK s he I J tt Tnm-BolssT L= B+ tl4, 318"a SEAL D Z Beam Size - - Minimum Post Size Minimum Min. # Knee Min. Stitching Knee Brace' Brace Screws Screw Spacing Hollow Beams 20 . m WR 8-14® O U) } W W Z 2i 2" x 4" x 0.050" Hollow 3" x 3" x 0.090- 2 2" x 3' x 0.045' 3 #8 Q 2" x 5" x 0.060" Hollow 3' x 3' x 0.090" 2 U 2" x 3" x 0.045' 3 #8 J Self -Matin Beams In Z Q a 2 W c z W Z 2" x 4" x 0.048" x 0.109" SMB 3" x 3" x 0.090- 2 U) U 2" x 3" x 0.045' 3) #8 8 @ 12" O.C. 2"x5"x0.050"x0.131"SMS 3'x 3'x 0.090" 2 2'x3"x0.045' 3 #8 8Q 12"O.C. 2" x-6" x 0.050" x 0.135" SMB 3" x 3" x 0.090- 2 2' x 3" 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'x 3"x 0.045' 3 )910 10 @ 12" O.C. 2" x 8" x-0.070" x 0.239" SMB 3' x 3" x 0.125' 3 2 2" x 4' x 0.048- x 0.109' 3 #12 12 @ /2" O.C. 2"x9"x0.072"x0.219"'SMB 3'x3'x0.125' 3 3 2"x5" x 0.050" x 0.131' 3 #14 14 IT O.C. 2" x 9" x 0.082" x 0.321" SMB 4- x 4" x 0.125- 4 3 2" x 6' x 0.050' x 0.135', 4 #14 14 @ 12- O.C. 2" x 10" x 0.090" x 0.389" SMB I 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" x 8" x 0.070" x M0.239" SB 2" x 5" x 0.050" x 0.131' 6 4 2' x 4"x 0.048- x 0.109' 8 )912 12 12.O.C. 2 722"x9"x0.0"x0.219"SMB 2" x6'x0.050!x0.135" 6 4 2"x5"x0.050"x0.131' 8 #14 14 12O.C. 2 2" x 9" x 0.082" x 0.321" SMB 2" x 7" x 0.055" x 0.135' 1 8 1 6 1 2' x 6" x 0.050- x 0.135' 8) #14 1 4@ 12" O.C. 2) 2" x 10" x 0.090" x 0.389" SMB 1 2' x 8" x 0.070"'x 0.239' 1 10 1 8 1 2" x 7' x 0.055- x 0.135- 1 10) #14 1 #14 (Di 12" O.C. The minimum number of thru bolts is (2) Minimum post / beam may be used as minimum knee brace Knee Brace Min. Length Max. Len th 2" x 2' x 0.043' 1'-0" 2'-0" 2" x 2" x 0.043" 1'-4' - 2'-W 2' x 2'x 0.043" T-0' 2'-0' 2" x 3" x 0.045' 1'$" 2-1- 2' x 4" x 0.050" 11-61 T_0" 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 illustrate 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 t 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 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. x:1 EAGLE 6061 I.D. DIE MARK s he I J z Q fn SEAL D Z W w Q Z Ulu 20 . m WR 8-14® O U) } W W Z 2i 0 5 W W06 U Q ILL 08-12-2010 I 0 U U J Q W In Z Q a 2 W c z W Z O Z 0 U) Uc~Qi W LL w J (n Q WU ZZ ZZ U OF O m O n m n F J r 7 Z' tl W E tu Z m # E W O c' m o Z d W 1O di O n W Z of O o d n- O C F 3 W o - o 0 z N W W_ O O F_ o. L 0) Co U O m I- 1r z " C U d W 3 ww m J 0 Z J,' LU (L W Uj< OrilJ O Li v a WLuI- o V- N ZZU. N cc C t1 0 LLEC ma u CL ¢ m' 3 m a o - o u 2- C m - 9 c oU 0 tT - c ` 0 Uo ED - v_ k o LL o L N F 720 z SEAL it W w SHEET Ulu U WJW z U WR 8-14® ZLLI LL 2 Wm 08-12-2010 OF 0 REMOVE VINYL SIDING AND t SOFFIT ON THE WALL AND INTERIOR BEAM (SEE TABLES INSTALL SIMPSON CS -16 COIL 3A.1.3) STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST BEAM SPAN @ EACH TRUSS /RAFTER USE 9//2 FOR BEAM SIZE) THE FLOOR, WALL, AND ROOF THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE AFTER INTERIOR BEAM TABLES SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME AFTER COMPUTING MANUFACTURED HOME LOAD WIDTH' 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 THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME JSTALL NEW 48" OR 60" UGER ANCHOR PER RULE 5C @ EACH NEW PIER. STALL 1/2" CARRIAGE BOLT HRU PERIMETER JOIST AND TRAP TO NEW AUGER NCHOR ALTERNATE: 4" x 4" P.T.P. POST W/ SIMPSON 4"x 4" POST BUCKET INSTALLED PER MANUFACTURERS SPECIFICATIONS TOP & BOTTOM. ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4"= V-0" REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS -16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE/ MANUFACTURED HOME 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 THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME 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) LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A MOBILE / MANUFACTURED HOME SCALE: 1/8"= V-0" Table 3A.3 Schedule of Post to Beam Size mnimum post / beam may be used as minimum knee brace STUD WALL OR POST RIBBON FOOTING SCALE: 1/2' = V-0" Minimum Ribbon Footing Wind #I x Post Anchor Stud• Zone 'Sq. Ft @48"O.C. Anchors 1001123 -101 14 1'-0' ABU 44 SP1 @ 32. O.C. 130-140-1 + 30 - 17 1._o ABU 44 SP1 @ 32' O.C. 140-2-150 -30 :- 201 1'-3' ABU 44 SPH4 @ 48" O.C. Maximum 16'ro ection from hostD1 structure. For stud walls use 1/2" x 8' L -Bolts @ 48' O.C. and 2' 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 shall be per manufacturers specifications. 3A.8 Anchor Schedule for Composite Panel Room Components Connection Description 80 - too MPH o KNEE WALL W/ 2 x 4 P.T.P. Knee Brace Min. Len th BOTTOM PLATE, STUDS& 2'x 2' 1'-0' DOUBLE TOP PLATE 8"'L' BOLT @ 32" D.C. 1'-0' NAIL PER TABLE 2306.1 2' x 2' .. 1'4' FLORIDA BUILDING CODE 2- x 3' 1'$' EACH STUD SHALL HAVE A 2-x4' 1'-6' SIMPSON SP -1 OR EQUAL 114- x 1-1/2' lag SHEATH W/ 1/2" P.T. PLYWOOD TYPE III FOOTING OR 16"x 24" NAILED W/ #8 COMMON 6 O.C. RIBBON FOOTING W/ 2O #50 EDGES AND 1' 2 O.G FIELD OR BARS, 2,500 PSI CONCRETE STRUCTURAL GRADETHERMAL receiving channel and PLY FASTENED PER 2 pine or p.t.p. framing THE MANUFACTURERS 2 @ 24' O.C. SPECIFICATIONS 356#/15SF STRAP SIMPSON COIL STRAP 1/4' x 1-1/2' Tapcon OVER SHEATHING ALTERNATE WALL SECTION FOR ATTACHMENT TO 1 @ 6' from each end of MOBILE / MANUFACTURED HOME 2 @ 6' from each end of SCALE: 1/4"= V-0" STUD WALL OR POST RIBBON FOOTING SCALE: 1/2' = V-0" Minimum Ribbon Footing Wind #I x Post Anchor Stud• Zone 'Sq. Ft @48"O.C. Anchors 1001123 -101 14 1'-0' ABU 44 SP1 @ 32. O.C. 130-140-1 + 30 - 17 1._o ABU 44 SP1 @ 32' O.C. 140-2-150 -30 :- 201 1'-3' ABU 44 SPH4 @ 48" O.C. Maximum 16'ro ection from hostD1 structure. For stud walls use 1/2" x 8' L -Bolts @ 48' O.C. and 2' 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 shall be per manufacturers specifications. 3A.8 Anchor Schedule for Composite Panel Room Components Connection Description 80 - too MPH 110 -130 MPH Knee Brace Min. Len th Max Len th 2'x 2' 1'-0' 2'-0' 2'x 2' 1'-0' 2'-0' 2' x 2' .. 1'4' 2•-0" 2- x 3' 1'$' T-6' 2-x4' 1'-6' 3'-0" 114- x 1-1/2' lag 114- x 1-1/2' lag 318"x 1-1/2" lag STUD WALL OR POST RIBBON FOOTING SCALE: 1/2' = V-0" Minimum Ribbon Footing Wind #I x Post Anchor Stud• Zone 'Sq. Ft @48"O.C. Anchors 1001123 -10114 1'-0' ABU 44 SP1 @ 32. O.C. 130-140-1 + 30 - 17 1._o ABU 44 SP1 @ 32' O.C. 140-2-150 -30 :- 201 1'-3' ABU 44 SPH4 @ 48" O.C. Maximum 16'ro ection from hostD1 structure. For stud walls use 1/2" x 8' L -Bolts @ 48' O.C. and 2' 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 shall be per manufacturers specifications. 3A.8 Anchor Schedule for Composite Panel Room Components Connection Description 80 - too MPH 110 -130 MPH 140 -150 MPH Receiving channel to roof#10 x (T+1/2') SMS 10 x (T'+112•) SMS 10x (T'+1/2') SMS panel at front wall or at the 1 @ 6" from each side 1 @ 6" from each 1 @ 6' from each receiving channel. of the panel and of the panel and of the panel ande 0.024" or 0.030" metal 1 @ 12' O.C. 1 @ 8. O.C. 1 @ 6. O.C. 5116" x 1" 114- x 1-1/2' lag 114- x 1-1/2' lag 318"x 1-1/2" 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.t.p. framing 1 @ 24' O.C. 2 @ 24' O.C. 2 24' O.C. 356#/15SF 1/4'x 1-1/2' Tapcon 1/4' x 1-1/2' Tapcon 3/8' x t-1/2' Tapcon Reiceving channel to 1 @ 6' from each end of 1 @ 6' from each end of 2 @ 6' from each end of concrete deck at front wail. receiving channel and receiving channel and receiving channel and 2,500 psi concrete 1 @ 32. O.C. 1 @ 24- O.C. 2 @ 24" O.C. Receiving channel to uprights, 8 x 3/4' SMS 10 x3/4" SMS 14 x 3/4' SMS headers and other wall 1 @ 6' from each end 1 @ 4' from each and 1 @ 3' from each end connections of component and of component and of component and 0.024" metal 1 @ 36' O.C. 1 @ 24' O.C. 1 @ 24' O.C. 0.030" metal 1 @ 48. O.C. 1 @ 32. O.C. 1 @ 32" O.C. 114'x 1-1/2' lag 1/4" x 1-1/7' lag 3/8' x 1-1/2' lag Receiving channel to existing 1 @ 6' from each end 1 @ 4' from each end 1 @ 3' from each end wood beam, host structure, deck of component and of component and of component and or infill connections to wood 1 @ 30' O.C. 1 @ 18' O.C. 1 @ 21' O.C. Receiving channel to existing 114"x 1-314" Tapcon 114"x 1-1/2' Tapcon 3/8'x 1-1/2' Tapcon 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 component and of component and or infill connected to concrete. 