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Home My WebLink About315 Appaloosa CtCITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No:Documented Construction Value: $ Job Address: V Wc,,,\13oscA C2y Historic District: Yes El No El Parcel ID: CZ Djw_\ Zoning: Description of Work: Plan Review Contact Person: Phone: Fax - L E -mail: Title: Property Owner Information Name C "-ely- V y- Phone: Street:\S Q MCAOO,C-\ Resident of property?: j — I _ ynlCA-/ City, State Zip. Contractor Information Name Phone: Street: ZjQCk4q2J &Jea) L52&4y-e JV/ Fax: 38 . 4 7 7 City, State Zip: 5W,3 b State License No.4eL'__0_W_5_7_16,T Architect/Engineer Information I 1 I Ahone: P I V) Street: L_k Fax. IM11 G& City, St, Zip. N ,1 E-mail: Bonding Company: Mortgage Lender: Address: /io,y 17a -= 42o, a mi Address: 3 i &4#/6_r1,2, r,!5 PERMIT INFORMATION Building Permit] Square Footage: Construction Type: — No. of Stories: No. of Dwelling Units: Flood Zone: ')<% Electrical 0 Plumbing 0 New Service —No. of AMPS: New Construction - No. of fixtures: Mechanical 0 (Duct layout required for new systems) Fire Sprinkler/Alarm 0 No. of heads: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this. property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted; we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. Signature of Owner/Agent Date Signifture of Contract r fj[ Date Ax_ , /2`G-/0 Print Owner/Agent's Name Print Contractor/Agent's Name Signature of Notary -State of Florida Date Signature of Notary -State of orida bate FX;60 NOWY Pubic St4b d fbrft NiCWG GMybowh M1y Comnoafon 0D680043 EIrpirea 0 061120% Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of 1D Produced ID Type of ID ... APPROVALS: ZONING: _ft 99'06 UTILITIES: WASTE WATER: ENGINEERI ' . /,2'8-1v FIRE: BUILDING- /a/ COMMENTS: Rev 11.08 1 City of Sanford Planning and Development Services 1877—, Engineering — Floodplain Management Flood Zone Determination Request Form Name: g Firm: q ,, Ed`s C e. eY• Address: L City: kO r Stater t_ Zip Code: 3-Z.-7%8 Phone: 3&, - Z/(p • 7yo 7 Fax: .7337 Email: Property Address: 31 SS /6 m„ v'c' SO— Property Owner: Parcel identification Number: 18 1W ( • 5OCo ca -DO 1 t -1 Phone Number: Email: The reason for the flood plain determination is: N ' structure Existing Structure (pre -2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre. 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4076) Flood Zone: '' X Base Flood Elevation: N ,A Datum: WI / FIRM Panel Number: 1'2t7 Z9V 0070 P Map Date: % . 28. O 7 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the:, floodplain floodway A portion of the parcel is in the: floodplain floodway b y I`I A^ A,- -2- /5 to 8 The parcel is not in the: floodplain floodway CQ -se n8-n4-(407. The structure is in the: floodplain floodway The structure.is not in the: loodplain floodway If the subject property is determined to be flood zone 'A', the best available informationused to determine the base flood elevation is: Reviewed by: Date: TAEngr-Files\Elevation"Certificate\Flood Zone Determination Request Form.doc s Dec.08.2010 ,02:53 PM Chad Screens LLC 386 473 7337 PACE. 1/ 1 Quality Custom Homes y LICENSED STATE CERTiF'IED INSURED p r ®p o s a t LIC. 4CRC042463 Pane No. of PaquX 9U X73, .33y RR 118 ED PHONE DATE. STR A NAME C 1Y"STATE PID i C E 3 JOB LOCATION ARCHPEOT DATE OF PLANS JOS PHONE we rrereoy propose co ryrnren materials ana iaoor neeeeaary tar me cempWuon oL oil! lie 04 t n- too 1411 . U nm 4,44 '7A01 9 ID waynnoni Court - Latce Iwla1 y, rL JL t a , Y., r. . t -lax Legal Description 3,000e M ,ir;° eS'1p N ,00'09[ M os .Wroo Lot 117, BAKERS CROSSING PHASE 2, according to the plat a thereof, as recorded in Plat Book 62, Page(s) 97 through 99, of the s stt+a 9tt A , t ett a 6tt a ort `a $ tzt a Public Records of Seminole County, FL. ^ CaovS U. LiJN i ,F .90LUC ianoovsoo7veev Community number: 120294 Panel: 0070 - v.10vM1i!'9SC 7.v I.tC.r Suffix: F F.I.R.M. Date: 9/28/2007 Flood Zone: A IMNDateoffieldwork: 11/2912010 Completion Date: 11/29/2010t - s- e CITE` F ^aE 11 8 s . 99 u a se ee u g Z9 _ 8kll6l € ` `RA PEVIEW azt "9zt ^ zt a sCertstedto: 11 Pas 1 .,g @PL1 ,, , :4 -Mg 0EVE Q i_T°r-ERUIVES . Wa m" Jaffer Zulfikar. lY LCl = Bft 6Ct L - is Wo" 15 :K = vi.t.w s •• APPRGVEr LOCA TION SKETCH RETENTION POND Not to Scale t? 9/t0 W '4 3 TRACT G CURVE TA BL E M BAKERS CROSSING PHASE 1 2 PLAT BOOK 60, PAGES 17-29 W I(p) RADIUS 0835'14" 11.24' TA5.63' 11.23' N.85' 1CHORBEARING O I(M) 75.00' 08J6'09. 11.26' 5.64' 11.25' N.85.46J5"W. N. 8134'.%3"y b N. 8157' 60 54'(P) nR 518" !_ ` 01 {y 60 40rM) LB 6393 L1 QTR 5/8= r S 88.46'48 "E. 21.10'(M) N. Lf J 117 S.8.9 -35'18-E. 21.08'(P) L2 F2. S.81.15'26-E. 28.24(M) 6i - ,+ S. 81170'00 "E. 28.OJ'(P) 23.0'rE 10.09' U40. rd o L;. 5.,40.I' No LOT 116 Twn STORY RESIDENCE N O SCALE: 1"=,30' Q 3 J XJ O a 3 A/C w 4i .W LOT 118 a N v i4 N O O m W V• y ry 5.5' io r 10.02' 1J.3' •i 18.4' n• 2 2 CORCR£71 DRIVE P7R 5/8= N W. T o e < N LB 6J93 ] 0'U£ cc,4 TEL FIRE HYDRANT 1.4• nR I/2 1.4' (PT) ' FD NAIL Ll nR 1/2= I d A PP 2 CONIC CU b^ \ 4L QQSA T7cR R, A r: ? - t Property Address: 50' q iw =QU/Q r 315 Appaloosa Court 24ASpHM'1i'OVED) 1 '" Sanford, FL 32771 FD Nd0 FD NAIL PT) (PC) Survey number: SL 113811 LEGEND 0- Wood Fence W.M. Water Meter N.T.S. Not to Scale 0- Wire Fence TEL. Telephone Facilities 0. R. Official Records C.L.F. Chain Link Fence Covered Area O.R.B. Official Records Book F.N. Found Nail B. R. Bearing Reference P.C.P. Permanent Control Point CONIC Concrete CH Chord P.R.M. Permanent Reference Monument M Field Measured RAD Radial PG. Page CL Clear A/C Air Conditioning PVMT. Pavement ENCR Encroachment B. M. Bench Mark E.O.P. Edge of Pavement CL Centerline C. Calculated P.B. Plat Book O Concrete ZZZZ Block Wall P.O.B. Point of Beginning FL Property Line A Central Angle/Delta P.O.C. Point of Commencement C.M. Concrete Monument D.B. Deed Book P.O.L. Point on Line F.I.R. Found Iron Rod D. Description or Deed P. C. Point of Curvature F.I.P. Found Iron Pipe D. H. Drill Hole P.R.C. Point of Reverse Curvature R/W Right of Way D/W Driveway P.T. Point of Tangency N&D Nail & Disk ESMT Easement R. Radius (Radial) D. E. Drainage Easement EL Elevation R.O.E. Roof Overhang Easement U. E. Utility Easement F.F. Finished Floor S.I.R. Set Iron Rod & Cap FD. Found F.C.M. Found Concrete Monument S/W Sidewalk P Plat F.P.K. Found Parker -Katon Nail T.O.B. Top of Bank O.H.U. Overhead Utilities L Length TYP. Typical P.P. Power Pole L. B. Licensed Business W. C. Witness Corner TX Transformer L.A.E. Limited Access Easement 10.05 Existing Elevation CAN Cable Riser Line Break Not to Scale E.O.W. Edge of Water CB Chord Bearing M. H. Manhole P.C.C. Point of Compound Curve F.C.C. Found Cross Cut O Found PI Point of Intersection F. Field OHL Overhead Lines T.B.M. Temporary Bench Mark UL NLKAL INUIEN 1. Legal description provided by others. 12. FLOOD ZONE DETERMINATIONS 2. The lands shown hereon were not ARE PROVIDED AS A COURTESY abstracted for easements or other recorded ONLY, AND ARE DERIVED FROM encumbrances not shown on the plat. THE BEST SOURCES AVAILABLE TO 3. Underground portions of footings, THE SURVEYOR. THIS INFORMATION foundations or other improvements were SHOULD NOT BE RELIED UPON FOR not located. FLOOD INSURANCE PURPOSES, AND 4. Wall ties are to the face of the wall. MAY DIFFER FROM INFORMATION 5. Only visible encroachments located. PRO% 6. No identification found on property corners 13. Septi( unless noted. apprc 7. Dimensions shown are plat and measured pp unless otherwise noted. 1 a 8. Elevations if shown are based of N.G.V.D. 1929 unless otherwise no d. 1 . Su 9. Adjoining lots are within the sa block an "s unless otherwise noted. Sur e 10. This is a BOUNDARY SURVE unless i6. 'II r otherwise noted. 't d 11. Not valid unless sealed with the n g 17. A ei surveyors embossed seal. u t 1 hereby certify that this survey is a true and torr r res tatio, L.B. 7132 Ralph Swerdloff Louis R. Ramirez ield locations are be verified by 1 companies. per plat unless only unless signed a Registered Land radial uniess otherwise if' aTon does not indicate an of a survey prepared under my direction. Registered Land Surveyor No. 3411 Professional Surveyor and Mapper No. 6304 ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT I hereby certify that the engineering contained in the following -pages has been prepared in compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shalt 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 Stifling, P.E. #34927 and a copy of his letter of review and statement no financial interest is available upon request. A copy of Brian Stirlings' letter is posted on my web site, www.lebpe.com. 