1 @ 48- O.C. 1 @ 24. O.C. 1 @ 24' O.C. 1 @ 6' from each end 1 @ 4" from each 1 @ Y from each Roof Panel to top of wall of component end of component end of component 1@12-O.C. 1@8-O.C. 1@6"O.C. a. To wood 10x"1'+1-112' 910 x•r+1-12' 10 x't'+1-1/2" b. To 0.05" aluminum 10x•1'+12' 10 x't"+1/2' 10 x't'+1/2" Notes: 1. The anchor schedule above is for mean mof height of 0-20', enclosed structure, exposure "B", I = 1.0, maximum front wall projection from host structure of 16', with maximum overhang of 2', 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 for "C' exposure by 0.83. 4. Concrete is assumed to. be 2,500 psi @ 7 days minimum. For concrete strength other than 2,500 psi Consult the engineer. Reduce anchor spacing for 'C" exposure by 0.83. S. Tapcon or equal masonry anchor maybe used, allowable rating (not ultimate) must meet or exceed 411# for 1-1/2' embedment at minimum 5d spacing from Concrete edge to center of anchor. Roof anchors shall 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 I Maximum load area (Sq. FL) @ 120 M.P.H. wind load Diameter Anchor x Embedment 1 Number of 2 Anchors 3 4 114^ x 1" 264#/11 -SF 528#122 -SF I 792#133 -SF 1056#144 -SF 114" x 1-112" 396#117 -SF 792##33 -SF 1188#150 -SF 1584#166 -SF 1/4" x 2-112" 660#128 -SF 13209/55 -SF 1980#/83 -SF- 2640#/110SF 5116" x 1" 312#113 -SF 6249/26 -SF 936#139 -SF 1248N52 -SF 5/16" x 1-1/2" 468#120 -SF 936#139 -SF 1404#159 -SF 1872#!78 -SF 5116" x 2-112" 780#/33 -SF 15604165 -SF 2340#/98 -SF 3120/1/130SF 318" i 1^ 356#/15SF 7,12##30 -SF 1068#145 -SF 1424#/59SF. 316" x 1-112" - 534#122 -SF 10689/45 -SF 1602#/67 -SF 2136#/89 -SF 316" x 2-111^ 890##37 -SF 1780#!74 -SF 2670##111 -SF I 3560#/148 -SF Note: 1. Anchor must embed a minimum of 2' into the primary host WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH (fables Shown), multiply allowable loads and roof areas by the conversion WIND REGION Applied Load CONVERSION FACTOR 11d 100 26.6 1.01 1.03 110- 26.8 1.01 5.00 120 27.4 1.00 7d- 123 28.9 0.97 0.91 - 130 32.2 0.92 1 0.63 140-1 37.3 0.86. 140-2 37.3 0.86 1115042.8 0.80 factor. Allowable Load Coversion Factors for Edge Distances Less Than 9d Edge Distance Allowable Load Multipliers Tension Shear 12d 1.10. 127 11d 1.07 1.te. 10d 1.03 1.09' 9d 1.00 5.00 8d 0.98 0.90, 7d- 0.95 0.81,E 6d 0.91 - 0. 7,2 Scl 1 0.63 Note: L ) 1. The minimum distance from the edge of concrete to the center of the Concrete anchor and the spacing between ) anchors shall not be less than 9d where d is the anchor diameter. 2: Concrete screws are limited to 2' embedment by manufacturers... ) 3. Values listed are allowed loads with a safety factor of 4 applied. - - - 4. Products equal to yawl may be substituted. 5. -Anchors receiving loads perpendicular to the diameter are in tension. Anchors receiving loads parallel to the diameter are shear loads. - Example: Determine the number of concrete anchors required by dividing the _ uplift load by the anchor allowed load. L.J U y For a 2' x 6' beam with: spacing = T-0' O.C.; allowed span = 25'-9' (fable 7.1) -i W UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING M NUMBER OF ANCHORS =. (12(25.75') x 7'x 7#/ Sq. Ft.) / ALLOWED LOAD ON ANCHOR W NUMBER OF ANCHORS = 630.875#1300# = 2.102 p Z Therefore, use 2 anchors, one (1) on each side of upright. W N Table is based on Rawl Products' allowable loads for 2,500 p.s.i. Concrete. Q Q LL 08-12-2010 OF J Q D Z U o 20 Q JQ Z O DO fo o WC7O N (All} ~ D J ZLtd f 0 F 0 to 0- V W LU 06 (n 0 -1W0 ()f LL F- } O U W Z U o z o Q < < Q ~ co C U Z Z Z M W O Q ItLU0Z w Z c U) U Q z J O Q HQU Z u o Z U rnOZN 1)z J W rNi rm O LL Z v 2 ai dl LnLJ CO m LL W N LU) O tri C tea? r 00 C U r - h pzz Ow m m. W ro o m wIL N ,m m0 U > O C U c z LLi 0- W -W I a wW ~ W toZ_ Q zw W / Z J• W a, C W o a W uJWW o Z o Z N wm N w W ami UZ m ofa n y g m LL o O N ZO d o U) U m of C W v 0_ z m uJ M LL w o 1-- 1-- Do N D0 F d Z O O E >_ U > a a p m WCI CIO a W L W lX LU coO 1- O Z 0 N A 7- 10 Z fYw Z zw 9 zzZw 12 0 ROOF PANELS GENERAL NOTES AND SPECIFICATIONS: 1. Certain of the following structures are designed to be married to Site Built block, wood frame or DCA approved modular structures of adquate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live load shall be 30 PSF. 5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer 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 ata deflection limit of U180. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift 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 wa 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 sealent. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14. All aluminum extrusions shall meet the strength requirements of ASTM 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 Corobound Cold Galvanizing Primer and Finisher. 16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless steel grade 304 or 316, Ceramic coated double zinc coated or powder coated steel fasteners only fasteners that are warrantied as corrosive resistant shall be used, Unprotected steel fasteners shall not be used. ROOF 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 30'; 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 load of 10 PSF. The design wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped factor of 0.75. 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum live load. of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind Procedure for lass and modular rooms. loads are from ASCE 7 -OS Section 6:5 Analyticalo 9 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 Mono Sloped Attached Covers Enclosed Rooms 1= 0.87 for 90 to 100 MPH 1 = 0.87 for 90 to 100 MPH Roof Overs 1= 0.77 for 100 to 150 MPH 1= 0.77 for 100 to 150 MPH I=1.00 KCpi - 0.00 Zone 2 KCpi = 0.00 Zone 2 KCpi = 0.18 Zone 2 loads reduced by 25% 0.88 0.92 1.54 BasicWindi Effective Area Basic Wind Effective Area Basic Wind Effective I Pressure 50 2D 10 Pressure 50 20 10 Pressure 50 20 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 U) w INDUSTRY STANDARD ROOF PANELS 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = V-0" 0 12.00" I' 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2" = V-0" Tw 12.00" I' CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2" = V-0" ALUMINUM SKIN TABLES E.P.S. CORE Z d SIDE CONNECTIONS VARY LU (DO NOT AFFECT SPANS) K 48.00" All Rooms I = 1.00 KCpi = 0.18 Zone 3 Basic Wind Effective Area Minimum live load of 30 PSF controls in high vrind velocityzones. To convert from the Exposure "B" loads above to Exposure "C' or "D" see Table 7B on this page. Anchors for composite panel roof systems were computed on a load width of 10' and a maximum of 20' projection with a 2' overhang. Any greater load width shall be site specific. - COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2" = V-0" PRIMARY CONNECTION: 3) #_' SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER 910 x 1-1/2" S.M.S. (2) PER RAFTER OR TRUSS TAIL 10 x 3/4" S.M.S. @ 12" O.C. EXISTING FASCIA FOR MASONRY USE 1/4"x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAILS ROOF PANEL TO FASCIA DETAIL SCALE: 2" = V-0" ROOF PANEL TO WALL DETAIL 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) 0O ROOF PANEL x 1/2" S.M.S. (3) PER PAN ¢ BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED to SCREW HEADS ¢ Ww SCALE: 2" = V-0" w ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #_' x 1/2" LONG CORROSION -I RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR w SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN, PAN RIBS SHALL RECEIVE (1) u EACH #_' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH 0 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #_' x 9/16" TEK ZO SCREWS ARE ALLOWED ASA SUBSTITUTE FOR #_' SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. LL_ 100 -1231 130 140 1 151 ~ 8 1 #10 #12 #12 wU Exposure "B" to "C" Exposure B" to "D" Mean Roof Height' Load Conversion Factor Span Multiplier Bending Deflection Load Conversion Factor Span Multiplier Bending Deflection 0-15, 1.21 0.91 0.94 1.47 0.83 0.88 15'-20' 1.29 0.88 0.92 1.54 0.81 0.87 20' - 25' 1.34 0.86 0.91 1.60 0.79 O.86 25' - 30' 1.40 0.85 0.89 1.65 0.78 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 U) w INDUSTRY STANDARD ROOF PANELS 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = V-0" 0 12.00" I' 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2" = V-0" Tw 12.00" I' CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2" = V-0" ALUMINUM SKIN TABLES E.P.S. CORE Z d SIDE CONNECTIONS VARY LU (DO NOT AFFECT SPANS) K 48.00" All Rooms I = 1.00 KCpi = 0.18 Zone 3 Basic Wind Effective Area Minimum live load of 30 PSF controls in high vrind velocityzones. To convert from the Exposure "B" loads above to Exposure "C' or "D" see Table 7B on this page. Anchors for composite panel roof systems were computed on a load width of 10' and a maximum of 20' projection with a 2' overhang. Any greater load width shall be site specific. - COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2" = V-0" PRIMARY CONNECTION: 3) #_' SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER 910 x 1-1/2" S.M.S. (2) PER RAFTER OR TRUSS TAIL 10 x 3/4" S.M.S. @ 12" O.C. EXISTING FASCIA FOR MASONRY USE 1/4"x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAILS ROOF PANEL TO FASCIA DETAIL SCALE: 2" = V-0" ROOF PANEL TO WALL DETAIL 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) 0O ROOF PANEL x 1/2" S.M.S. (3) PER PAN ¢ BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED to SCREW HEADS ¢ Ww SCALE: 2" = V-0" w ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #_' x 1/2" LONG CORROSION -I RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR w SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN, PAN RIBS SHALL RECEIVE (1) u EACH #_' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH 0 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #_' x 9/16" TEK ZO SCREWS ARE ALLOWED ASA SUBSTITUTE FOR #_' SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. LL_ 100 -1231 130 140 1 151 ~ 8 1 #10 #12 #12 wU INSTALLATION INSTRUCTIONS: O A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. 0 o d 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.` C)' Z u C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED w TOP AND BOTTOM (SEE DETAIL ABOVE) Z D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM w - Q SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. 0 EXISTING TRUSS OR RAFTER 08-12-2010 6" x T x 6" 0.024" MIN. BREAK LLI 06 ZZ E m FORMED FLASHING LL 5W°6 O Zz LL U Z W g 0 PAN ROOF PANEL W0 v oa Z U W LL 0 O 2) #10 x 1-1/2" S.M.S. OR z WOOD SCREW PER RAFTER Z a n 0 O OR TRUSS TAIL UJ J : m w W W Z L' Z W ALTERNATE: r y 10 x 3/4" S.M.S. OR WOOD n 0- W n W za- SCREW SPACED12" O.C. @ oo_ o00 N EXISTING FASCIACL o LL n k Z "2 m0 POST AND BEAM (PER O J0 TABLES) wC7 6 J O. LLw o m Ww n U C UO uJ N Z) ro - U.1 r m Cra K 7 N oo L W x Z! ALTERNATE MOBILE HOME FLASHING 7 uJ FOR FOURTH WALL CONSTRUCTION w CL m C U a oy F J PAN ROOF PANELS SCALE: 2" = V-0" lL•J INSTALLATION INSTRUCTIONS: O A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. 0 W o d 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.` C)' Z u C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED w TOP AND BOTTOM (SEE DETAIL ABOVE) o Z D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM w - Q SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. O L 08-12-2010 J.. Z 0. .. WW' . ZSHEET 0 U) Q o d Z (1) Wp w wQ Z 12 0 o 0 Z0 p U 0 N Wm V LL a- ~ NW J (n U c W LLI 06 ZZ E m z ofZ U) o0 5W°6 O fn rnj LL U Z W g 0 z U.< Q v oa U W LL 0 6-Q W 0 m w L UJ J : m w W W Z L' Z W r n 0- W n W LL F- oo_ J O Q Q N 0 H LL n k Z "2 LU uJZ LL J0 W cd m X o W LL 6 J O. z o m Ww n U C UO N Z) ro - O m Cra K 7 N oo L W x Z! W 5 OJm O t 0 W caOm C U a oy F J FO J SEAL:-' 0. .. WW' . ZSHEET Z 10,, w z Z 12 w OF 0 EXISTING TRUSS OR RAFTER — 10 x 1-1/2" S.M.S. OR WOOD WOOD SCREW (2) PER — RAFTER OR TRUSS TAIL 10 X 3/4" S.M.S. OR WOOD _ SCREW SPACED @ 17' O.C. 8 x 1/2"S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS EXISTING TRUSS OR RAFTER ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 2"= l'-0" #14 x 1/2" WAFER HEADED WOOD FRAME; MASONRY OR S.M.S. SPACED @ 12" O.C. OTHER CONSTRUCTION FOR MASONRY USE:. . 2)1/4"x 1-1/4" MASONRY .. ANCHOR OR EQUAL @ 12" O.C.:.::::::: FOR WOOD USE: 14 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. i... f FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 2"= l'-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: 100-123 130 1 140 150 8 #10 #12 #12 EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL 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 LL0WF a0 1-1/2" x 118"x 11-1/2" PLATE OF HOST STRUCTURE 6063 T-5, 3003 H-14 OR 5052 H-32 HEADER NEW 2X—FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL SCALE: 2" =1'-0" REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE 8 x 1/2" S.M.S. SPACED j @ 8" O.C. BOTH SIDES EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE 10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" = V-0" 2) #10 x 1-1/2" S.M.S. OR STRIP SEALANT BETWEEN 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. WOOD SCREW PER RAFTER FASCIA AND HEADER z OR TRUSS TAIL 1!2" SHEET ROCK FASTEN TO 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. ALTERNATE: PANEL W/ 1" FINE THREAD E7SYSTEM 10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. SHEET ROCK SCREWS @ 16" EXISTING FASCIA TABLES) FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED D" EXPOSURE. 8.x 1/2" ALL PURPOSE SCREW @ 12" O.C. BREAKFORM FLASHING 6" 10" 3" COMPOSITE ROOF PANEL SEE SPAN TABLE) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" = l'-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.) Z BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1 - MIN ' MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 8 x 3/4" SCREWS @ 16" O.C. 8 x 1/2" SCREWS @ EACH RIB ROOF PANEL THE EDGE OF FLASHING ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS o J SCALE: 2" = 1'-0" Ja NOTES: STRIP SEALANT BETWEEN 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. SCREW x ('t' + 1/2•') W/ FASCIA AND HEADER z 1-1/4" FENDER WASHER 1!2" SHEET ROCK FASTEN TO 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. wf PANEL W/ 1" FINE THREAD E7SYSTEMPOSTANDBEAM (PER SHEET ROCK SCREWS @ 16" WHEN SEPARATION BETWEEN TABLES) O.C. EACH WAY DRIP EDGE AND PANEL IS DROP. FASTENING SCREW SHOULD LESS THAN 3/4" THE FLASHING z BE A MIN. OF 1" BACK FROM SHOWN IS REQUIRED ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" = l'-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.) Z BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1 - MIN ' MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 8 x 3/4" SCREWS @ 16" O.C. 8 x 1/2" SCREWS @ EACH RIB ROOF PANEL THE EDGE OF FLASHING ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS o J SCALE: 2" = 1'-0" Ja NOTES: c 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. za 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL. z 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. F 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. wf 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE w INSTALLED. J 6. IF THE DROP FROM THE'EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS Q MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS L LL DROP. O 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" z 03MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE O FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. a O 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" u SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. w wZ a - ti _ aL 1-1/2" x 1/8"x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 8 x 1/2" S.M.S. @ 8" O.C. HEADER (SEE NOTE BELOW) EXISTING HOST STRUCTURE: FOR MASONRY USE WOOD FRAME, MASONRY OR 1/4"x 1-1/4" MASONRY OTHER CONSTRUCTION ANCHOR OR EQUAL @ 24" O.C.FOR WOOD USE 10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12 O.C. ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 2" = 1'-0 ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION J Q Z (n CQ 2 J C o Q W J 0 0 Z O W '6 W Q' C) Z Z U } O 0 LUJ Q Z co Z 0- W Li W 20 elf J a o n N nkZ J W rN N LL uj W Z c m U W O LL n J 12) C ~ LL C w C5 _a UJ n x L x0 D d m U > O # Loor U c N.. 0 ad J • ui CL z z m ujU zw LL0 zO U) w z Lu H O2 ILa z_ wO ujJ O2 z OwU 0O aLu Lu O- 0Oz 0 0 N 0r/ ILIL O . SCREWS @12"(1c.. W. ]trtjG g LU% zvU' SEAL ( ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2"= 1'-0" COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH 8 x (d+1%2") LONG CORROSION RESISTANT S.M.S. JLi U 0 K za z w O z a HOST STRUCTURE TRUSS OR LL O oJW RAFTER I' z C) z BREAK FORMED METAL SAME o N THICKNESS AS PAN (MIN.) Z EXTEND UNDER DRIP EDGE 1" O MIN. ANCHOR TO FAS61AAND W w RISER OF PAN AS SHOWN O 071- m 08-12-2010 1" FASCIA (MIN.) k j 10 x 1-1/2" S.M.S. @ 16" O.C. N 0.040" ANGLE W/ #8 x 1/2" a jrS.M.S. @ 4" O.C. 00LLLL COMPOSITE ROOF PANEL o w' Q w a i:{:i:r:(i:::f':..'. an ..0 w Z LL f' WLLI' HEADER (SEE NOTE BELOW '' u') w Q 8 x (d+1/2) M S b 8"o. S.M.S, ILu I FOR MASONRY USE 0 '0 ;" w, 1/4" x 1-1/4 MASON82Y LL _j ANCHOR OR EQUAL I •, Q t' @ 24" O.C.FOR WOOD U[ ~' 10 x 1-1/2" S -M SOR WOO m J Q Z (n CQ 2 J C o Q W J 0 0 Z O W '6 W Q' C) Z Z U } O 0 LUJ Q Z co Z 0- W Li W 20 elf J a o n N nkZ J W rN N LL uj W Z c m U W O LL n J 12) C ~ LL C w C5 _a UJ n x L x0 D d m U > O # Loor U c N.. 0 ad J • ui CL z z m ujU zw LL0 zO U) w z Lu H O2 ILa z_ wO ujJ O2 z OwU 0O aLu Lu O- 0Oz 0 0 N 0r/ ILIL O . SCREWS @12"(1c.. W. ]trtjG g LU% zvU' SEAL ( ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2"= 1'-0" COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH 8 x (d+1%2") LONG CORROSION RESISTANT S.M.S. JLi KW w SHEET z O oJW C) z wy 10B w u Q w 12 m 08-12-2010 OF CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF SPAN PER TABLES) 8 x 1/2" WASHER HEADED CORROSIVE RESISTANT SCREWS @ 870.C. ALUMINUM FLASHING Z2LUMBER BLOCKING TO FIT PLYWOOD I OSB BRIDGE FILLER COMPOSITE ROOF: 8 x "t" +1l2" LAG SCREWS W/ 1-1/4"0 FENDER WASHERS @ 8" O.C. THRU PANEL INTO 2 x 2 COMPOSITE PANEL 1"x 2" OR 1"x 3"FASTENED TO PANEL W/ (2) 1/4" x 3" LAG SCREWS W/ WASHERS FOR 140 & 150 MPH USE 2) 3/8" x 3" LAG SCREWS W/ WASHERS POST SIZE PER TABLES BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF 12 Q 6 SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4"= l'-0" 11 w II zO w 0 a igi/vr e EXISTING TRUSSES OR RAFTERS V/IrA III 111 B \ I' " \ II V HOST STRUCTURE FASCIA OF HOST STRUCTURE 2" x _ RIDGE OR ROOF BEAM SEE TABLES) SCREEN OR GLASS ROOM WALL (SEE TABLES) PROVIDE SUPPORTS AS REQUIRED W !VARIES ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB SCREEN OR SOLID WALL ROOM VALLEY CONNECTION PLAN VIEW SCALE: 118"= V-0" 30# FELT UNDERLAYMENT W/ - 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT 0.024" FLASHING UNDER AGAINST EXISTING ROOF EXISTING AND NEW SHINGLESFASTENERS PER TABLE 313-8 MIN. 1-1/2" PENETRATIONLill— 2 x 4 RIDGE RAKE RUNNER TRIM TO FIT ROOF MIN. 1" @ INSIDE FACE FASTEN W/ (2) #8 x 3" DECK EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS RIDGE BEAM - 2" x 6' FOLLOWS ROOF SLOPE A - A - SECTION VIEW SCALE:.. 1/2"= l'-0" B - B - ELEVATION VIEW SCALE: 112"= V-0" ATTACH TO ROOF W/ RECEIVING CHANNEL AND 8) #10 x .1' DECK_ SCREWS AND (8) #10.x 3/4" S.M.S. RIDGE BEAM 2" x 6" EXISTING 1/2" OR 7/16" SHEATHING I B - B - PLAN VIEW SCALE: 1/2"= V-0" POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U -CLIP W/ (4) 1/4" x 1-1/2" LAG SCREWS AND (2) 1/4"x 4" THROUGH BOLTS TYPICAL) TRUSSES OR RAFTERS 2) 1/4"x 4" LAG SCREWS AND WASHERS EACH SIDE POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U -CLIP W/ (4) 1/4" x 1-1/2" LAG SCREWS AND (2) 1/4"x 4" THROUGH BOLTS TYPICAL) RISER PANEL ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0" OR LESS PAN TO WOOD FRAME DETAIL SCALE' 9"= V -n" 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" I ALL LUMBER #2 GRADE OR 2" X 2" x 0.044" HOLLOW EXT. 5/16"0 x 4" LONG (MIN.) LAG OPTIONAL) DOUBLE PLATE SCREW FOR 1-1/2" FOR NON -SPLICED PLATE EMBEDMENT (MIN.) INTO WALLS 18'-0" OR LESS RAFTER OR TRUSS TAIL N 0LL CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL ALUMINUM USE.TRUFAST HD x ("t"+ 3/4") AT 8" Z O.C. FOR UP TO 130 MPH WIND SPEED "D" w EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. zO WEDGE ROOF CONNECTION DETAIL SCALE: 2" = l'-0" HEADS COMPOSITE PANEL 1"x 2" OR 1"x 3"FASTENED TO PANEL W/ (2) 1/4" x 3" LAG SCREWS W/ WASHERS FOR 140 & 150 MPH USE 2) 3/8" x 3" LAG SCREWS W/ WASHERS POST SIZE PER TABLES BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF 12 Q 6 SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4"= l'-0" 11 w II zO w 0 a igi/vr e EXISTING TRUSSES OR RAFTERS V/IrA III 111 B \ I' " \ II V HOST STRUCTURE FASCIA OF HOST STRUCTURE 2" x _ RIDGE OR ROOF BEAM SEE TABLES) SCREEN OR GLASS ROOM WALL (SEE TABLES) PROVIDE SUPPORTS AS REQUIRED W !VARIES ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB SCREEN OR SOLID WALL ROOM VALLEY CONNECTION PLAN VIEW SCALE: 118"= V-0" 30# FELT UNDERLAYMENT W/ - 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT 0.024" FLASHING UNDER AGAINST EXISTING ROOF EXISTING AND NEW SHINGLESFASTENERS PER TABLE 313-8 MIN. 1-1/2" PENETRATIONLill— 2 x 4 RIDGE RAKE RUNNER TRIM TO FIT ROOF MIN. 1" @ INSIDE FACE FASTEN W/ (2) #8 x 3" DECK EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS RIDGE BEAM - 2" x 6' FOLLOWS ROOF SLOPE A - A - SECTION VIEW SCALE:.. 1/2"= l'-0" B - B - ELEVATION VIEW SCALE: 112"= V-0" ATTACH TO ROOF W/ RECEIVING CHANNEL AND 8) #10 x .1' DECK_ SCREWS AND (8) #10.x 3/4" S.M.S. RIDGE BEAM 2" x 6" EXISTING 1/2" OR 7/16" SHEATHING I B - B - PLAN VIEW SCALE: 1/2"= V-0" POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U -CLIP W/ (4) 1/4" x 1-1/2" LAG SCREWS AND (2) 1/4"x 4" THROUGH BOLTS TYPICAL) TRUSSES OR RAFTERS 2) 1/4"x 4" LAG SCREWS AND WASHERS EACH SIDE POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050" ALUMINUM U -CLIP W/ (4) 1/4" x 1-1/2" LAG SCREWS AND (2) 1/4"x 4" THROUGH BOLTS TYPICAL) RISER PANEL ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0" OR LESS PAN TO WOOD FRAME DETAIL SCALE' 9"= V -n" 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" I ALL LUMBER #2 GRADE OR U 0 BETTER z OPTIONAL) DOUBLE PLATE a FOR NON -SPLICED PLATE zO WALLS 18'-0" OR LESS H 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 a m F UNTREATED OR PRESSURE wf TREATED W/ VAPOR BARRIER w awLLO z O Q U COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2"= V-0" w PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER 10 x 2" S.M.S. @ 12" O.C. EXISTING FASCIA SEALANT SUPER OR EXTRUDED GUTTER U 0 EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 z SCALE: 2"= 1'-0" a EXISTING FASCIA PLACE SUPER OR EXTRUDED zO TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE H N 0LL 3" PAN ROOF PANEL v MIN. SLOPE 1/4": 1') Z w w 3) #8 x 3/4" S.M.S. PER PAN W/ 3/4" ALUMINUM PAN WASHER zO CAULK EXPOSED SCREW z HEADS 0 0 ONLY Z X w U SEALANT 1/4" x 8" LAG SCREW(1)PER a' Nwz TRUSS I RAFTER TAIL AND a 1/4":x 5" LAG SCREW MID WAY 00, BETWEEN RAFTER TAILS w a 0 W JOSUPEROREXTRUDEDGUTTERa EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 m o SCALE: 2"= 1'-0" O EXISTING FASCIA PLACE SUPER OR EXTRUDED z aEXISTINGTRUSSORRAFTER GUTTER BEHIND DRIP EDGE w J , Q S O J_ OQ g O w J 0 0 Z OF- W °d W U Z O L) % U J Q Q Z a_ g w LL W Z O D J Q cCO r N Z LL it EW c'm oU D. w O LL a J D O m C~ a C U M roN :3 o m 0 n LLI xo m U >o# C V a o Lnm J ( ~ c a Lu 0 N c m Em C. a rn 0 n m00U v m 0 0N SEALANT 10 x 2" S.M.S. @ 12" O.C. 1/2" 0 SCH'. 