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are'required to attend my continuing education class on the use of the manual 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 speck engineering. INDEX This packet should contain all of the following pages: SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for f 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 footing details. SHEET 7: Span Examples, Beam splice locationsanddetail, 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 tOA: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET 10B: Roof connection details: SHEET 10C: Roof connection details, valley connection elevation, plan & section views, pan & compostite panels to wood frame details, super & extruded gutter to pan roof details. SHEET IIOD: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water relief detail, beam connection to fascia details, pan roof achoring details. SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section, composite roof panel with shingle finish details. SHEET 10F: Tables showing allowable spans and applied loads for riser panels. SHEET 10G: Manufacturer specific design panel. SHEET 10H: Manufacturer specific design panel. SHEET 11: Die shapes & properites. SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable loads tables. EAGLE 6061 ALLOY IDENTIFIERrm 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 60611) 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. <11 EAGLE 6061 I.D. DIE MARK LEGEND This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of these materials. -- 1. Contractor represents,and warrants the Contractor: - 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; 1.3. - Has signed a: Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such agreement. 1.4. Will not alter, amend, or obscure any notice on the ASDM; 1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use of the plans and the calculations in the ASDM; 1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other than a local building department as part of any Contractors own work) would constitute infringement of Bennett Engineering Group's copyright; and 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett hereby expressly disclaims all warranties of merchantability, fitness fora 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 any way related to, Co 1 DM. CONTRACTOR NAME: CONTRACTOR LICENSENUMBER: COURSE# 0002299 ATTENDANCE I CONTRACTOR SIGNATURE: SUPPLIER: BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS z rZ tr W 1. Check the building permit for the following: , Yes No C J a. Permit card & address . b. Approved drawings and addendums as required LutL LLujZm d£ LJ ° x of N LL O w 6 O a c. Plot plan or survey _ LuLu m o d. Notice of commencement . . . . . . . . . . . . . . . F o O) :j 2. Check the approved site specific drawings or shop drawings against the "AS PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF Q E BUILT" structure for: Yes No W -a o VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION a. Structure's length, projection, plan & height as shown on the plans. O J in ib Fb. Beam sizes, span, spacing & stitching screws (if required). DESIGNED TO BE MARRIED TO CONVENTIONALLY 0) ° c. Purlin sizes, span & spacing. _ _ _ _ _ _ _ _ _ _ CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND W tz S d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . 3 e. Chair rail sizes, length &spacing. . . . . . . . 71 s f. Knee braces are properly, installed ('rf required) U 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 Q c. Header attachment to host structure or beam . . . .q ui d. Roof panel attachment to receiver or host structureZ U) W w o e. If angle brackets are used for framing connections, check number, size & thickness Q :E p o I- of fasteners . . . . . . 2 Q Z w f. Post to beam attachments to slab 5. Z ` mCheckroofpanelsystemfor: Yes No a. Receiver bracket, angle or receiving channel size & thickness OZJ Z nW (D w b. Size, number & spacing of anchors of beam to receiver W E Z Z v c. Header attachment to host structure or beam . 0 O a Z d. Roof panel attachment to receiver or beam . . . . — i W n W H rn 3Notes: a C~J - go LL U woCoU) `r u_ O 0 J i J Z Z U ° U C, O o Lo M Q Z Z O Z Q W a S of o LU WJLu W o PERMIT Cn Wim' n W Z J l N x 0 Q F- O THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE w/ BASED ON THE LOAD REQUIREMENTS FOR THE 2007 FLORIDA BUILDING CODE WITH 2009 SUPPLEMENTS- SHEET' mac c,rS.aL JOB NAME: _ , ADDRESS: U 7- 1 DRAWING FOR ONE PERMIT ONLY - 08-12-2010 I OF Lu O L LU OX w X M OH 0OZ 0 I 'Z K ZZZWto lei I Lom tr W Q_ J OO J W LutL LLujZm d£ LJ ° x of N LLw 6 O a LuLu o C U O) :j PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF 02 rn n m t HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR W -a o VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION O J in ib DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE L) U ? c DESIGNED TO BE MARRIED TO CONVENTIONALLY 0) ° CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND aT MOBILE HOMES CONSTRUCTED AFTER 1984. 71 THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE w/ BASED ON THE LOAD REQUIREMENTS FOR THE 2007 FLORIDA BUILDING CODE WITH 2009 SUPPLEMENTS- SHEET' mac c,rS.aL JOB NAME: _ , ADDRESS: U 7- 1 DRAWING FOR ONE PERMIT ONLY - 08-12-2010 I OF Lu O L LU OX w X M OH 0OZ 0 I 'Z K ZZZWto lei DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS 1. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrenc . Bennett and are in compliance with The 2007 Florida Building Code Edition. with 2009 Suppl ents, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure B' or or 'D'-; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher: 120 MPH or _MPH for 3 second wind gust velocity load; Basic Wind Pressure_; Design Pressures for Screen / Vinyl Rooms can be found on page 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 oli . Phone:3U7a r` 0 Contr t / Authori Rep' Nan e p s nt) // ^^ Date { 1 V C_qJrFaZtor / Authorized Rep' Si6646r t Job Name & Address 100 Note: Projection of room from host structure shall not exceed 16'. 1.01 3. Building Permit Application Package contains the following: Yes No A. Project name & address on plans . . . . . . . . . . . . . . . . . . . . . . l B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . C. Contractors / Designers name, address, phone number, & signature on plans . r - D. Site exposure form completed , . . . . . E. Proposed project layout drawing 1/8 or 1/10" scale with the following: 0.98 1. Plan view with host structure are f attachment, enclosure length, and 130 projection from host structure 0.95 2. Front and side elevation views with all dimensions & heights . ". . . . . . . j - 3. Beam span, spacing, & size . . . . . . . . . . . . . . 0.90 Select beam size from appropriate 3A.1 series tables) 140-2 1 4. Upright height, spacing, & size . Select uprights from appropriate 3A.2 series tables) 150 Check Table 3A.3 for minimum upright size) 0.86 S. Chair rail or girls size, length, & spacing . . . . . . . . . . . . . Select chair rails from appropriate 3A.2 series tables) r v 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 & purlin tables w/ sizes thickness spacing, & spans / lengths. Indicate Section 3A tables used: Bea allowable span conversions from 120 MPH wind zone, "B" Exposure to PH wind zone and/or "C" or "D' Exposure for load width took up span on 120 MPH table and apply the following formula_ SPAN REQUIRED I- REQUIRED SPAN NEEDED IN TABLE bord)= EXPOSURE MULTIPLIER see this page 3) B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . . Tables 3A.2.1, 3A.2.2, or 3A.2.3) Upright or wail member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to _MPH wind zone and/or'C' Exposure for load width I• Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE bord)= EXPOSURE MULTIPLIER see this page 3) Yes No C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . . . D. Connection details to be used such as: 1. Beam to upright 2. ............................. 3. Beam to wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4. Beam to beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . . 6• Extruded gutter connection . . . . . . . . . . . . . . . . . . . . . . . . U -clip, angles and/or sole plate to deck . . . . . . . . . . . . . . . . . . E. 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. 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 11 footing, from the host structure. 4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site specific engineering. 5. The proposed.stiucture must be at least the length or width of the proposed structure whichever is smaller, away from any other structure to be considered free standing. - 6. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction'. This applies to uliliy sheds, carports, and / or other structures to be attached. b. "Fourth wall construction" means the addition shall be self supporting with only the roof flashing of the two units being attached. Fourth wall construction is considered an attached structure. The most common "fourth wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" with an 18"x 2" x 0.044" knee brace at each end of the beam. c. If the mobile/ manufactured home manufacturer certifies in writing that the mobile home maybe attached to, then a "fourth wall" is NOT required. 5. Section 7 contains span tables and the attachment details for pans and composite panels. 6. Screen walls between existing walls, floors, and ceilings are considered inflls and shall be allowed and heights shall be selected from the same tables as for other screen walls. 7. When using TEK screws in lieu of S.M.S_, longer screws must be used to compensated for drill head. 8. For high velocity_hurricane zones the minimum live load / applied load shall be 30 PSF. 9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind velocity of 120 MPH. 10. Spans may be interpolated between values but not extrapolated outside values. 11. Definitions, standards and specifications can be viewed online at www.lebpe.com 12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also. 13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or alternate water relief ports in the gutter: 14. All 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, 11, & III sunrooms, non -habitable and unconditioned. 