40 P YC FERRULE z O, . J w n, , o o i SEALANT N 0LL 1) # 8 x 3/4" PER PAN RIB w a0 CAULK EXPOSED SCREW, o C7 ONLY HEADS \ X w ZO1O Ow SEAL EXTRUDED OR 3" PAN ROOF PANEL MIN. SLOPE 1/4": 1') a 0 W w zSHEET 1/4" x 8" LAG SCREW (1) PER SUPER GUTTER w O TRUSS / RAFTER TAIL AND 3" HEADER EXTRUSION J 1/4"x 5" LAG SCREW MID WAY FASTEN TO PANEL W/(3) w H w BETWEEN RAFTER TAILS 8 x 1/2" S.M.S. EACH PANEL o z 1 O C UTSUPEROREXTRUDEDGTER z EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 rK LL 12 m SCALE: 2'= l'-0" 08-12-2010 OF BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER SEALANT 10 x 2" S.M.S. @ 24" O.C. 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL EXISTING FASCIA SEALANT 10 x 4" S.M.S. W/ 1-1/2"0 FENDER WASHER @ 12" O.0 CAULK SCREW HEADS & WASHERS CAULK EXPOSED SCREW HEADS 3" COMPOSITE ROOF PANEL MIN. SLOPE 1/4": 1') 1/2"0 SCH. 40 PVC FERRULE EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2"= l'-0" OPTION 1: CAULK 2"x _ x 0.050" STRAP @ EACH 2" x 2"x 0.06"x BEAM DEPTH + 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: 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL IN 1/2"0 i.:r ......................... SCH. 40 PVC FERRULE rSOFFIT SEALANT COMPOSITE ROOF SUPER OR 3" COMPOSITE ROOF PANEL 10 x 2" S.M.S. @ 24" O.C. MIN. SLOPE 1/4": 1') GUTTER. EXTRUDED OR qq 3" HEADER EXTRUSION EXISTING TRUSS OR RAFTER SUPER GUTTER FASTEN TO PANEL W/ x 1/2" S.M.S. EACH SIDE EXISTING. FASCIA @ 12" O.C. AND FASTEN TO@ SEALANT GUTTER W/ LAG BOLT AS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2" = 1'-0" ALTERNATE 3/4"0 HOLE GUTTER PAN ROOF FASCIA COVERS PAN & SEAM OF PAN & ROOF 3/8" x 3-112" LOUVER VENTS OR 314"0 WATER RELIEF HOLES REQUIRED FOR 2-1/2" 3" RISER PANS GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8"x 4" LOUVER @ 12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-1/2" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2" = l'-0" FLASHING 0.024" OR 26 GA. GALV. GUTTER BRACE @ 2'-0" O/C CAULK 2" x 2"x 0.06"x BEAM DEPTH + SLOPE 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 i.:r ......................... EACH SIDErSOFFITCOMPOSITEROOF SUPER OR HEADER EXTRUDED GUTTER. CAULK 2" x 9" BEAM 2) #10 x 1/2" S.M.S. @ 16" O/C 2" 0 HOLE EACH END FOR FROM GUTTER TO BEAM WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2"= V-0" RECEIVING CHANNEL OVER BEAM ANGLE PROVIDE 0.060" SPACER @ RECEIVING CHANNEL ANCHOR POINTS (2) 10 x 2-1/2" S.M.S. @ RAFTER TAILS OR @ 2" O.C. MAX. W/ 2"x 6" SUB FASCIA 2"x 6" S.M.B. W/ (4) #10 S.M.S. @ EACH ANGLE EACH SIDE NOTCH ANGLE OPTIONAL MUST REMAIN FOR ANGLE STRENGTH CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) SCALE: 2" = l'-0" PAN ROOF ANCHORING DETAILS RIDGE CAP SEALANT PAN HEADER (BREAK 0J io yJ F 2 J o z U) v A2 cf) Eo J o Z N B of WYJclcm z E Z O m jcc0 n W °d W rn @' U Z o J Z = O V cl O o DJ U Q Z m a Z < E W LL m 7 W O v U o C U LL t` 0 J N Q It 10 FORMED OR EXT.) z 8 x 9/16" TEK SCREWS @ w cp19 PAN RIBS EACH SIDE HEADERS AND PANELS ON (D - n BOTH SIDES OF BEAM FOR z Urn CAULK ALL EXPOSED SCREW _ GABLED APPLICATION y ? HEADS & WASHERS OJ Lu z 2 LL i£ 8 x 1/2" S.M.S. (3) PER PAN k j W Z m m o- AND (1) AT PAN RISER w m O a ALTERNATE CONNECTION: a PAN OR COMPOSITE ROOF a (D Cc o 8 x 1-1/4" SCREWS (3) PER PANEL a mc ::) a ? PAN INTO BEAM THROUGH Ow U BOXED END OF PAN AND #8 x 1/2" S.M-S. (3) PER PAN o W m or o n a HEADER ALONG PAN BOTTOM Q C,3 N r d m 0 I ROOF PANEL TO BEAM DETAIL m 0 m J m A F, B --K WHEN FASTENING TO SCALE: 2'= T-0" z C d ALUMINUM USE TRUFAST HD x C9 m0) t" + 3/4") AT 8" O.C. FOR UP TO !+! 130 MPH WINO SPEED FOR PAN ROOFS cu 3) EACH #8 x 1/2 LONG S.A4.e 0!,' J A = WIDTH REQ. FOR GUTTER EXPOSURE "D"; 6" O.C. FOR z ! PER 12; PANELS:/3/4" d ABOVE 130 MPH AND UP TO ALUMINUM PA ,WASHEF L_iB = OVERHANG DIMENSION O w — 150 MPH WIND SPEED u! 2 - EXPOSURE "D" Elf viLZ4:7 G- w BEAM TO WALL CONNECTION: CAULK ALL EXPOSED SCREW f. t i c d 2) 2"x 2"x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 318'x 2" HEADS & WASHERS ROOF PANE1i m LAG SCREWS PER SIDE OR (2) 1/4"x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY - - v m PER TABLES ..cGTION 7) .o q. WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" FOR COMPOSITE ROOFS: 7 (7 o AUG y O 10 x (t + 1!2^) S.M.S. W/ SUPPORTING BEAM A 1 z2D D 1-114"0 FENDER WASHERSSEAL D ALTERNATE) (1) 1-314"x 1-3/4"x 1-3/4"x 1/8" INTERNAL U -CLIP ATTACHED TO WOOD WALL WI MIN. (3) @ 12" O.C. (LENGTH = ( PER TABLES) C0 ww 3/8"x 2" LAG SCREWS PER SIDE OR (3) 1/4"x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR PANEL THICKNESS + 1") w SHEET Z MASONRY WALL ADD (1) ANCHOR PER SIDEFOR EACH INCH OF BEAM DEPTH LARGER THAN 3" @ ROOF BEARING ELEMENT U) 0 SHOWN) AND 24" O.C. @ - ¢ x zw NON-BEARING ELEMENT (SIDE m WALLS) w y 10D z CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL ROOF PANEL TO BEAM FASTENING DETAIL ¢ LL w SCALE: 2" = 1'-0" SCALE -02" = 1'" w_ 12 m 08-12-2010 OF 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 (TYP.) 8 x 9/16" TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM (al POST DETAIL SCALE: 2" = V-0" 0.024"X 12" ALUMINUM BRK MTL RIDGE CAP m" ` FANELNING OF COMPOSITE VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 2" x SELF MATING BEAM 5 REBAR IMBEDDED IN TOP OF CONCRETE COLUMN (BY OTHERS) SEALANT 8 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 1/8" WELDED PLATE SADDLE W/ (2) 1/4" THRU-BOLTS WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("t"+ 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 (cD_ CONCRETE POST DETAIL SCALE: 2"= 1'-0" TYPICAL INSULATED PANEL SCALE: 2" =1'-0" NOTES: 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER 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) #8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS. NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 128 FOR H-28 METAL & 1.20 FOR H-14 OR H-25 METAL. COVERED AREA TAB AREA 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2:12 SUBSEQUENT ROWS STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'. APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 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. j ul COVERED AREA TAB AREA W/ 1" ROOFING 0 NAILS INSTALLED PER o MANUFACTURERS SPECIFICATION FOR NUMBER 0 AND LOCATION 0 MIN. ROOF SLOPE 2-1/2:12 0 0 0 SUBSEQUENT ROWS o 3/8" TO 1/2" ADHESIVE BEAD FORA 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 2-112:12 AND GREATER 1. INSTALL PRO -FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 2 CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 3. SEAL ALL SEAMS WITH BASF DEGASEAL TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL. 4. APPLY 3/8"0 BEAD OF BASF DEGASEAL- 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL 7116" 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. 0OJJ m U) J uj f J Lu 0 0O zO Q U mLuU 0zQ zO Q U LL zz 0 O Nz 00ZUm i w zw ale rl OOLL o W Q wa m0 O H K 0wZLL www, ZN Z J Lu CL OwwLLJ, O mtQ J a D Z U) Q 2 J_ 20 OQ 0 W W J 0 ZO i- W 06 W U Z O U } U J Q Q Z 0- g w I1 W C) J Q J W W F U 0w wy ma 08-12-2010 OF iu']a 12 ui a 0 0 N a OK0 0z 0 m z zw LLJz m L u Tj ul SEAL w SHEET J W W F U 0w wy ma 08-12-2010 OF iu']a 12 ui a 0 0 N a OK0 0z 0 m z zw LLJz m L a Table 7.1.1 Allowable Spans and Design /Applied Loads' (hVSFj for Industry Standard Riser Panels for Various Loads Table 7.1.2 Allowable Spans and Design /Applied Loads' (#ISF) for Industry Standard Riser Panels for Various Loads Note: Total roof panel width = room width + wall width +overhang. 'Design or applied load based on the effective area of the panel. Table 7.1.3 Allowable Spans and Design /Applied Loads' (#/SF) Table 7.1.5 Allowable Spans and Design / Applied Loads' (#/SF) Z. for Industry Standard Cleated Panels for Various Loads W Note: Total roof panel width = room width +wall width +overhang. 'Design or applied load based on the affective area of the panel Table 7.1.4 Allowable Spans and Design / Applied Loads' (#/SF) 1. for Industry Standard Riser Panels for Various Loads Note: Total roof panel width =room width +wall width +overhang. 