17. Post members set in concrete as shown on the following details shall not require knee braces. 18. Aluminum metals that will come in contact with ferrous melal.surfaces or concrete /masonry products or pressure treated wood shall be coated.w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shalt. 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 loads assume a mean roof height of less than 30% roof slope of 0" to 20% 1 = 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. A11 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 specific.All framing components are considered to be 6061 T-6 except where noted otherwise. Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Exposure "B' Basle I ScreenRoom Over Hang Wind & Vinyl Rooms All Roofs Pressure I Roof I 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. - Table 3A -A Conversion Factors for Screen & Vinyl Rooms From 120 MPH Wind Zone to Others, E MPH Table 3A-13 Conversion Factors for Over Hangs . posure"B" Walls Bending Applied Load Reflex Ib1 (#/SFl Id' From exposure "BTto exposure "C" Wind Zone Applied Load Deflection Bending MPH (WSF) (d) b 100 46.8 1.01 1.02 11 47.1 1.01 1.01 120 48.3 1.00 1.00 Conversion 50.8 0.98 0.97 130 56.6 0.95 0.92 1404 65.7 0.90 0.86 140-2 1 65.7 10.90 0.86 150 75.4 0.86 0.80 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 F- -- -- -- ---- -- -- QUADRANT[ I 600• EXPOSURE I I I I _ 600• QUADRANT IV EXPOSURE 14 I , no• foo• QUADRANTI[ I ( 40 , oa I, Im, I' I I EXPOSURE I I QUADRANT III EXPOSURE 6011 I L- -- ----- - -- -- J NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR 'D' EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other irregularities, having heights generally less than 30 feet extending more than 1,500 feet from the building site in any quadrant. 1. Any building located within Exposure B -type terrain where the building is within 100 feet horizontally in any direction of open areas of Exposure C-type terrain that extends morey than 600 feet and width greater than 150 ft. 2. No short term changes in 'b', 2 years before site evaluation and build out within 3 ars, site will be 'b'. 3 FI t J U) Q g JJ of Q 2 U) O 2 O ea W Z O .fn W 0 of H U) Oa W Z Z XW Q W 06 w1 -- Z FnZcn LU L)ZOf U U,2 g W W , W = n Z X U Z 6 coLLJ J Q O 10 CDCO n a- U' N rk2 J W P W W LLL2 di. EWC1mXo 11 WQ LL 4iCX o 1,- ECzza vCUM m rn a 0)ooN' t LLIro).9 C ul a a is d, 1 L 0 a , open country, grasslands, ponds and ocean or shorelines In any quadrant or gr tet w than 1,500 feet. w i 4. Open terrain for more than 1,50P feet in any r t LU SITE IS EXPOSU EVALUA BY: A DATE: / n N SIGNATURE: .LICENSE #: C C© 7ey4J LL Exposure "B" to "C" Exposure "B" to "D" I 12 Mean Roof Load Span Multiplier Load Span Multiplier Height' Conversion Conversion Factor Bending Deflection Factor Bending Deflection 0 - 15' 121 0.91 0.94 1.47 0.83 0.88 15'. 20' 1.29 0.88 0.92 1.54 0.81 - 0.87 200 - 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 F- -- -- -- ---- -- -- QUADRANT[ I 600• EXPOSURE I I I I _ 600• QUADRANT IV EXPOSURE 14 I , no• foo• QUADRANTI[ I ( 40 , oa I, Im, I' I I EXPOSURE I I QUADRANT III EXPOSURE 6011 I L- -- ----- - -- -- J NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR 'D' EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other irregularities, having heights generally less than 30 feet extending more than 1,500 feet from the building site in any quadrant. 1. Any building located within Exposure B -type terrain where the building is within 100 feet horizontally in any direction of open areas of Exposure C-type terrain that extends morey than 600 feet and width greater than 150 ft. 2. No short term changes in 'b', 2 years before site evaluation and build out within 3 ars, site will be 'b'. 3 FI t J U) Q g JJ of Q 2 U) O 2 O ea W Z O .fn W 0 of H U) Oa W Z Z XW Q W 06 w1 -- Z FnZcn LU L)ZOf U U,2 g W W , W = n Z X U Z 6 coLLJ J Q O 10 CDCO n a- U' N rk2 J W P W W LLL2 di. EWC1mXo 11 WQ LL 4iCX o 1,- E CzzavCUM m rn a 0)ooN' t LLIro).9 C ul a a is d, 1 L 0 a , open country, grasslands, ponds and ocean or shorelines In any quadrant or gr tet w than 1,500 feet. w i 4. Open terrain for more than 1,50P feet in any r t LU SITE IS EXPOSU EVALUA BY: A DATE: / n N SIGNATURE: .LICENSE #: C C© 7ey4J LL 1 I 12 O i Z m 08-12-2010 OF 0 INTERIOR BEA PER TABLES 3A.1: H L HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE: N.T.S. ALUMINUM"ROOF SYSTEM PER SOLID PANEL HOST STRUCTURE OR ROOF SECTION) FOURTH WALL FRAME USE BEAM TO WALL DETAIL RIDGE BEAM PER TABLES 3A.1.4) TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. EDGE BEAM (SEE TABLES 3A.1.1 & 3A.1.2) LW' FOR MAX H` . UPRIGHT' HEIGHT (h) 1"x 2% MIN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING FOR FOOTINGS SEE DETAILS TYPICAL SCREEN, ACRYLIC OR VINYL ROOM PAGE 7) W/ SOLID ROOF TYP. FRONT VIEW FRAMING HEIGHT OF UPRIGHT IS ROM TOP OF 1" x 2ii;7 OM OF WAL FA LW W F TERNATE CONNECTION P/2'P/2' @ ASCIA ALLOWED SIZE BEAM AND UPRIGHTS (SE SECTION 7 FOR DETAILS) SEE TABLES) w 0 O.H D U SOLID ROOF, w NO MAXIMUM ELEVATION SLAB OR GRADE) I P = PROJECTION FROM BLDG. VARIES" VARIES LW = LOAD WIDTH NOTES: P` VAR 1. ANCHOR 1"x 2" OPEN BACK EXTRUSION W/ 1/4"x 2-1/4" CONCRETE FASTENER MAX. OF Z -o" O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1"x 2" TO WOOD WALL W/ #10x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ 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 A -12 N' 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION:' , 100-123 130 140 150- 8 11#10 1 #12 #12 TYPICAL SCREEN ROOM SCALE: 1/8" = 1'-0" U" z m z g cc. r 3F J s . 0a i I1 J Q w p d z 0) v O Q z120w OQ M m w J U7 aci UmU } J 0 z Q a w H i w 0 in g rn LL a = U M N O J Z 0D z U H U z U mOQ_ W w v a U) Z. U7 ' Z LL W M w m W v L) Z U o M a w z U) x a. D z J O Q 0 QU > LL > zF o CO a O Zz Urn 2 N Z J W Z7, O w 0 U- W LL J z Z m #'E >0 W^ 2 m x g > F LL W LL a Z. ulul z Q 0 D [) K C a vOLLOO LL (D o 0 O W m ic rn $ x a W Lu ro o t Lu ma m df m C7 LLa ui O W ( c6 . ? Ww Z: Q O LI — c Lu a n OwLL -J, uj w 1 w SEAL. SH:E`T w 0 Ow 0. S z wF W U U wozw N zww LL 12 m 08-12-2010 OF PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING r 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 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" 110. 6'-T' 120 6-3" 123 6'-1" 130 5-8" 1401&2 5'-1" 150 4'-11" INTERNAL OR EXTERNAL L' CLIP OR'U' CHANNEL CHAIR RAIL ATTACHED TO POST W/ MIN. (4) #10 S.M.S. GIRT OR CHAIR RAIL AND KICK t PLATE 2" x 2" x 0.032" MIN. BEAM / HEADER HOLLOW RAIL 4) 1/4" x 4" LAG BOLTS W/ ANCHOR 1 x.2 PLATE TO 1 x 2 OR 2 x 2 ATTACHED TO CONCRETE WITH 1/4"x 2-1/2" BOTTOM W/ 1" x 1" x 2" x 1/16" CONCRETE ANCHORS WITHIN 0.045" ANGLE CLIPS EACH 6" OF EACH SIDE OF EACH SIDE AND MIN. (4) #10 x 1/2" POST AT 24" O.C. MAX- OR S.M.S. THROUGH ANGLE AT 24" O.C. MAX. 1"x 2" x 0.032" MIN. OPEN BACK MIN. 3-1/2" SLAB 2500 PSI EXTRUSION CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH e 1-1/8" MIN. IN CONCRETE ALTERNATE WOOD DECK: 2 - CONCRETE W/ 1/4"x 2-1/2" PTP USE WOOD FASTENERS VAPOR BARRIER UNDER W/ 1-1/4" MIN. EMBEDMENT) CONCRETE POST TO BASE, GIRT AND POST TO BEAM DETAIL 6" OF EACH SIDE OF EACH SCALE: 2" = V-0" ALTERNATE CONNECTION t DETAIL 1" x 2" WITH BEAM / HEADER 3) #10 x 1-1/2" S.M.S. INTO 4) 1/4" x 4" LAG BOLTS W/ SCREW BOSS 1-1/4" FENDER WASHERS PER w 4'-0" PANEL ACROSS THE 2) #10 x 1 1/2" S. M. S. INTO FRONT AND 24" O.C. ALONG RECEIVING CHANNEL SIDES SCREW BOSS ANGLE CLIPS MAY BE SUBSTITUTED FOR INTERNAL ANCHOR 1" x 2" PLATE TO SCREW SYSTEMS CONCRETE W/ 1/4"x 2-1/2" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH MIN. (3) #10 x 1 1/2" S.M.S. POST AND 24" O.C. MAX. INTO SCREW BOSS MIN. 3-1/2" SLAB 2500 PSI 1" x 2" EXTRUSION CONC. 6 x 6 - 10 x 10 OR FIBER MESH 1-1/8" MIN. IN CONCRETE VAPOR BARRIER UNDER CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 2"= 1'-0" ANCHOR 1"x 2" CHANNELTO CONCRETE WITH 114"x 2-1/4"CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24' O.C- MAX. OR THROUGH ANGLE AT 24" O.C. MAX. MIN, 3-1/2" SLAB 2500 PSI CONC. 6x6 -10x10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE HEADER BEAM . 