'Design or applied bad based on the affective area of the panel 0O F 4 < a Open StructuresScreen Rooms Glass 8 Modular Rooms Overhang Wind MonoSlo ed Roof 8 Attached Covers Enclosed Cantilever - Zone 1- 3 4 182 3 4 182 3 4 All J MPH s anlfoad' s an/load' s an/load' s anlload' s an/I ad' spa s -load' s aNload' spa Roots W 100 111-1 116 1 13'-9' 113. 15-0` 13 9'-5' 23 12'-1' 20 .12'-0" 20 B'-11- 27 11'-6` 27 11'A' 23 3'-0' 45 ? p d 110 t('-11' 17 13'-6' 14 13'-9` 14 9'-2` 25 11'-9' '21 12'-0' 21 8'-5' 32 10'-10' 32 11'-1' 32 3'-5' S5 F 120 -9'-10' 20 12'-7' 17 17-11' 17 8'S' 30 11'-1' 30 11'-4` 30 .7'-11 39- 9'-10' 39 10'-4- 39 T-3' 65 Z f¢) C) - F- W Lu 123 9'-0' 21 12'-5' 17 - 12'-8" 17 8'-6' 32 10'-11' 32 11'-1` 32, T-10" 41 9'A` 41 '-10' 47 3'-2' 69 0 Q C Q o Z 130 _9'-3' 23 20 8--3- 35 10'-6' 35 - 10'-9' 35 T-6' 45 9'-3' 45 9'S' 45 3'-7` 77 J O Q c W140-1 8'-11' 27 11'S' 27 11'-e' 23 7'-9' 40 9'-" 40 10'-3" 40 TS- 45 9'-3' 45 9'-0' 45 2'-17' 89 ¢ J N m740-2 8'-17' 27 11'-6' 27 11'-8' 23 T-9'. 40 9'-T 40 10'-3 40 T-2' S9 8'-10' S3 9-0' S3 2'-11' 89 Z 150 8'-5' 32 10-11' 32 17-7 32 T-6^ 46 9'-3" 46 . 9'-5' 46 b'-10' 68 8'-5` fi0 B -T 60 2'-10' 102 ro Vr y ulLLJ lote: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel Y J J W m UZ F¢- 0 z W ED a W LU Q a 5o6oJ J LU C -6 Q 0Wo O. fY U Z o O W J Z Q = 0f- } Q a 0 ? U tozUWo Q JU) Ww U) v a - Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design /Applied Loads' (#ISF) LL Is LU Q In WKDWQ L) Z U J `o. 3 0 nLL W z Cn Q 1• S D o ~ z J N O Q UOH = N 2 3 F o (O a¢ zO Z N 0zJLUnAW O LL J Z Z w u O WE 7 2 c m 30 g 11 W n Z to 0O EL t01- W 0 C d -q j 00 C U n O W a) O0U) o O O W m m m a a ul W -ax aLuo a) m - m O p.. U> 0, m O E W C U o / 0 Z LL a' - O IYl of co c Z 1L y J Z¢ W o LUJ G Z. N Vj rn O tu .IW ::1 4 0 m1 W ¢ 00K0 W 0 C7 YID z n SEAL a¢ 0 W SHEET z J W z 1OF z z WLL m12 08-12-2010 OF Q MANUFACTURERS PROPRIETARY PRODUCTS SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE O v M 48., 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note: ELITE ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL Florida approved test lab & analyzed by SCALE: 2" = V-0" Lawrence E. Bennett & L1180 Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 - Note: Total roof panel width = room width +wall width + overhang. 'Design or applied load based on the affective area of the panel Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 U z O +4 J r.q W Ua It j Q w o a Z U) U) 'v IoaWW 2 O U o Z a Z O p N m tD f \r of O y ul LLI W z J m w W N > Z a LL o O aJ C z 0 U Cr o 0 Z U 0 O F— ¢ I ` W v a - Z w E . W m G WWZ H Z U) W t- _ F - Z J N F O Q a = U >~ LL_ > F- F o a CD zZ Urn Z N of Z J V O O LL W LL O j W 6m o f t1Wmz O n L K o ° W C ] Q- 0 r U O0W a) O w m Nt OK a Wx W0. jl m01.2 U > O OCUco KWW U. O C4 W W J ZQ o OW N j W a W yOWLLJ 6 0 / D cc d 0 W Z W an SEAL tL W O SHEET WZ rn 0 ai Z oN10G z V) U LL W 08-12-2010 OF 12 Q co Df O V MANUFACTURERS PROPRIETARY PRODUCTS SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE x 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 Note: ELITE ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL Florida approved test lab & analyzed by SCALE: 2" = V-0" Lawrence E. Bennett & U180 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 1 Applied Loads' (#ISF) Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 Note: Total roof panel width = room width +wall width + overhang. 'Design or applied load based on the affective area. of the panel Note: Total roof panel width = room width + wall width + overhang. *Design or applied load based on the affective area of the panel vz 0 a o a r^ a • v II J Q 2 W o a r Z to rn w K O E O U oo Z a Z p p N m c ur 0 Q r ui E z W J m W i Z n W w 06 Qa on LL U LL g 0 a _I O z LLo U o 0 Z U v o rY QF' v au IZ U) m Lu LL IW W v U Z cZ WU) ' W o G r _ a oCD Z J Q O Q =_ LL_ > Z H 2 LL r Z Z 0 qt Z N n Y u) Z J O LLI W Z O Z LL k U. a W LL m Z 0 n CL K o ° W OfC Z) tL v 0 o O C 0 us 0 O.W a) > o m Z- 0 m tY o a tr a U' in N co L W a tll_-aoE Y a s.m0 Jm a m 4) 0 U > p m tY C U a o H0 W v L H m ZnK tUw m W . Z Q o OW N Z JW6 1y a .. W / O 0 C7 c, W Z co SEAL - W a W Lu SHEET z J Wa2 Z UJ Lu 0 uj Q W wLL 12 m 08-12-2010 OF Q z 2.00".. I 2.00" * { 2.00" I I I A = 0.423in.' A = 0.868in.' Ix= ' 2-303 in. 1 0.043" o Ix = 0.233 in.'m 0 Sx = 0.233 in? o Sx = 1.142 in.' a 6061 - T6 e 6061 - T6 co _ zE NOMINAL THICKNESS: 1 2" x 2" x 0.043" HOLLOW SECTION 0-045" WEB, 0-044" FLANGE C SCALE 2" = 1'-0" m A = 1.880 in.' o A = 1.071 in.' STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O-C. Ix = 17.315 in.' o Ix = 2.750 in. TOP AND BOTTOM OF EACH BEAM v F Sx = 4.312 in? Sx = 1.096 in? 2" x 4" x 0.045" x 0.043" 6061 - T6 6061 - T6 2.00" * SELF MATING SECTION NOMINAL THICKNESS: I I NOMINAL THICKNESS: I I SCALE 2" = 1'-0" Ll 0.045" WEB, 0.044" FLANGEIK 5.00" -KIK 0.070" TYPICAL i A = 0.580 in? STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. 0o Ix = 0.683 in.' TOP AND BOTTOM OF EACH BEAM t ' 0.045" M 5" EXTRUDED GUTTER II Sk = 0-453 in?2.00" *2.00" * 2" x 8" x 0.070" x 0.112" SCALE 2"= 1'-0" k 6061 -T6 I I SELF MATING SECTION 2" x 3" x 0.044" HOLLOW SECTION A = 1.049 in? SCALE 2" = 1'-0" J SCALE 2"= t'-0" Q o wIx = 4.206 in.' ._ o .. 4 Sx = 1.672 in.' Z U) 6061 - T6 0 0 z NOMINAL THICKNESS: * 2.00" * Z W z 2.00" 0.050" WEB, 0.058" FLANGE I I Ur Q' m J 0f c ui m STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. 0 >_W E w TOP AND BOTTOM OF EACH BEAM J 0 Z D_ a v o A = 0.745 in.' 2" x 5" x 0.050" x 0.058"fn'a Ix = 1.537 in.' o W ° rn Sx = 0.765 in o.oso" SELF MATING SECTION U o 0 0SCALE2" = 1'-0" o w J Ll 6061 - T6 a H} Q m z A= 1.972 in? w(,) Q• W o O 2" x 4" x 0.050" HOLLOW SECTION Ix = 21.673 in2 U UJ 0 U) SCALE 2" = 1'-0" Sx = 4-800 in? JQ ¢ c 0v_ w2.00" * 6061 T6 w N Z n, NOMINAL THICKNESS: W LU 0 ? LLM w 0.070" WEB, 0.102" FLANGE zZ_ o k 2.00" * RAISED EXTERNAL IDENTIFICATION MARK TM' U I I STITCH W/ (1) #10x3;4" S-D.S. HEX HEAD @ 12" O.C. ¢ 2 U) A = 1.187 in' TOP AND BOTTOM OF EACH BEAM FOR IDENTIFICATION'OF EAGLE 6061 2 o z o Ix = 6.686 in ^ ALLOY PRODUCTS F J N 2" x 9" x 0.070" x 0.102" QMSx = 2.217 in? SCALE 2" = 1" w o _ 6061 -T6 SELF MATING SECTION 0 0 A = 1-005 in.' SCALE 2" = t'-0" z NOMINAL THICKNESS:It 0.060" Ix = 3.179 in.• ¢It0.050" WEB, 0.060" FLANGE 0 Sx = 1.268 in' 0 6061 - T6 STITCH W/ (1) #10x3/4" S-D.S. HEX HEAD @ 12" O.C. ¢ O rn o- TOP AND BOTTOM OF EACH BEAM U ? N m z 2" x 5" x 0.060" HOLLOW SECTION 2.00"rr SCALE 2' = 1'-0" 2" x 6" x 0.050" x 0.060" EAGLE 6061 ALLOY IDENTIFIERTM' INSTRUCTIONS z m L z LL =it Ow SELF MATING SECTION FOR PERMIT PURPOSES 2 W c & E0 0 SCALE 2" = 1'-0" z0 Lu " n 3.00" To: Plans Examiners and Inspectors, a Z 1 Z o A= 0.543 in? o 0 c o_ v w These identification instructions are provided to contractors for permit purposes- The detail below illustrates U_ o C U o U Ix = 0.338 in.' o ] ] o Z D 0.045" Sx = 0.335 in? 2.00" o our unique "raised" external identification mark (Eagle 6061-) and its location next to the spline groove, to J m z a O o signify our 6061 alloy extrusions. It is ultimately the purchasers / contractor's responsibility to ensure that the -.¢ y.. a) "' o .c of 6061 - T6 I allo is used in conjunction with the engineering selected for construction. We are providing this W z W a o w proper Y 1 9 9 P 9 w- m w A = 3.003 in' identification mark to simplify identification when using our 6061 Allo products. m7 o" di X 3" x 2" x 0.045" HOLLOW SECTION p 9 YP o ` U> o m w SCALE 2" = 1'-0" Ix = 42.6C1 in' I_ w C U o- oSx = 8.493 in.' A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is OzLL $ 0 6061 - T6 purchased. This should be displayed on site for review at final inspection. w w Om o A = 1.351 in? NOMINAL THICKNESS: z o•, J ~ z r Ix = 9.796 in.' 0.090" WEB, 0.187" FLANGE The inspector should look for the identification mark as specified below to validate the use of 6061 ¢ engineering. Z o Sx = 2.786 in? w; a x 6061 -T6 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. y vj ;. TOP AND BOTTOM OF EACH BEAM O L NOMINAL THICKNESS:Co3.00" 0.055" WEB, 0.060" FLANGE 2" X 10" x 0.090" x 0.187" w < q A=0.826 in? 2SELFMATINGSECTIONS o Ix = 0.498 in.' STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. O t, 0.070" TOP AND BOTTOM OF EACH BEAM SCALE 2" = 1'-0' zSx = 0.494 in? SE of6061 -T6 2" x 7" x 0.055" x 0.060" W a` w 3" x 2" x0.070" HOLLOW SECTION SELF MATING SECTION a y SHEET z SCALE 2" = 1'-0" SCALE 2" = 1'-0" w EAGLE 6061 ;.D. W ~ DIE MARK j. Z LL 12 m 08-12-2010 OF 0 GENERAL NOTES AND SPECIFICATIONS: 1. The Fastener tables were developed from data for anchors that are considered to be "Industry Standard" anchors. The allowable loads are based on data from catalogs from POWERS FASTENING, INC. (RAWL PRODUCTS), other anchor suppliers, and design criteria and reports from the American Forest and Paper Products and the American Plywood Association 2. Unless otherwise noted, the following minimum properties of materials were used in calculating allowed loadings: A. Aluminum; 1. Sheat, 3105 H-14 or H-25 alloy 2. Extrusions, 6063T-6 alloy, B. Concrete, Fc = 2,500 psi @ 28 days C. Steel, Grade D Fb / c = 33.0 psi D. Wood; 1. Framing Lumber #2: S.P.F. minimum 2 . Sheathing, 1/2" 4 ply CDX or 7/16" OSB 3. 120 MPH wind load was used for all allowable area calculations. 4. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 5. Spans may be interpolated between values but not extrapolated outside values 6. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two 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 been provided. Allowable loads include a 133% wind load increase as provided for in The 2007 Florida Building Code with 2009 Supplements. The use of this multiplier is only allowed once and I have selected anchoring systems which include strapping, nails and other fasteners. Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi 9.1 - Allowable Loads for Concrete Anchors Screw SizeephAnchor d = diameterin. FE-.bd,)melen Min. EdgeDtst & Spacing 5d (in.) Allowable Loads Tension Shear 08 ZAMAC NAILIN (Drive Anchors) 122 114" 1-1/2" 1-114" 2- 1-114' 27-01316# 2- 236# TAPPER (Concrete Screws) 10 0.190" 3116" 1-114" 15/16" 1-314" 15/16" 288# 371# 167# 259# 114" 1-114" 1-1/4" 1-314- 1-114" 427# 544# 200# 216# 3/8" 1-112" 1-9116" 1-3/4' 3-318" 511# 703# 402# 4554 256 POWER BOLT (Expansion Bolt) 327 114" 2" 1-114" 6244 261# 5/16" 3" 1 1-718" 1 936# 1 751# 3/8" 3-1/2" 1 1-9116" 1 1,575# 1 1,425# 1/2" 5"1 2-112" 1 2,332# J 2,220# 333 POWER STUD (Wedge -Bolt 8) 508 114" 2314" 1-114" 612# 326# 3/8" 4114" 1-71 6" 1,358# 921# 112" 6" 2-112" 2,271# 1,219# 518" 1 7" 2-114" 3,288# 2,202# Wedge Bolt 1/4" 2-12" 2-114" 87B# 385# 3/8" 3-112" 3-114" 1,705# 916# ill" 4" 3-314" 1,774# 1,095# Notes: 1. Concrete screwsare limited to 2' embedment by manufacturers. 2. Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to ravel may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable loads are increased by 1.00 for wind load. 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving loads parallel to the diameter are shear loads. 8. Manufacturers recommended reductions for edge distance of 5d have been applied. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2' x 6' beam with: spacing = T-0" O.C. allowed span = 20'-5" (Table 1.1) UPLIFT LOAD = 1l2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS= 1/2(20.42') x 7' x 10# / Sq. FL ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS= 714.70# =1.67 427# Therefore, use 2 anchors, one (1) on each side of upright. Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. Screw/Bolt Edge Distance Allowable Tensile Loads on Screws for Nominal Wall Thickness 11 (lbs.) 08 0.164" 122 139 153 200 228 255 10d 10 0.190" 147 161 177 231 263 295 318" 12 0.210" 156 178 196 256 291 327 13 SF 14 0.250" 1B6 212 232 305 347 389 529 1/4" 024D" 179 203 223 292 333 374 508 5116" 0.3125" 232 265 291 381 433 486 661 318" 0.375"- 279 377 349 457 520 584=- 793 112" 0.50" 373 423 465 509 693 779 1057 -. 1022# - 37 SF 1533# - 56 SF 2044# - 75 SF W Allowable Shear Loads on Screws for Nominal Wall Thickness T) (lbs.) Screw/Bolt 318"e 2-112" 1052t - 38 SF Single Shear 3-112" 1575# - 57 SF 3150# -115 SF 4725# - 172 SF 6300# - 230 SF 112"o3" Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 1-314" 0.164" 117. 133 147 192 218 245 2.1/2" 1205# - 34 SF 0.190" 136. 154 170 222 253 284 2 F1806# - 51 SF 3612# - 102 SF 5418# 15 S 7224# - 203 S 0.210" :' 150 171 188 246 280 293E5110.250" 179 203 223 292 333 374 508 0.240" 172- 195 214 281 320 358 487 0.3125" 223 254 279 366 416 467 634 0.375" 268 305 335 439 499 560 761 0.50" 1 357. 406 447 585 666 747 1015 Allowable Shear toads on Screws for Nominal Wall Thickness ('t') (lbs.) Bolt Double Shear Size Nd 0.050" 0.055" 0.072" 0.082" 0.092" U..125- 114- 0.240" 390 429 56139 77714 5/16" 0.3125" 1446 508 559 732 832 934 1269 318" 0.375" 610 670 878 998 7120 1522 1/2" 0.50" 714 812 894 1 1170 1 1332 1494 2030 Notes: 1. Screw goes through two sides of members. 2. All barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for suews of anchor specifications in drawings. 3. Minimum thickness of frame members is 0.036' aluminum and 26 ga. steel. I Muhipliers for Other Alloys I Allowable Load Coversion Multipliers for Edge Distances More Than 5d Edge Distance Multipliers Tension Shear 5d 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 Edge Distance. Allowable Load Multi Tiers Tension I Shear for Meta[ to Metal, Beam to Upright Bolt Connections 1.25 . T' Enclosed Structures @ 27.42 #/SF 121 Fastener 10d diem. min. edge min. ctr. No. of Fasteners I Roof Area (SF) 9d distance to ctr. 1 I Area 21 Area 3 /Area 1 41 Area ad 1/2" 518" 1,454 - 53 2.908 - 106 4,362 - 159 5,819 - 212 5116^, 318" 7/8" 1,894 - 69 3,788 - 138 5,682 - 207 7,576 - 276 318" 314" 1" .2.272-82 4,544 - 166' -6,816-2491 9,088-33 112" 1" 1-114" 3,030-110 6,060-221 9,090-332 12,120-442 Table 9.5B Allowable Loads & Roof Areas Over Posts 1" 13 SF for Metal to Metal, Beam to Upright Bolt Connections 318"a 1-112" Enclosed Structures @ 35.53 #/SF 1068# - 39 SF 1602# - 58 SF 2136# - 77 SF Fastener diam. min. edge min. ctr. No. of Fasteners I Roof Area (SF) 1780# - 65 SF 2670# - 97 SF 3560# - 130 SF distance to ctr. 1 / Area 21 Area 31 Area 4/ Area 114" 112" 518" 1,454 - 41 2,908 - 82 4,362-111 1,8111-164, 5116" 318^ 7/8" 1,694 - 53 3,788- 107 51682-160 7,576-2-13 318" 314' 1 1" 2,272-64 4.544-128 6,816 -192 9,088 - 256 2" 1" 1 1-114" 3,030.-85 6,060-171 9,090-256 12,120-341 Notes for Tables 9.5 A, B: 1 Tables A & B are based on 3 second wind gusts at 120 MPH; Exposure "B"; 2. Minimum spacing is 2-1/2d O.C. for screws & bolts and 3d O.C. for rivets. 3. Minimum edge distance is 2d for screws, bobs, and rivets. Allowable Load Conversions. for Edge Distances More Than 5d Edge Distance. Allowable Load Multi Tiers Tension I Shear 12d 1.25 . T' 11d 121 1/4"0 10d 1.18 2.00 9d 1.14 1.80 ad 1.11 1.60 7d 1.08 1.40 X1.04 468# - 17 SF 1.20 Sd 1.00 1 1.00 Table 9.2 Wood & Concrete Fasteners for Open or Enclosed. Buildings Loads and Areas for Screws in Tension Only Maximum Allowable -Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 9 1 SF) IFor wind Rnnlnnc nth>r than 120 MPH. Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings . Note: Fastener Diameter Length of Embedment 1 Number of Fasteners 2 3 4 Tables Shown), T' 264# - 10 SF 528# - 19 SF - 792# - 29 SF 1056# - 39 SF 1/4"0 1-1/2" 396# - 14 SF' 792# - 29 SF 1188# - 43 SF 1584# - 58 SF REGION 2-112" 660# - 24 SF 1320# - 48 SF 1980# - 72 SF 2640# - 96 SF 26.6 1" 312# - 11 SF 624# - 23 SF 936# - 34 SF 1248# - 46 SF 5116"o 1-112" 468# - 17 SF 936# - 34 SF 1404# - 51 SF 1872# - 58 SF 123 2-1/2" 780# - 28 SF 1560# - 57 SF 2340# - 85 SF 3120# - 114SF 32.2 1" 13 SF 712#- 26 SF 1068# - 39 SF 1424# - 52 SF 318"a 1-112" 534# _i5SF 1068# - 39 SF 1602# - 58 SF 2136# - 77 SF 150 2-1/2" 890# - 32 SF 1780# - 65 SF 2670# - 97 SF 3560# - 130 SF ONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment 1 Number of Fasteners 2 1 3 14 TYPE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nailln or Equivalent) ' 114"e1.112" 1/4' 273# - 10 SF 546# - 20 SF 819# - 30 SF 1092# - 40 SF Angle 2" 316# - 12 SF 632# - 23 SF 948#-35 SF 1264# - 46 SF TYPE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent) 3116"o 1.1/4" 288# - 11 SF. 576# - 21 SF 864# -- SF 1152# - 42 SF Angle - 1-3/4" 371#.