4) #10 x 1/2' S.M.S. EACH SIDE OF POST H -BAR OR GUSSET PLATE 2'x2"OR2"x3"OR2"S.M.B. POST MIN. (4) #10 x 1/2" S.M.S. @ EACH POST 1' x 2" EXTRUSION 1-1/8" MIN. IN CONCRETE MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 - 10x 10 W.W.M. OR"FIBER MESH VAPOR BARRIER UNDER CONCRETE 2" x 2" OR 2" x 3" POST t COMPOSITE ROOF PANELS: 48 x 9/16" TEK SCREWS BOTH 4) 1/4" x 4" LAG BOLTS W/ SIDES 1-1/4" FENDER WASHERS PER w 4'-0" PANEL ACROSS THE 1" x 2-1/8" x 1" U -CHANNEL OR FRONT AND 24" O.C. ALONG RECEIVING CHANNEL SIDES CONCRETEANCHOR PER TABLE) 1-1/8" MIN. IN CONCRETE 2"x 2" OR 2"x 3"HOLLOW ALTERNATE POST TO BASE CONNECTION - DETAIL 1 SCALE: 2" = l'-0" GIRT AND KICK PLATE 2"x 2" HOLLOW RAIL 1" x 2-1/8" x l" U -CHANNEL OR 2" x 2" OR 2" x 3" POST RECEIVING CHANNEL 8 x 9/16" TEK SCREWS BOTH SIDES ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER #8 x 9/16" TEK SCREWS BOTH PER TABLE) WITHIN 6" OF SIDES EACH SIDE OF EACH POST @ 1" x 2-1/8" x l" U -CHANNEL OR POST ATTACHED, TO BOTTOM 24" O.C. MAX. `— RECEIVING CHANNEL W/ MIN. (3) #10 x 1-1/2" MIN. 3-1/2" SLAB 2500 PSI S.M.S. IN SCREW BOSSES CONC. 6 x 6 - 10 x 10 W.W.M. ft CONCRETE ANCHOR OR FIBER MESH (PER TABLE) VAPOR BARRIER UNDER ° 1-1/8" MIN. EMBEDMENT INTO CONCRETE CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 2 SCALE: 2" = V-47 ALTERNATE CONNECTION: 2) #10 x 1-1/2" S.M.S. THROUGH SPLINE GROOVES EDGE BEAM 1"x 2" OPEN BACK ATTACHED TO FRONT POST W/ 10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. FRONT WALL GIRT 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. IDE WALL HEADER JTACHED TO 1"x 2" OPEN PURLIN OR CHAIR RAIL SACK W/ MIN. (2)#10x 1-1/2" ATTACHED TO BEAM OR POST S.M.S. W/ INTERNAL H NNELEXTEW MICLIPOR'U' CHANNEL W/ MI 4) #10 S.M . IDE WALL GIRT ATTACHED TO x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW PURLIN, GIRT, OR OSSES SNAP OR SELF MA RAIL BEAM ONLY TYPICAL UPRIGHT DETAIL SCALE: 2"= V-0" RISER PANELS ATTACHED PER ROOF PANEL SECTION HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES 2"x2",2"x3"OR3".x2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. (3) #10 x 1/2" S.M.S. IN SCREW BOSSES 1" x 2" OPEN BACK BOTTOM RAIL 1/4"x 2-1/4" MASONRY ANCHOR @ 6" FROM EACH POST AND 24" O.C. (MAX.) z SCREW BOSSES O 0) z Z O U olrLUmLza SNAP OR SELF MATING BEAM LLO O ONLY o m IL wd m OrO Ow z LLw OR GIX POST DETAIL w„W FRONT AND SIDE BOTTOM RAILS ATTACHED TO zw ONCRETE W/ 1/4"x2-1/4" ONCRETE/MASONRY O NCHORS@ 6” FROM EACH O FOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR wOSTAND J Q o ZQ w n O o O 1i W' N J In m 0 \ w a W 06 N M ry U of O o Q,LU c v z s W m m LU o Z U o. C LL r0 J n Q 24 O.C. MAX. AND BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND ..i VALLS MIN. 1- FROM EDGE OF SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLESll ^ I Zn O ONCRETE LL!! z) FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE SES c•'.. O 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 w SHEET t -Z IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON ( u( - Y THE POST AND HAVE A TOTAL (12) #10x 3/4" S.M.S. - - a.l'' ez- w ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL TYPICAL & ALTERNATE CORNER DETAIL SCALE: 2" = V-0" SCALE: 2" = V-0" oz t wyu)- wz z a w of 12 m 08-12-2010 OF Q w ROOF PANEL _ SEE SECTION 7) BEAMS MAY BE ANGLED FOR PANELS pOSITE OR N TYPE) PER DETAIL FOR PAN ISOLIDI ROOFFASTEN PANELSOMO EDGE BEAM7ANDIOR 3A) BOLTED TO POST W/ THRU PER DETAILS IN SECTION SIZE OF POST (SEE TABLE I- 6" MAXIMUM SEE TABLES 3A 3) i O _ FOR NUMBER OF BOLTS AND 1"x 2" MAY BE ATTACHED FOR u) 0 F SCREEN USING (1) POST NOTCHED TO SUIT 10 x 1-1/2" @ 6" FROM TOP 3A.3) AND BOTTOM AND 24" O.C. K = zwaa. TO CARRIER BEAM CONNECTION BEAM AND POST SIZES IF KNEE BRACE LENGTH 3:> :D w u, w EDGE BEAM TABLES: SEE TABLE 3A.3) EXCEEDS TABLE 1.7 USEI TF zI 3A.1.1, 2 db = DEPTH OF BEAM CANTILEVERED BEAM u) (D 0 SCREEN USING (1) ds = DIAMETER OF. SCREW CONNECTION DETAILS o: _ w m 910 x 1-1/2" @ 6" FROM TOP POST NOTCHED TO SUIT SCREEN OR SOLID WALL POST SELECT PER TABLE 3A.3 CENTER NOTCH MAY FACE IN OR OUT) USE 2 x 3 MINIMUM. SCALE: 2"= T-0" HOST STRUCTURE ROOFING UPRIGHT SHOWN a 2"STRAP-LOCATE @ EACH 1) 1-3/4"x 1-3/4"x 1-3/4"x 118" w POST, (2) 1/4" x 2" LAG ID INTERNAL U -CHANNEL 2 SCREWS @ 24" O. C. (MAX.) EACH STRAP 2) #10 x 1/2" SCREWS WALL W/ MIN. (3) 3/8" x 2" LAG O INTERIOR BEAM TABLES: USE ANGLE EACH SIDE FOR SCREWS OR TO CONCRETE w3A.1.3 2 x 2 TO POST CONNECTION WITH HOLLOW POST 1/4" BOLT @ 24" O.C. MAX. WITHIN 6" OF EACH POST FASTEN 2 x 2 POST W/ (2) EACH #10 S.M.S. INTO SCREW SPLINES 2"x 2"x 0.062" ANGLE EACH I e EXTRUDED SIDE (3) EACH #8 S.M.S. EACH OR SUPER I ® LEG INTO POST AND INTO GUTTER 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" w ROOF PANEL _ SEE SECTION 7) BEAMS MAY BE ANGLED FOR GABLED FRAMESANCHOR PER DETAIL FOR PAN x® k xx kx xX OR COMPOSITE PANEL BOLTED TO POST W/ THRU FOR NUMBER OF BOLTS AND OR COMPOSITE PANEL SIZE OF POST (SEE TABLE BEAM AND POST SIZES 3P..3) SEE TABLES 3A 3) i O _ FOR NUMBER OF BOLTS AND 1"x 2" MAY BE ATTACHED FOR I Q SCREEN USING (1) POST NOTCHED TO SUIT 10 x 1-1/2" @ 6" FROM TOP 3A.3) AND BOTTOM AND 24" O.C. SIDE NOTCH POST TO CARRIER BEAM CONNECTION BEAM AND POST SIZES SCALE: 2" = V-0" n W ROOF PANEL SEE SECTION 7) 1-314"x 1-3/4"x 0.063" RECEIVING CHANNEL THRU x® k xx kx xX ANCHOR PER DETAIL FOR PAN BOLTED TO POST W/ THRU I OO - OR COMPOSITE PANEL BOLTS FOR SIDE BEAM J ® e FRAME WALL W/ MIN. (2) 3/8" x E-TABLE-3A.3.FOR-NUMBER_ i O _ FOR NUMBER OF BOLTS AND OF BOLTS) I Q SIZE OF POST (SEE TABLE ALL GUSSET PLATES SHALL 1 3A.3) BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE I Q - 2-1/4" ANCHORS OR MASONRY 00 BEAM AND POST SIZES e r y SEE TABLE 3A.3) J 1"x 2" MAY BE ATTACHED FOR db = DEPTH OF BEAM SIDE FOR EACH INCH OF BEAM SCREEN USING (1) ds = DIAMETER OF. SCREW 910 x 1-1/2" @ 6" FROM TOP POST NOTCHED TO SUIT w ~n AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION 2"x 6" x 0.050"x 0.120" SCALE: 2"= T-0" 3EAM SOREWs STRAP HEADER PANS OR COMPOSITE PANELS PER SECTION 7 POST TO BEAM SIZE AND OF BOLTS SEE TABLE 3A.3) 2"x "S.M.B. NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION U -BOLT HEADER OUGH POST AND ANCHOR 2) #10 x 3/4" S.M.S. @ 6" M EACH END AND @ 24" MAX. E BRACE IEQUIRED POST ALTERNATE 4TH WALL BEAM CONNECTION' DETAIL SCALE: N.T.S. 2" x 9'x 0.072" x 0.224" BEAM SHOWN ya r 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. kk®x® \ k® kx k® \ d xxxxx` x® \\ x kX kx k® \ Ck kk kk kX \ NOTES: I ' 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" = 1'-0" PRIMARY FRAMING BEAM SEE TABLES 3A.1.1, 2) 1-1/2" x 1-1/2"x 0.080" ANGLE EACH SIDE OF CONNECTING BEAM WITH SCREWS AS SHOWN MINI. 48 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE - CONNECTED W/ (2) #10 x 1-1/2" INTERNALLY INTERIOR BEAM TABLES: 3A.1.3 BEAM TO BEAM CONNECTION DETAIL SCALE: 2"= V-0" BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" ANGLE OR RECEIVING e ® ® ,' , x , k I EXTERNALLY MOUNTED x® k xx kx xX ANGLES ATTACHED TO WOOD INTERNAL SCREW BOSSES J ® e FRAME WALL W/ MIN. (2) 3/8" x MAY BE CONNECTED WITH 2" LAG SCREWS PER SIDE OR j ALL GUSSET PLATES SHALL 1 08-12-2010 BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE 2-1/4" ANCHORS OR MASONRY 00 A MINIMUM e r y YIELD STRENGTH OF 23 ksi J W db = DEPTH OF BEAM SIDE FOR EACH INCH OF BEAM LONG NUMBER REQUIRED ds = DIAMETER OF. SCREW DEPTH LARGER THAN 3" EQUAL TO BEAM DEPTH w ~n e gds 2%d: \ STRAP TABLE 2"x 6" x 0.050"x 0.120" 3EAM SOREWs STRAP UPRIGHT SHOWN a SIZE #/SIZE LENGTH 7Y7" raTiHo ore NOTES: I ' 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" = 1'-0" PRIMARY FRAMING BEAM SEE TABLES 3A.1.1, 2) 1-1/2" x 1-1/2"x 0.080" ANGLE EACH SIDE OF CONNECTING BEAM WITH SCREWS AS SHOWN MINI. 48 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE - CONNECTED W/ (2) #10 x 1-1/2" INTERNALLY INTERIOR BEAM TABLES: 3A.1.3 BEAM TO BEAM CONNECTION DETAIL SCALE: 2"= V-0" BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" ANGLE OR RECEIVING I EXTERNALLY MOUNTED CHANNEL EXTRUSIONS WITH ANGLES ATTACHED TO WOOD INTERNAL SCREW BOSSES FRAME WALL W/ MIN. (2) 3/8" x MAY BE CONNECTED WITH 2" LAG SCREWS PER SIDE OR 2) #10 x 1-1/2" INTERNALLY 12 TO CONCRETE W/ (2) 1/4"x r 08-12-2010 OF 2-1/4" ANCHORS OR MASONRY 00 WALL ADD (1) ANCHOR PER Q MINIMUM #8 S.M.S. x 3/4" W e SIDE FOR EACH INCH OF BEAM LONG NUMBER REQUIRED DEPTH LARGER THAN 3" EQUAL TO BEAM DEPTH w ~n e IN INCHES w ALTERNATE CONNECTION: ha1) 1-3/4"x 1-3/4"x 1-3/4"x 118" w ID INTERNAL U -CHANNEL 2 ATTACHED TO WOOD FRAME W WALL W/ MIN. (3) 3/8" x 2" LAG O INTERIOR BEAM TABLES: SCREWS OR TO CONCRETE w 3A.1.3 OR MASONRY WALL W/ LL3) O x 2-1/4' ANCHORS OR ADD (1) z ANCHOR PER SIDE FOR EACC H O INCH OF BEAM DEPTH Q LARGER THAN 3" O EAM TO WALL CONNECTION ETAIL SCALE: 2"= V-0" cwi zz z DOOR g U z W 0 z HINGE LOCATION O Uz 2 x 2 EXTRUSIONO2x2EXTRUSION ? HINGE LOCATION a z m 00LL w a HINGE LOCATION m a OHO O w ILIzLL w NOTES: w w Z Q, 1. Door to be attached to structure with minimum two (2) hinges. con, W ut. 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S... O w LL J 3. Each hinge to be attached to door with minimum three (3) #12 x 3/4" S.M.S.. 0 m uJX41 4. Bodomhinge to be mounted between 10 inches and 20 inches from ground. Gi J Q D Z U) Q 2 20 Z O 0 QZ J fn C/) 5_5 U) W LU 06 CI U m J Z U >- _O CK U ~ Q LU U) Z C/) E W 5 W cZ T_ G U) 7 J Q CO n Z N nm J W LL W uZai i£ W6 m x oU d w O CL C :,j a co P LLI h N L g J m U > O # C'U d c a) co coJ I -.r Am) 5. Top hinge to be mounted between 10 inches and 20 inches from top of door.CO _J w : SE 0 6. If door location is adjacent to upright a 1" x 2" x 0.044" may be fastened to upright with #12 x 1" a ¢ SHE=T w S.M.S. at 12" on center and within 3" from end of upright. U rn C7 tlu1 F I zW U az J w m TYPICAL SCREEN DOOR CONNECTION DETAIL ¢ LL z w SCALE: N.T.S. of — 12 m 08-12-2010 OF ANCHOR ALUMINUM FRAME TO WALL OR SLAB WITH 1/4'x 2-1/4" MASONRY ANCHOR WITHIN 5" OF POST AND 24" O.C. MAXIMUM f RIBBON OR MONOLITHIC FOOTING (IF MONOLITHIC SLAB IS USED SEE NOTES OF m CONCRETE CAP BLOCK OR BLOCK (OPTIONAL) 1) #40 BAR CONTINUOUS 1)#40 BAR AT CORNERS AND 10'-0" O.C. FILL CELLS AND KNOCKOUT BLOCK TOP COURSE WITH 2,500 PSI PEA ROCK CONIC. DECK APPROPRIATE DETAILS) 6 x 6-- 10 x 10 WELDED WIRE 12^ k MESH (SEE NOTES 8" x 8" x 16" BLOCK WALL CONCERNING FIBER MESH) MAX. 32") 2) #40 BARS MIN. 2-1/2" OFF GROUND KNEE- WALL FOOTING FOR SCREENED ROOMS SCALE: 1/'4"= 1'-0" ALUMINUM ATTACHMENT h, W, N - ,x.. 32" 12" 2 10'-0" 40" 12" 2 8'-0" 48" 18" 3 6-0" 56" 18" 3 4'-0- 60" 24" 3 2'-8" 72"'. 30" 4 1'-4" c v CONCRETE 8" x 12" CONCRETE FOOTINGm WITH (N) #5 BAR CONT. W. LOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes: 1. 3-1/2" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh 6 Mesh, InForce- 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. ft.. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 1/4" = V-0" NEW SLAB CONCRETE FILLED BLOCK 414 STEM WALL 8" x 8"x 16" C.M:U. ONLY 1) #40 BAR CONTINUOUS BLOCK KNEE WALL MAY BE O 0 1) #50 VERT. BAR AT w z CORNERS AND SPECIFICATIONS PROVIDED LLS W/ N f 2 500 PSI PEA ROCK c v CONCRETE 8" x 12" CONCRETE FOOTINGm WITH (N) #5 BAR CONT. W. LOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes: 1. 3-1/2" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh 6 Mesh, InForce- 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. ft.. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 1/4" = V-0" NEW SLAB 12" 414 1. All connections to slabs or footings shown in this section may be used with the above footing. - ONLY EXISTING SLAB BLOCK KNEE WALL MAY BE O ROW LOCK 30 RE -BAR DRILLED AND BRICK KNEEWALL TYPE S SPECIFICATIONS PROVIDED EPDXY SET A MIN. 4" INTO. MIN. (1) #30 BAR WITH APPROPRIATE KNEE EXISTING SLAB AND A MIN. 4" CONTINUOUS 8" k INTO NEW SLAB 6" FROM J CO c W Z Q E ALUMINUM UPRIGHT EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB 2) #50 BARS CONT, W! 3" SCALE: 3/4" = T-0" COVER LAP 25" MIN. W U Cl) USE 2"x 4" OR LARGER SCREWS 1) #5 0 BARS W/ 3" COVER DETAILS FOR FRONT WALL SEE FASTENER TABLE) UPRIGHTS 1" x 2" CHANNEL Q` W z V/ 1/41S.S. x "LAG SCREWS o z Z ' - Lu a W/ 1/4" x 1-1/2" FENDER 3/4" PLYWOOD DECK LU 2) #5 BARS 'DOWELED INTO/\//\//\//\//\//\// o u WASHER (SEE TABLE 4.2) @ 6" z n t 6 FROM EACH SIDE OF POST L_ J Q TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING AND 24" O.C. PERIMETER 1-1/2" (MIN.) 111 Ifk 1/4" LAP PERIMETER DOUBLE 2 x 6 OR 2 x 8 STRINGER @ 16" O.C. ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P. Plywood - - 2-1/2" 5/4" P.T.P. or Teks Deck 3-3/4" 2" P.T.P. 4' 1/4" x 6" RAWL TAPPER THROUGH 1"x 2" AND ROW LOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND 1) 1/4" x 1-3/4" TAPCON TO SLAB OR FOOTING BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/2"= 1'-0" ( 2) #5 BAR CONT. 2) #5 BAR CONT. 2" MIN. 1" PER FT. MAX. FOR (1) #5 BAR CONT. .. c 2'-0" MIN. ALL SLABS) ieBEFORESLOPEI - v—; jJ>j, ff8" 12' TYPE I TYPE II TYPE 111 FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING Notes: 0-2"/ 12" 2"11 2" - V-10" > V-10" 1. The foundations shown are based on a minimum soli bearing pressure of 1,500 psf. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3-1/2" (4' nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type II footing is required. All slabs shall be 3-1/2" (4" nominal) thick. 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForce- e3- (Formerly Fibermesh MD) per manufacturer's specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5. If local building codes require a minimum footing use Type I I footing- or footing section required by local code. Local code governs. See additional detail for structures located in Orange County, FL) 6. Screen and glass rooms exceeding 16-0" projection from the host structure up to a maximum 20'-0' projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0" shall have site specific engineering. SLAB -FOOTING DETAILS SCALE: 314"= V-0" w 6 MIL.VISQUEEN VAPOR BARRIER IF AREA TO BE Z ENCLOSED7 O 16" MIN. TERMITE TREATMENT OVER w UNDISTURBED OR m COMPACTED SOIL OF UNIFORM 95% RELATIVE DENSITY 1500 PSF BEARING Notes: REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEETALUMINUMFRAMESCREEN 1. All connections to slabs or footings shown in this section may be used with the above footing. - ONLY WALL BLOCK KNEE WALL MAY BE O ROW LOCK ADDED TO FOOTING (PER BRICK KNEEWALL TYPE S SPECIFICATIONS PROVIDED 2500 P.S.I. CONCRETE MORTAR REQUIRED FOR WITH APPROPRIATE KNEE 6 x 6 - 10 x 10 WELDED WIRE LOAD BEARING BRICK WALL WALL DETAIL) MESH (SEE NOTES J CO c W Z Q E ALUMINUM UPRIGHT CONCERNING FIBER MESH) 4' (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONNECTION DETAIL SEE DETAIL) 2) #50 BARS CONT, W! 3" CONCERNING FIBER MESH) COVER LAP 25" MIN. W U Cl) 4 3-1/2" 1) #5 0 BARS W/ 3" COVER 5d 16" MIN. MIN.( TYPICAL) i..) C 4IN TOTAL i 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. .. c 2'-0" MIN. ALL SLABS) ieBEFORESLOPEI - v—; jJ>j, ff8" 12' TYPE I TYPE II TYPE 111 FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING Notes: 0-2"/ 12" 2"11 2" - V-10" > V-10" 1. The foundations shown are based on a minimum soli bearing pressure of 1,500 psf. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3-1/2" (4' nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type II footing is required. All slabs shall be 3-1/2" (4" nominal) thick. 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForce- e3- (Formerly Fibermesh MD) per manufacturer's specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5. If local building codes require a minimum footing use Type I I footing- or footing section required by local code. Local code governs. See additional detail for structures located in Orange County, FL) 6. Screen and glass rooms exceeding 16-0" projection from the host structure up to a maximum 20'-0' projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0" shall have site specific engineering. SLAB -FOOTING DETAILS SCALE: 314"= V-0" w 6 MIL.VISQUEEN VAPOR BARRIER IF AREA TO BE Z ENCLOSED7 O 16" MIN. TERMITE TREATMENT OVER w UNDISTURBED OR m COMPACTED SOIL OF UNIFORM 95% RELATIVE DENSITY 1500 PSF BEARING Notes: c 1. All connections to slabs or footings shown in this section may be used with the above footing. - z. co 2. Knee wall details may also be used with this footing. O O3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. ca 4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForce— e3- (Formerly Fibermesh MD) per maufacturer•s 1 z 0specificationmaybeusedinlieuofwiremesh. o 0 . MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY FLORIDA a J CO c W Z Q E SCALE: 1/2" = 1'-0"W a WN o6 v wJ0 W U Cl) lu J EXISTING FOOTING - 8" NEW SLAB W/ FOOTING 0 z0 i..) C Q` W z o z Z ' - Lu ag w LU 2) #5 BARS 'DOWELED INTO/\//\//\//\//\//\// o u EXISTING FOOTING W/ EPDXY\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ z n 8" EMBEDMENT, 25" MIN. LAP zO J Q TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING SCALE: 1/2" = V-0" a H z It Lu C0 190n z0 U) z O N J Lu EXISTING WOOD BEAM Orb V- W u_ HEADERv LU - X o K WC N V, m u mF 1/4" x. 2" LAG, BOLT (2) PE.. z 0 a, V ¢ r c m POSTo° 00 U TYP. UPRIGHT (DETERMINE LL o Cd) o am HEIGHT PER SECTION 3 v 1" x 2" TOP`AND BOTTOM J¢ -w coN t TABLES PLATE SCREW 2'-0" O.C. w IL W a1 0 ca OF m U -> O. 0H K 0 w d C U a i% - L z W m Lu ww 10 x 1-1/2" SCREWS (3) MIN. Ua T t PER UPRIGHT TOP & BOTTOM Ow W _ I, 2) 114 MASONRY ANCHORS PER SECTION 9) INTO CONCRETE ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL . w zSCREENROOMWALLTOWOODDECKu, u, UNDER WOOD FRAME PORCH ¢' wSCALE: 3" = 1'-0" a m SCALE: 2" = V-0"12 OB -12-2010 OF, w EXISTING FOOTING ':+ STEAL w - OW : y /rn SHEET z L /J w wI'_ zw ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL . w zSCREENROOMWALLTOWOODDECKu, u, UNDER WOOD FRAME PORCH ¢' wSCALE: 3" = 1'-0" a m SCALE: 2" = V-0"12 OB -12-2010 OF, UNIFORM LOAD I "I A B SINGLE SPAN CANTILEVER UNIFORM LOAD i L A B C 2 SPAN UNIFORM LOAD A B 1 OR SINGLE SPAN UNIFORM LOAD 1 L l A B C D UNIFORM LOAD 1 l L l A B C D E 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(3l4- Q SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. ALLOWABLE BEAM SPLICE LOCATIONS SCALE: N.T.S. SINGLE SPAN BEAM SPLICE f d = HEIGHT OF BEAM @ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE ALL SPLICES SHALL BE MINIMUM d -.50" STAGGERED ON EACH d-.50" d-.50" 1" MAX. SIDE OF SELF MATING BEAM PLATE TO BE SAME THICKNESS AS BEAM WEB 75 PLATE CAN BE INSIDE OR 75" OUTSIDE BEAM OR LAP CUT DENOTES SCREW PATTERN 1" MAX NOT NUMBER OF SCREWS' HEIGHT 2 x (d -.50") LENGTH Minimum Distance and Spacinct of Screws' Gusset Plate screw ds Edge to Center to Size (in.) Center Center Beam Size Thickness gds in. 2-1/2ds in. in. 8 0.16 318 7/16 2" x 7" x 0.055" x 0.120'^ 1116=0.053 10 0.19 318 12 2' x 8' x 0.072" x 0224" 1/8=0.125 12 0.21 7116 9116 2" x 9" x 0.072" x 0.224" 118=0.125 14 or 114" 0.25 1/2 518 2" x 9" x 0.082" x 0.306" 118=0125 5/16' 0.31 5/8 314 2" x 10" x 0.092" x 0.369" 1/4 = 0.25 SELF -MATING BEAMt e SIZE VARIES) D SUPER OR EXTRUDED GUTTER 49 2"x 2" ANGLE EACH SIDE 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 Uz TRUFAST SIP HD FASTENER ~ t"+1-1/2" LENGTH (t+1") @ x 8" O.C. t+1-1/4" O '' q oD o a zz F a va It THRU-BOLT #AND SIZE PER TABLE 3A.3 Q 0 BEAM SIZE PER TABLE 1.10 i5 I Q Q CO w 2 O sJQ Z O N J m I to in }. _J Q 111 Z Q N F_ 0 a ! CL2COLU Lu W 06 rnm Q- j U M g W I-_>_ Z m 0 L)0 i g Q W i CO 22 L) Z iU- U1LLJ m k w Z c ALTERNATE SELF -MATING BEAM CONNECTION o K 0TOSUPEROREXTRUDEDGUTTERa0oi z J N r a 7mm w a 00 t7 Q o. C7 refers to each side o splice use for2"x4"and2"x6"also O 1SHFEST Z Note: - 0 • U, 1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi. Zw F oz LU7LU TYPICAL BEAM SPLICE DETAIL z SCALE: I'= 1'-0" a m 08-12-2010 - OF 12 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 Ann, enol T.e - 2" x 2" x 0.043" 3'-0" 1 4'-0" Tributary Load Width T-0" T 6'-0" 1 T-0" 1 8'-0" 1 10'-0" 1 12'-0" 1 Allowable Span'L' / bending'b' or deflection *d' 3" x 2" x 0.045" 16'-0" 18'-0" 2" x 4" x 0.050" Hollow Load Width (ft) Max. Span'L' / (bending b' or deflection'd') 1 & 2 Span 3 Span 4 Span Mex. Cantilever Load Max. Span'L' / (banding 'b' or deFlection'dl Width (ft) 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 5'-1' d 6'-3' d 6'4' d 0'-11' d 5 5'-9' d T -l' d T-2' d 1'-1' d 6 4'-9' d 5'-10" d 5'-11' d 0'-11' d 6. 