-14 SF 742#-27 SF 1113#-41 SF 1484#-54 SF 114"0 1-114" 365# - 13 SF 730# - 27 SF 1095# - 40 SF 1460# - 53 SF PE OF FASTENER = Concrete Screw 1-3/4" 427#-16 SF 854#-31 SF ..1281#-475F 1708#-62 SF 3/8"o 1-1/2" 511# - 19 SF 1022# - 37 SF 1533# - 56 SF 2044# - 75 SF W 1-314" 703# - 25 SF 1406# - 51 SF I 2109# - 77 SF 2812# - 103 SF TYPE OF FASTENER = Expansion Bolts (Rawl Power Bolt or Equivalent) 318"e 2-112" 1052t - 38 SF 2100# -:77 SF 3150# - 115 SF 4200# - 153 SF 1460#-41 SF 3-112" 1575# - 57 SF 3150# -115 SF 4725# - 172 SF 6300# - 230 SF 112"o3" 930# - 26 SF 13959 - 39 SF 1399# - 51 SF 2798# - 102 SF 4197# - 153 SF 5596# - 204 SF 318"0 5" 328#- 2332# - a5 SF 1 4664# - 170 SFJ 6996# - 255 SFJ 9328#- Note: 1. The m nlmUm distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less than 5d where d is the anchor diameter. 2. Allowable roof areas are based on loads for Glass I Enclosed Rooms (MWFRS); I = 1.00. WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH I Anchor Size Tables Shown), multiply allowable loads and roof areas by the To Upright I Beam 0 conversion factor. Angle - 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 32.2 0.92 140-1 37.3 0.86 110-237 1 0.86 150 42.6 0.80 Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support Metal to Plywood 112" 4 ply 518" 4 ply 1 3/4" 4 ply Shear Pull Out Shear Pull Out Shear Pullout Screw 0 (lbs.) (lbs. (lbs.) (lbs.) (tbs.) (Ibs.) 8 93 ,48 113 59134 71 10 100 55 120 69 141 78 12 118 1 71 131 78 143 94 14 132 70 145 88 157 105 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel Rivet Diameter Tension lbs.) Shear Tension (lbs.) Shear 1/8" 129 176 210 5/32" 187 263 - 340 490 3116" 262 375 445 720 Table 9.8 Altemative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 niph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C" Fxnncttres ' r Fastener Diameter Maximum Screw I Anchor Size f Beam Upright Attachment Type Size Description To Wall 0 To Upright I Beam 0 0.044" Angle - 1" x 1" x 0.045' 3/16" 10 0.044" -. W5-x Angle 1• x F x 1/16'(0.063*) - • 3/16" 12 0.072" U -channel 1-1/2• x 1-1/2' x 1-1/2" x 0.125' 1/2' 14 0.072" U -channel 1" x 2-118" x 1" x 0.050" 5/16" - 5/16 0.072" Angle i" x l' x 118"(0.125") 3/16" 12 2" x 10^ x 0.072" Angle 1-12" x 1-1/2" 1/16(0.062") 1/4" 12 2" x 7" x 0.072' Angie 1-112"x 1-112" 3116"(0.188') 1/4" 14 2" x 10" x 0.072" Angie 1-1/2'x 1-112" 1/8"(0.062) 1/4' 14 2" x 7" x.0.072" Angle 1-314" x 1-3/4" x 1/8"(0.125") 114" 14 2" x 10" x 0.072" U -channel 1-3/4" x 1-3/4" x 1-3/4" x 1/8" 3/8• 14 2" x 10" x 0.072" Angle - 2" x 2" x 0 093" 3/8' 3/8" 2" x 10" x 0.072" T An91e' " 2- x 2` x 1/8"(0.725") 5116' PE OF FASTENER = Concrete Screw 2" x 10" x 0-.072" 1 Angie 2'x 2• x 3/16'(0.313") 1/2' 1/2' 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 wall of member thickness to determine angle or u channel and use next higher thickness for angle or uchannel than the upright wall thickness. 3. Inside connections members shall be used whenever possible i.e.. Use in lieu of angles where possible. •' 4. The thicker of the two members u channel angle should be place on the inside of the connection if possible_ - Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 1120 MPH Wind Zone (35.53 # / SF) For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Anchor Size Fastener Diameter Length of Embedment 1 Number of Fasteners 2 3 4 Wall 1" - 2644 - 7 SF 528# - 15 SF 792# - 22 SF 1056# - 30 SF 114"a 1-112" 396# - 11 SF 792# - 22 SF 1188# - 33 SF 1584# - 45 SF 2-1/2" 660# - 19 SF 1320# - 37 SF 1980# - 56 SF 2640# - 74 SF 1.00 0.78 1" 312# - 9 SF 624# - 18 SF 936# - 26 SF 1248# - 35 SF 5/16"0 1-112" 468# - 13 SF936# 26 SF 1404# - 40 SF 1872# - 53 SF 10 3/16• 2-112" 780# - 22 SF 1560# - 44 SF 2340#- 66 SF 3120# - 88 IF 8 3/16' 1" 356# - 10 SF 712# - 20 SF 1068# - 30 SF 1424# - 40 SF 318"a 1-112"` 534#-15 SF.1068#-30 SF 1602#-45 SF 2136#-60 SF upright minimum 2-112" 890# -- 25 SF 1710# - 50 SF 2670# - 75 SF 1 35609- 100 SF CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment 1 1 Number of Fasteners 2 1 3 4. PE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent) m 114"e 1-112" 233# - 8 SF 1 466# - 17 SF 699# - 25 SF 932# - 34 SF 2" 270# - 10 SF 540# - 20 SF 810# - 30 SF 1080#-39 SF PE OF FASTENER = Concrete Screw Rawl Tapper or Equivalent) O 3116"e 1-112" 246# - 7 SF 492# - 14 SF 738# - 21 SF 984# - 28 SF ' W 1-314" 317#-9 SF 634#-18 SF 951#-27 SF . 1268#-36 SF 114"o 1-1/2" 365#--10 SF 730#-21 SF 1095#-31 SF 1460#-41 SF W 13/4" 465# - 13 SF. 930# - 26 SF 13959 - 39 SF 1860# - 52 SF 318"0 1-112" 437#-12 SF 874#-25 SF 1311#-37 SF 1748#-49 SF 1-314" 601# - 17 SF 1202# - 34 SF 1803# - 51 SF 2404# - 68 SF ' iPEOFFASTENER - Expansion I (Rawl Pow r rEEquivalent) Bolts Ra a Bolt o q ) 318"e 2.1/2" 1205# - 34 SF 2410# - 68 SF 3615# - 102 SF 4820# - 136 S 3-112" 1303# - 37 SF 2606# - 73 SF 3909# -110 SFJ.5212# -"147 S 112"e 3" 2 F1806# - 51 SF 3612# - 102 SF 5418# 15 S 7224# - 203 S 5" 1993# - 56 SF ' 3986# - 112 SF 5979# - 168 SF 7972# -224 S Note: 1. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less than 5d where d is the anchor diameter. 2. Allowable loads have been increased by 1.33 for wind loading. 3.. Allowable roof areas are based on loads for Glass/ Partially Enclosed Rooms (MWFRS) I = 1.00, J WIND LOAD CONVERSION TABLE: QF For Wind Zones/Regions other than 120 MPH W Tables Shown), multiply allowable loads and mof2 areas by the conversion factor. ul 110 FACTOR 0ZQ Table 9.9 Minimum Anchor Size for Extrusions ZO Metal to Metal Anchor Size Wall Connection 10 12 #14" Q Extrusions Wall Metal Upright Concrete Wood 0.58 0.46 U 2" x 10" 114" 914 1/4• 114' 0.72 0.57 2" x 9" 1/4" 14 1/4" 1/4" 1.00 0.78 ZZ 2"x 8" 1/4" 12 1/4" 12 0.78 1.00 W 2" x 7" 3115" 10 3/16• 10 0.46 0.59 1.00 2" x 6" or less 3116" 8 3/16' 8 0.26 ZO Note: 1.00 Z U `o W Wall, beam and upright minimum anchor sizes shall be used for super gutter Z connections. F- J a o COZ Alternative m L) CTable9.10 a Anchor Selection Factors for Anchor/ Screw Sizes Metal to Metal Anchor Size 8 10 12 #14" 5116" 318" 98 1.00 0.80 0.58 0.46 0.27 0.21 10 0.80 1.00 0.72 0.57 0.33 0.26 12 0.58 0.72 1.00 0.78 0.46 0.36 14 0.46 0.57 0.78 1.00 0.59 0.46 5116" 027 0.33 0.46 0.59 1.00 0779 0.21 0.26 0.36 0.59 0.79 1.00 KW ZZ 0, O'O W LUa Wcri OH OM Alternative Anchor Selection Factors for Anchor / Screw (D WSizes ¢. W Concrete and Wood Anchors concrete screws: 2" maximum embedment) Anchor Size 3116" 114" 3/8" 3116" 1.00 0.83 1 0.50 114" 0.83 1.00 0.59 3/B" 0.50 0.59 1 1.00 Multiply the number of #8 screws x size of anchodscrew desired and round up to the next Dyna Bolts -(1-518" and W Q o 2.114" embeiment respacUvely) W Anchor- 3116" 1/2" cW 20 o J. to 3116" 21.00 0.46 Q. J 1!2" 0.46 1.00 toWWJ 0 Multiply the number of #8 screws x size of anchodscrew desired and round up to the next even number i! Q o W a Z W w Example: 10 desired is: W 20 o w Z.Q N to Vr 2 m W J W W mZ w i wo6 5wU Z rn U LLO D J n Z U Q O o LL U wQ fn Z 3 W 2 LU m LU Z U `o LL Was o F- J a o m FtY CO a 0 r z t 2 0 O JW Lu uJO W O m m O LL U ZWOJ Q a) K o ° W C EL 0 j C ui nL) So ° OO Cat lz o a0) Z3CLX W XM of J_ do; W U C. m C (j O0 os F- nw OZ CQ m J> / Multiply the number of #8 screws x size of anchodscrew desired and round up to the next even number i! of screws. Example: 10 desired is: c 0arerequired, the number of screws _ If (10) #8 screwsW 0.8x10=(B)#10 cc to SEAL W FL SHEET W S U) 0Z O ZW 12M 08-12-2010 OF OM X10 " OZ LULU Z 0Z rW ZW 12 0