5-5' d 6-8' tl 6'-9- d l'-0' d 7 44-6" d 5'-7' d 5'-8' d 0'-10' d 7. 5'-1' d 64' d 6'-5' d 0'-11" d 8 444' d 5'-4' d 5'-5" d 0'-10' d 8 4'-11 d 6'-0' d 6'-2' d' 0'-11' d- 9 4'-2" tl 5'-2- d 5-3" d 0'-10' d 9 4'-8' d S-10' d F-11" d 0'-11' d 10 4'-0' d 4'-11' d 5'-1' d 0'-9' d 10 44-6' d 5'-7- d 5'-9' d T-10' d 11 3'-11" d 4'-10'4' d 0'-9' d 1 4'-5' d 5'-5" d 5'-6" tl 0'-10' d 12. 3'-9' d. 4'-8' d 4'-8' b 0'-9" 1 4'-3' d 5'-3' d. 5'-5' d 0'-10' d 3" x 2" x 0.070" @ 12- O.C. 2" x 10" x 0.090" x 0.389.. SMB 4" x 4" x.0.125' 2" x 37X 0.045" 4 2' x 7' x 0.055• x 0.135' 6) #14 Load . Width (ft.) Max. Span 'L' / (bending W or deflection'd') 1 & 2 Span 3 Span d Span Cantillever d Max: Spa n'L' / (bending W or deflection 'd') Width (ft) 1 & 2 Span 3 Span 1 4 Span -MaxCantilever 5 - 6'-6' d- 8'-0' d 8'-2" d 1'-3' d 5 8'-11- d 9--1' d 1'-5" d 6. 6'-1" d. T-7' d T-9' d 1'-2' d 1 6 10" d ':. T-5"- d 8'-7" d 1'4" d 7- V-10" d: T-2" d T4' d 1'-1" d 7 6'-6 7'-11" d 8'-2" d 1'-3'- d 8 5'-7' d 6'-10" d 7'-0' d 1'-1' d' 8 6'-2' A 7'-8''. d T-9" d 1'-2' d 9 5'4' d- 6'-7" d F-97 d 1'-0" d 9 5'-11' d T4'- d T-6' d 1'-2' d- 10 5'-2' d 6'-5' d 64E" d 0'-11' d 10 5'-9" d T-1' d T-2' b1'-1- d 11 5'-0' d 6'-2' d 6'4" d 0'-11' d 11 5'-T d 6'-10- d V-10" b 1'-1" d 12 4'-10' d 6-0". d 6'-1' d 0'-11' tl 6'-0• d 6'-7" b 1'-0' d 2" X4 -XO 2" x 5" x 0.060" Load Width (ft.) Max. Spa n'L' / bending W or deflection V) 1 & 2 Span 3 Span 4 Span Max. Cantilever Load Max. Span 'L' / (bending 'b'or deflection'd' Width (fl.) 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 9'-6' d 11'-8' d 11'-11" d 1'-10- d 5 12'-1' d 14'-11- d 15'-3" d 2'4" d. 6 8'-11" d 11'-0" d 11'-3' d i'-8" d 6 11'4' d 14'-0' d 14'4' d 2'r2" d 7 8'-6' d 10'-6' d 10'-8' d 1'-7" d 7 10'-9"-. d 13'4' d 13'-7" d 8'-1' d 10'-0' d 10'-2' b 1'-7' d 8 10'4' d 12'-9' d 13'-0' d 9- T-9" d 9'-7" d 9'-T b 1'-6' d 9 T-11' d 12'-3" ' d 12'-6' d 10 T-6' d 9-3" d 9'-1' b 1'-5' d 10 9'-7' d 11'-10" d 12'-0' b IX-l"d8 T-3" d 8'-11' - b F-8" b 1'-5' d 11 9'-3' d 11'-6' d 11%5- b T-1' d 8'-71-.b 8:4":; b 1'4' d 12 9'-0' tl 11'-2' d 10'-11- b- 1. 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 13.6 #/SF - Aleminnm All- iiml T1 Hollow and Single Self -Mating Beams 2'-0" 1 3'-0" 1 4'-0" Tributary Load Width T-0" T 6'-0" 1 T-0" 1 8'-0" 1 10'-0" 1 12'-0" 1 Allowable Span'L' / bending'b' or deflection *d' 14'-0" 16'-0" 18'-0" 2" x 4" x 0.050" Hollow IT -10"d 11'=3' d :10'-2' d 9'-6" d 8--11" d 8'-0" d 8'-1- d T-6' d T-1' d 6'-9" d 6-5" d 6'-2' d 2" x 5" x 0.060" Hollow 16'-5- d 14440 d 12--11- d 12'-1" d 11'4' d 10'-9- d 194' d 9'-7' d 9'-0" d 8'-7" di 8'-2- d T -10-7d 2" x 4" x 0.045" x 0.088" 14'-8' d 1Z -10'd 11'-8' d 10'-10"d 10'-2" d 9'-8' d g'-3" d 8'-7' d 8'-1' d 7-8' b T-2' b 6-9" b 2" x 5" x 0.050" x.0.116F SMB 17'-11' d 15'-8' d 14'-3" d 13'-3" d 12'-67 d 11'-10' d 11'4' d 10'-6' d 9'-11" d 9'-3' b 8'-8" b 8'-2" ti 2" x 6" x 0.050" x 0.120" SMB : 20'-11'd 18'4' 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 g'-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 g'-9" b 2" x B" x 0.070" x 0.224" SMB 28'-10- d. 25'-2- d 2Z -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 27'-1' d 24'-8' d 22'-1 t' 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 33'4- d 29'-2' d 26'-6• d 24'-7' d 23'-2" d 21'-11" tl 21'-0" d 19'-6" d lill d 17'-5' d 16'-8- d 16'-0' d 2" x 10^ x 0.090" x 0.374" SM 38'-11"d 33'-11-d 30'-10" d 28'-8- d 26' -it'd 1 25'-7- d 1 24'-6' d 1 22'-g' d 1 21'-5' d 1 20'4" tl 1 19'-5" d 18'-8" d nore: 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 uptight to center of brace to beam connection to the above spans for total beam spans. - 5. Spans may be interpolated. - Table 3A.1.4A-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 Htlllmnllm lino OUeI i-0 Tributary Load Width'W' = Pudin Spacing Self Mating Sections 5'-0" 6'-0' T-0" 8'-0" 9'-0" 10.0 Allowable Soan'L' I bendino'b' or deflection'd' _ 2" x 6" x 0.050" x 0.120- 2" x 7" x 0.055" x 0.120" 2" x 8" x 0.070" x 0.224" 2" x 9' x 0.070" x 0.204" 2". x 9" x 0.082" x 0.326" 2" x 10" x 0.090" x 0.374 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 bean connection to the above spans for total beam spans. 2. Spans may be interpolated. - Table 3A.3 Schedule of Post to Beam Size - c; lH F o 1" °LLOc J r zc 4 31' Ll aC7 It J , D Z ° t Z U Q o r 2o k L O o N Z LU Q. COThru-Bolts L=D+/" 71 N.J 2 4 t Beam Size - Hollow Beams Minimum Post Size Minimum Knee Brace' Min. #Knee Brace Screws Min. Screw Stitching Spacing1/4"e 318"e 2" x 4" x 0.050" Hollow 3' x 3' z 0.090" 2 DLL J 2' x 3" x 0.045' 3 #8 D U 1'4' 2" x 5^ x 0.060" Hollow 3' x 3' x 0.090' 2 2"x 3' x 0.045' 3 #8 O Self -Matin Beams g Z ci O a UU 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" z 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 @ IT 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"x0.070"x0.239^SMB 3'x 3'x 0.125' 3 2. 2- x 4- x 0.048' x 0.109' 3 #12 12 @ IT O.C. 2"x9"x0.072"x0.219"SMB . 3'x3'x 0.125" 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'x4'x0.125' 43 2" x 6' x0.050' x 0.135" 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"x8" x 0.070' x 0.239" SMB 2' x 5" x 0.050- x 0.131' 6 1 4 1 2' x 4- x 0.048' x 0.109' 8 #12 12 12'O.C. 2 2"x9"x0.072-x0.219"SMB 2' x 6' x 0.050' x 0.135' 6 4 2' x 5' x 0.050- x 0.131' 8)#14 14 IT O.C. 2 2"x9"x0.082"x0.321-SMB 2"zTz0.G55'x0.135' 8 6 2' x 6" x 0.050'x0:135"O.C. 2 2" x 10" x 0.090" x 0.389" SMB The minimum number of thru'bolts is (2) 2" x 8" x 0.070' z 0.239' x.10 8 2- x 7" x 0.055' x 0.135- 10 #14 14 12' O.C. nimum post 7 beam may be used as minimum knee brace Z LU Q. CO V N N.J 2 4 t o LU W, Z d <. J SHEET i W06 Min. Len th J a DLL J N wWM D U 1'4' Lu U p C W VI Z c O U1 COQ WLIJ Z cc g Z ci O a UUMUJ c L nimum post 7 beam may be used as minimum knee brace JI -i- N11 Zb m O SEAL' J U) N F a w w W SHEET Z Knee Brace Min. Len th Max. Length O8 a= 2" x 2'x 0.043" 1'4' 2'-0' U F 08-12-201012 2' x 2" x 0.043" 1'4' 2'-0' Z 2" x 2" x 0.043" 1'4' 2'-0" a m ' 2"x 3' x 0.045" P-6' 2'-6" Z 2' x 4" z 0.050" 1'-6' 3'-0' O0 n EAGLE 6061 ALLOY IDENTIFIERT" INSTRUCTIONS Z LL w LL v t Z W Z # L FOR PERMIT PURPOSES 2 W, o O .0 LL n To: Plans Examiners and Inspectors, W C > an i These identification instructions are provided to contractors for permit purposes. The detail below illustrates L) C v ° n 5 our unique "raised" external identification mark (Eagle 6061-) and its location next to the spline groove, to o C oIY' ri signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractors responsibility to ensure that the Q ym ;= proper alloy is used in conjunction with the engineering selected for construction. We are providing this w Z L1JvsoCL identification mark to simplify identification when using our 6061 Alloy products. in O 0) 00 # c U it c b A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is z a - ° - F purchased. This should be displayed on site for review at final inspection. W Z F Ww The inspector should look for the identification mark as specified below to validate the use of 6061.. , = n Th - gin eering. ) JLua 1 0 U.1 - - O u `1 til = 1 . C JI -i- N11 Zb m O SEAL' Cr a w w W SHEET Z J W EAGLE 61 I.D. W EDIE MARK o z O8 Lu a= W W m 08-12-201012OF 1 AFTER COMPUTING SYSTEM ARE THAT OF MOBILE /MANUFACTURED HOME ' LOAD WIDTH • - MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETERJOIST 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., JSTALL 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"= l'-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 SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK. SCREWS @16" O.C. VERTICALLY REPLACE VINYL SIDING THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I MANUFACTURED HOME REMOVE VINYL SIDING AND V KNEE WALL W/ 2 x 4 P.T.P. KneeBrace Min. Length SOFFIT ON THE WALL AND INTERIOR BEAM (SEE TABLES Mlnlmum Min.I Knee Mln. Shcchlnp Knee Brace' S. Screws Screw Spacln DOUBLE TOP PLATE INSTALL SIMPSON CS -16 COIL 3A.1.3) NAIL PER TABLE 2306.1 2' x 2' STRAP OR EQUAL FROM FLORIDA BUILDING CODE of the panel and 2- x 4- x 0.050' TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST BEAM SPAN 2'x 3' x 0.045' @ EACH TRUSS /RAFTER TYPE III FOOTING OR 16"x 24" USE W/2 RIBBON FOOTING W/ (2) #50 EDGES AND 12' O.C. FIELD OR FOR BEAM SIZE) 1 2'x 3'x 0.045' THERMAL PLY FASTENED PER . THE FLOOR, WALL, AND ROOF THE MANUFACTURERS Self -Matin Beams -- THE FLOOR, WALL; AND ROOF SYSTEM ARE THAT OF MOBILE SEE INTERIOR BEAM TABLES AFTER COMPUTING SYSTEM ARE THAT OF MOBILE /MANUFACTURED HOME ' LOAD WIDTH • - MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETERJOIST 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., JSTALL 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"= l'-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 SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK. SCREWS @16" O.C. VERTICALLY REPLACE VINYL SIDING THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I 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" = 1'-0" Table 3A.3 Schedule of Post toBeam Size 80 - 100,MPH V KNEE WALL W/ 2 x 4 P.T.P. KneeBrace Min. Length BOTTOM PLATE, STUDS & Beam Stu Minimum Post She Mlnlmum Min.I Knee Mln. Shcchlnp Knee Brace' S. Screws Screw Spacln DOUBLE TOP PLATE 8"'L' BOLT @ 32" O.C. 1'-0' NAIL PER TABLE 2306.1 2' x 2' 1'4' FLORIDA BUILDING CODE of the panel and 2- x 4- x 0.050' EACH STUD SHALL HAVE A 2 SIMPSON SP -1 OR EQUAL 2'x 3' x 0.045' SHEATH W/ 1/2" P.T. PLYWOOD TYPE III FOOTING OR 16"x 24" NAILED W/ #8 COMMON 6' O.C. RIBBON FOOTING W/ (2) #50 EDGES AND 12' O.C. FIELD OR BARS, 2,500 PSI CONCRETE STRUCTURAL GRADE 1 2'x 3'x 0.045' THERMAL PLY FASTENED PER . receiving channel and THE MANUFACTURERS Self -Matin Beams -- SPECIFICATIONS 2 @ 24' O.C. STRAP SIMPSON COIL STRAP - 356#I1SSF OVER SHEATHING ALTERNATE WALL SECTION FOR ATTACHMENT TO 3/8' x 1-1/2' Tapcon MOBILE / MANUFACTURED HOME 3'x Tx 0.060' Fluted SCALE: 1/4"= V-0" 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" = 1'-0" Table 3A.3 Schedule of Post toBeam Size 80 - 100,MPH Thru-Bolts 1/4-e L:p+'," 3/8'is KneeBrace Min. Length Max len th Beam Stu Minimum Post She Mlnlmum Min.I Knee Mln. Shcchlnp Knee Brace' S. Screws Screw Spacln Hollow Beams 2' x 2' 1'-0' 2'-0- 2' x 2' 1'4' 2.-0. of the panel and 2- x 4- x 0.050' 3' x 3- x 0.040' - 2 2'x 3' x 0.045' 3 #8 1/4' x 1-1/2' lag 2•x5"x0.062' 3'x 3'x 0.040' 2 2 @ 6" from each end of 1 2'x 3'x 0.045' 31#8_ receiving channel and receiving channel and Self -Matin Beams -- 1 @ 24- O.C. 2 @ 24' O.C. 2 24" O.C. 356#I1SSF 1/4' x 1-1/2" Tapcon 114" x 1-1/2' Tapson 3/8' x 1-1/2' Tapcon 2" x 4' x 0.044• x 0.100' 3'x Tx 0.060' Fluted 2 2- x 3',.0.045' 3 #8 8 24' O.C. 2- x 5' x 0.050' x 0.116' 3'x 3'x 0.060' Fluted 2 1 2'x 3'x 0.045' 3 #8 8 @ 24- O.C. 2- x 6' x 0.050" x 0.120- 3'x 3'x 0.060' Fluted 2 2 x 3- z 0.045' 3 #10 10 @ 24' O.C. 2- x 7• x 0.055- x 0.120' 3- x 3- x 0.093- 2 2 1 2'x 3-x 0.045' 3 #10 10 4 24' O.C. 2' x 7• x 0.055' x 0.120- w/ Insert 3'x 3'x 0.125' 2 2 2'x 3-x 0.045' 3 #10 10 @ 24- 0C. 2-x8'x0.082"x0.306' 3'x 3'x'0.125' 3 2 2' x 4' x 0.044' x 0.100' 3 #12 12 @ 24.O.C. 2" x 9"x 0.072' x 0.224" 3' x 3' x 0.125' 3 3 2' x 5- x 0.050' x 0.116' 3 #14 14 @ 16' O.C. 2'x9" x 0.082' x 0.306' 4'x 4'x 0.125' 4 3 - 2 -x6 -x 0.050'x 0.120' 4 #14 14 @ 16.O.C. 2' x 10- x 0.092' x 0.374' 4'x 4-x 0.125' 5 4- 2'x 7- x 0.055' x 0.120' 6 #14 14 @ 16- OZ. Double Self -Matin Beams 1@12-O.C. 1@8"O.C. 1@6.O.C. a. To wood 10x1'---1/2' 10 x'r+1-1/2' 10x"r+1-1/2" Z 2- x 8' x 0.082' x 0.306" 1 2- x 5' x 0.050' x 0.116' 6 4 2' x 4- x 0.044' x 0.100' 8 #12 12 a 24' O.C. 2 2'z9'x 0.072', 0.224' 1 2-x 6'x 0.050-x0:120' 1 6 1 4 2'z5'x 0.050'x 0.116' B #14 14 t6'O.C. 2 2- x 9•z0.082'x 0.30fi' 2-x 7-z 0.055-x0.120' 8 1 fi 2'x 6'x0.050"x 0.120' 8 #14 14 tfi'O.C. x 0.092- x 0.374• 1 . The minimum number of ttxu bolts Is (2) 2' x 8' x 0.082' x 0.306' 1 10 1 6 1 2' Minimum post I beam may be used as minimum knee brace STUD WALL OR POST RIBBON FOOTING SCALE: 1/2" = V-0" Minimum Ribbon Footing Wind # / x Post Ancho Stud' - Zone - Sq. FL @ 48" O.C. Anchors 100 _ 123 + 10 - 14 11''-0• ABU 130-1415-1 ;35 - 17 0" ABU 44 SP1 @ 3Y O.C. 140-2-150 -30 -20 1'-3' ABU 44 P. O.C. Maximum 16' projection from host structure. For stud walls use 1/2' x 8' L -Bolts @ 48' O.C. and 2' square washers to attach sole plate to fooling. Stud anchors shall be at the sole plate only and coil strap shall lap over the lop 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 - 100,MPH 110. 130 MPH KneeBrace Min. Length Max len th 2' x 2' 1'-0' 2'-0' 2' x 2' 1'-0' 2'-0- 2' x 2' 1'4' 2.-0. of the panel and 0.024" or 0.030" metal 1 @ 12. O.C. 2- x 4' 1'-6' T -W 1/4' x 1-112' lag 1/4' x 1-1/2' lag 3/8' x 1-1/2' lag STUD WALL OR POST RIBBON FOOTING SCALE: 1/2" = V-0" Minimum Ribbon Footing Wind # / x Post Ancho Stud' - Zone - Sq. FL @ 48" O.C. Anchors 100 _ 123 + 10 - 14 11''-0• ABU 130-1415-1 ;35 - 17 0" ABU 44 SP1 @ 3Y O.C. 140-2-150 -30 -20 1'-3' ABU 44 P. O.C. Maximum 16' projection from host structure. For stud walls use 1/2' x 8' L -Bolts @ 48' O.C. and 2' square washers to attach sole plate to fooling. Stud anchors shall be at the sole plate only and coil strap shall lap over the lop 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 - 100,MPH 110. 130 MPH 140 -150 MPH Receiving channel to roof 10 x (f'+1/2") SMS 10 x (1'+1/2") SMS 10 x (f'+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 and 0.024" or 0.030" metal 1 @ 12. O.C. 1 @ 8" O.C. 1 @ 6.O.C. 1/4' x 1-112' lag 1/4' x 1-1/2' lag 3/8' 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.tp, framing 1 @ 24- O.C. 2 @ 24' O.C. 2 24" O.C. 356#I1SSF 1/4' x 1-1/2" Tapcon 114" x 1-1/2' Tapson 3/8' x 1-1/2' 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 wall. 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 314' SMS 10 x 3/4" SMS 14 x 314' SMS headers and other wall 1 @ 6' from each end 1 @ 4' from each end 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. Receiving channel to existing 1/4'x 1-1/2' lag 1/4' x 1-1/2- lag 318"x 1-1/2' lag wood beam, host structure, deck 1 @ 6" from each end 1 @ 4' from each end 1 @ T from each end or Infill connections to wood of component and of component and of component and 1 @ 30' O.C. 1 @ 18' O.C. 1 @ 21' O.C. Receiving channel to existing 1/4"x 1-314" Tapcon 1/4' x 1-1/2' Tapson 318' x 1-112' Tapson 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 @ 3" from each Roof Panelto top of wall of component endof component end of component 1@12-O.C. 1@8"O.C. 1@6.O.C. a. To wood 10x1'---1/2' 10 x'r+1-1/2' 10x"r+1-1/2" b. To 0.05" aluminum 10 x'r+-1/2' 10 x't'+1l2' 10 x't'+112" 1 The anchor schedule above is for mean roof 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. 5. Tapcon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for 1-112" 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) (d? 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 792#/33 -SF 1056#/44SF 114" x 1-112" 396#117 -SF 792##33 -SF - 1188#/50 -SF 1584#166 -SF - 114" x 2-1/2" 660#/28SF 1320##55SF 1980#/83 -SF 2640##110 -SF 5/16-.1- 312#/13 -SF 624#/26 -SF 936#139 -SF 1248#N52SF 5116" x 1-112" 468#1#20 -SF 936#/39 -SF 1404##159 -SF 1872#!78 -SF 5116" x 2.112" 780#/33 -SF 1560#/65 -SF 2340#/98 -SF 3120#/130 -SF 318-.1- 356#I1SSF 712#/30 -SF 1068#/45 -SF 1424#/59 -SF 3/8" x 1-1/2' 534#/22 -SF 1068#/45 -SF 1602#167 -SF 2136# gSF 3/8" x 2-112' 890#137 -SF 1780#X74 -SF 2670#X111 -SF 3560#!148 -SF no - 1. Anchor must embed a minimum of 2" into the primary host WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the cone WIND REGION Applied Load CONVERSION 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 0.86 140-2 37.3 0.86 150 42.8 1 0.80 rsion factor. for Edge Distances Less 1 Edge Allowable Lo Distance Tension 12d 1.10 11d 1.07 10d 1.03 9d 1.00 8d 0.98 7d 0.95 6d 0.91 5d 088 Note: 1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between O Q 0 m NJ WWf J 0QLu O ZO Q LuU HIY U ZZQ Z0 F - QU lL F- ZWO O C") Z Z 0 U F - w EL Q re OLLLLO w Lu Q Lu fl. m0 0) I-'0_ 0 LLw ZIEEof J Q Z 2 2 0 W Z0 m(n U 0 O W N >- i ~ D WZ c to n. U W 06 Uj (n a! U -J X F- )-w OU0Z Of Q Q Q F- I c) p gW _OQ W,I- Z Of 0 U) U) J Q N Z ccO JO 3 Z 0 LuU O O_ W to O H- I- OZ 0 0 N w anchors shall not be less than 9d where d is the anchor diameter. 2. Concrete screws are limited to 2" embedment by manufacturers. i3. Values listed are allowed loads with a safety factor of 4 applied. 4. Products equal to rawl may be substituted. lLC J- t , 5. Anchors receiving loads perpendicular to the diameter are in tension. - i Anchors receiving loads parallel to the diameter are shear loads SE3,i-1 Example: Determine the number of concrete anchors required by dividing the / -W r- , UJW uplift load by the anchor allowed load. 1 J; W SH E T Z For a 2- x 6' beam with: spacing = T-0' O.C.; allowed span = 25'-9' (Table 1.1) t.J ` J':.GO L9 UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING Q. _ - Z HNUMBEROFANCHORS _ [112(25.75')x T x 7#/ Sq. FL) /ALLOWED LOAD ON ANCHOR W WFNUMBEROFANCHORS = 630.875#13004 = 2.102 Z - F0Therefore, use 2 anchors, one (1) on each side of upright W to LUZ Tah!_ is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. L > - Z Q W 12 m 08-12-2010 OF Q 8 x 1/2" S.M.S. SPACED EXISTING TRUSS OR RAFTER @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS EXISTING TRUSS OR RAFTER10x1-1/2" S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL.;:'r:'i 10 X 3/4" S.M.S. OR WOOD - SCREW SPACED @ 12" O.C. ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 2'= 1'-0' # 14 x 1/2" WAFER HEADED WOOD FRAME, MASONRY OR — S.M.S. SPACED @ 12" O.C. OTHER CONSTRUCTION FOR MASONRY USE: .v ... '.. 2) 1/4" x 1-1/4" MASONRY "' `' ANCHOR OR EQUAL @ 12" O.C. FOR WOOD USE: 14 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 2"= 1'-0" WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL 100 -1231 130 1 140 1 150 8 #10 #12 #12 REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE 8 x 1/2" S.M.S. SPACED @ PAN RIB MIN. (3) PER PAN FLASH UNDER SHINGLE 0W Sao 1-1/2" x 1/8" x 11-1/2" PLATE OF HOST STRUCTURE 6063 T-5, 3003 H-14 OR 5052 H-32 HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL SCALE: 2"= 1'-0" REMOVE RAFTER TAIL TO HERE j REMOVE ROOF TO HERE j #8 x 1/2" S.M.S. SPACED @ 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" = 1'-0" 2) #10 x 1-1/2" S.M.S. OR 6" x T x 6" 0.024" MIN. BREAK WOOD SCREW PER RAFTER FORMED FLASHING OR TRUSS TAIL MIN. ANCHO TO FASCIA AND ALTERNATE - ROOF PANEL' 10x S.M.S. OR WOOD SCREW SEWSPACED@12" O.C. RISER OF PA AS SHOWN O p EXISTING FASCIA 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 j ;;/' 3' COMPOSITE ROOF PANEL / SEE SPAN TABLE) STRIP SEALANT BETWEEN eSCREW #10 x ('t' + 1/2") Wl FASCIA AND HEADER 1-1/4" FENDER WASHER 1/2" SHEET ROCK FASTEN TO PANEL W/ 1" FINE THREAD POST AND BEAM (PER SHEET ROCK SCREWS @ 16" TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" = 1'-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 #10x 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.) N Z BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 8 x 3/4" SCREWS @ 16" O.C. 8 x 1/2" SCREWS @ EACH RIB ROOF PANEL Lu 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. O.C. EACH WAY WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL IS FASTENING SCREW SHOULD LESS THAN 3/4" THE FLASHING BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED THE EDGE OF FLASHING J Q Z ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS 6" x T x 6" 0.024" MIN. BREAK Q 2 FORMED FLASHING J MIN. ANCHO TO FASCIA AND 2 O ROOF PANEL' COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH .o y8x (d+1/2") LONG CORROSION RESISTANT S.M.S.. RISER OF PA AS SHOWN O p NOTES: w Q' Ii 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 10 x 1-112"S S. @ 16" O.C. af 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 j ;;/' 3' COMPOSITE ROOF PANEL / SEE SPAN TABLE) STRIP SEALANT BETWEEN eSCREW #10 x ('t' + 1/2") Wl FASCIA AND HEADER 1-1/4" FENDER WASHER 1/2" SHEET ROCK FASTEN TO PANEL W/ 1" FINE THREAD POST AND BEAM (PER SHEET ROCK SCREWS @ 16" TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" = 1'-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 #10x 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.) N Z BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 8 x 3/4" SCREWS @ 16" O.C. 8 x 1/2" SCREWS @ EACH RIB ROOF PANEL Lu 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. O.C. EACH WAY WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL IS FASTENING SCREW SHOULD LESS THAN 3/4" THE FLASHING BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED THE EDGE OF FLASHING J Q Z ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS 0 Q 2 U SCALE: 2"= 1'-0" MIN. ANCHO TO FASCIA AND 2 O J COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH .o y8x (d+1/2") LONG CORROSION RESISTANT S.M.S.. RISER OF PA AS SHOWN O p LLL W LL NOTES: p Q' I i 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 10 x 1-112"S S. @ 16" O.C. af J 0 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL. U) W O m a w 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. S.M.S. @ 4" C. O Z_ O 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. OLL LLU U5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE W W 06 W INSTALLED. J cc (> Z 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS a J Z MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS W H )-O0 mm DROP. p U 7. WHN USING FLASHING THE SMALLST SIZE LABLEFOR 0 03 MILE ROILFORM OR 8" BREAKFORMES BEST SUEITEDD HIEADER SHNOCE IDTBKEEPS THEUSED." 0- Q Z FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. n m 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" a J ~ LLLSEPARATIONMINIMUM. a Lw U 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. 8 x (d+1/2") S.M.S. @ B" O.C.Z J Z Qf Q m Q Of a to zO J Q F- a n U HOST STRUCTURE TRUSS OR @ 24" O.C.FOR WOOD USE 0 ~ 10 x 1-1/2" S.M.S. OR WOODS i 0 RAFTER z 4 r q/11 t 1f•.. U:'' z BR ORMED METAL SAME o D THICKNE AS PAN (MIN.) iN Z z co EXISTING HOST WOOD FRAME, P OTHER CO 0N CU1 C EXTEND UN ER DRIP EDGE 1" O Z N r 0 ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL w L, MIN. ANCHO TO FASCIA AND cc m O COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH .o y8x (d+1/2") LONG CORROSION RESISTANT S.M.S.. RISER OF PA AS SHOWN O p LLL W LL 1" FASCIA (MI .) z C.)LLj o, 't Ex I` w 10 x 1-112"S S. @ 16" O.C. af 2 C U W L° " n M z 08-12-2010 V 0.040" ANGL 'W/ #8 x U -z' LTJ O m a w S.M.S. @ 4" C. O C r' U U OLL LLU o i COMPOST E ROOF PANEL 0- I) 0 Ill'.:: a Lu O mat mm u.:.....,............ F u 0 m U C 0O Of m H DER (SEE NOTE BELOW)w tWi1 J ~ a o 8 x (d+1/2") S.M.S. @ B" O.C.Z J wa FOR MASONRY USE 'r'N'' r., 1/4"x 1-1/4" MASONRY 1 `' ANCHOR OR EQUAL w n R @ 24" O.C.FOR WOOD USE 0 ~ 10 x 1-1/2" S.M.S. OR WOODS i 0 SCREWS @ 12" O.0 w `o° W 4 r q/11 t 1f•.. U:'' z w SEAL;. 0 W ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL w L, z m SCALE: 2" = 1'-0" J WaF- COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH .o y8x (d+1/2") LONG CORROSION RESISTANT S.M.S.. n\ II w r LL- I` w LL 12 m 08-12-2010 OF EXISTING TRUSSES OR Lu I A I RAFTERS 8 x 1/2" WASHER HEADED 000 CAULK ALL EXPOSED SCREW CORROSIVE RESISTANT > - I I A III II B — I i(- HOST STRUCTURE HEADS SCREWS @ 8" O.C. — ALUMINUM FLASHING - I) SEALANT UNDER FLASHING LUMBER BLOCKING TO FIT PLYWOOD I OSB BRIDGE FASCIA OF HOST STRUCTURE z 3" COMPOSITE OR PAN ROOF O SPAN PER TABLES) FILLER v IIw 2" x _RIDGE OR ROOF BEAM O II II ( SEE TABLES) 0a SCREEN OR GLASS ROOM LA 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 coMPoslrE ROOF: SCREEN OR SOLID. WALL ROOM VALLEY CONNECTION8x "t" +1/2" LAG SCREWS W/ 1-1/4"0 FENDER WASHERS @ PLAN VIEW 8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = l'-0" 30# FELT UNDERLAYMENT W/ 2" X 2" x 0.044" HOLLOW EXT. 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT 5/16"0 x 4" LONG (MIN.) LAG AGAINST EXISTING ROOF SCREW FOR 1-1/2' 0.024" FLASHING UNDER EMBEDMENT (MIN.) INTO EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8 RAFTER OR TRUSS TAIL MIN. 1-1/2" PENETRATION CONVENTIONAL RAFTER OR 2 x 4 RIDGE RAKE RUNNER FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL TRIM TO FIT ROOF MIN. 1" @ ALUMINUM USE TRUFAST HD x ("t"+ 3/4") AT 8" INSIDE FACE O.C. FOR UP TO 130 MPH WIND SPEED "D' FASTEN W/ (2) #8 x 3" DECK EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP EXISTING RAFTER OR SCREWS THROUGH DECK TO A 150 MPH WIND SPEED "D" EXPOSURE. TRUSS ROOF INTO EXISTING TRUSSES OR WEDGE ROOF CONNECTION DETAIL RAFTERS SCALE: 2"= r-0" A - A - SECTION VIEW SCALE: 1/2"= l'-0" COMPOSITE PANEL 1" x 2" OR 1" x 3" FASTENED TO PANEL W/ (2) 1/4"x 3" LAG SCREWS W/ WASHERS FOR 140 8 150 MPH USE 2) 3/8" x 3" LAG SCREWS W1 WASHERS POST SIZE PER TABLES BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF 12 6 RIDGE BEAM 2"x 6" FOLLOWS ROOF SLOPE B - B - ELEVATION VIEW SCALE: 1/2"= V-0" ATTACH TO ROOF W/ 8) RECEIVING DECK SCREWS8) #10 x 1" DECK SCREWS AND (8) #10 x 3/4" S.M.S. RIDGE BEAM 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 RISER PANEL ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0" OR LESS 3) #8 WASHER HEADED PAN TO WOOD FRAME DETAIL SCREWS W/1"EMBEDMENT Z - CAULK ALL EXPOSED SCREW vS HEADS AND WASHERS r o z AT 8" O.C. FOR UP TO 130 MPH UNTREATED OR PRESSURE Q L. t TREATED Wi VAPOR BARRIER aF -w c tz 3 O.C. FOR ABOVE 130 MPH AND i1 Va i PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE 3" PAN ROOF PANEL U U ZQ D zp J Q w a0 W w o Z o ZLum Y ww m Uz m wwIL g rn 0op N Z m o cn U 0Sw v a z m w v cr o LL w n S o H o Fr _ MIN. SLOPE 1/4 : 1) r d m z 'IT n o (o a EXISTING TRUSS OR RAFTER ( 3) #8 x 3/4" S.M.S. PER PAN W/ CD z 3/4" ALUMINUM PAN WASHER zO 2 N n O 10 x 2" S.M.S. @ 12" O.C. — — — — — CAULK EXPOSED SCREW z J w w HEADS c7 w LL SEALANT 0- W 2" m zU a 1/4"x 8" LAG SCREW (1) PER w z ¢ O o EXTRUDED OR a — O n w TRUSS / RAFTER TAIL AND ] a- EXISTING FASCIA SUPER GUTTER 1/4" x 5" LAG SCREW MID WAY p U c c~i 00 SEALANT - BETWEEN RAFTER TAILS N z o`n° O Q:o a X SUPER OR EXTRUDED GUTTER J w Lj com~ N m L Lua EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 cowIL a) d 0 ; w SCALE: 2"= V-0" C. Z3 d o O fnEXISTINGFASCIAPLACESUPEROREXTRUDEDOLL n EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE w { ) mC13I ZO SEALANT W c) 10 x 2" S.M.S. @ 12" O.C. w o 1/2" 0 SCH. 40 PVC FERRULE z CL w w_1 SEALANT p LL 2) 1/4" x LAG SCREWS AND2"x6" r ° 01)#8x3/4"PER PAN RIB p / _ WASHERSS EACH SIDE _ _ _ _ SLOPE CAULK EXPOSED SCREW C ONLY HEADS w+y Z EXISTING 1/2" OR 7/16" J — u) '4'SEAL c SHEATHING POST SIZE PER TABLES 3" PAN ROOF PANEL Q — w y, ir EXTRUDED OR MIN. SLOPE 1/4": l' ° w, SHEETINSTALLW/ EXTRUDED OR 1/4" x 8" LAG SCREW (1) PER SUPER GUTTER ( ) O ui Z BREAK FORMED 0.050" TRUSS / RAFTER TAIL AND 3" HEADER EXTRUSION w c7 i ALUMINUM U -CLIP W/ (4) 1/4" x 1/4'x 5" LAG SCREW MID WAY- FASTEN TO PANEL W/(3) w r1-1/2" LAG SCREWS AND(2) w SCREEN OR SOLID WALL ROOM VALLEY CONNECTION I BETWEEN RAFTER TAILS #8 x 1/2" S.M:S. EACH PANEL `4 0 FRONT WALL ELEVATION VIEW v4" x 4" THROUGH BOLTS 0 z 1 O'C 1D SCALE:- v4" = r-0" (TYPICAL) SUPER OR EXTRUDED GUTTER n 5 z B :- B -PLAN VIEW EXISTING'ROOF TO PAN ROOF PANEL DETAIL 2 ' w SCALE: 1/2" = l'-0 SCALE`. 2"= l'-0" OF 12 08-12-2010 PAN TO WOOD FRAME DETAIL FOR FASTENING TO WOOD SCALE: 2" = 1'-0" 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 COMPOSITE PANEL J QUPTO150MPHWINDSPEED EXPOSURE"D" Z (n O J n O Q Z F - T m r w J W Z w i OUNTREATEDORPRESSURE TREATED W/ VAPOR BARRIER ALL LUMBER #2 GRADE -OR w W m6 w BETTER Q U Z OPTIONAL) DOUBLE PLATE ' w O FOR NON -SPLICED PLATE z UWALLS18'-0" OR LESS p ck: W uH Q U) Z Z d COMPOSITE PANEL TO WOOD FRAME DETAIL j wSCALE: O 2" = V-0" w Z 0- O PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE 3" PAN ROOF PANEL U U ZQ D zp J Q w a0 W w o Z o ZLum Y ww m Uz m wwIL g rn 0op N Z m o cn U 0 Sw v a z m w v cr o LL w n S o H o Fr _ MIN. SLOPE 1/4 : 1) r d m z 'IT n o (o a EXISTING TRUSS OR RAFTER ( 3) #8 x 3/4" S.M.S. PER PAN W/ CD z 3/4" ALUMINUM PAN WASHER zO 2 N n O 10 x 2" S.M.S. @ 12" O.C. — — — — — CAULK EXPOSED SCREW z J w w HEADS c7 w LL SEALANT 0- W 2" m zU a 1/4"x 8" LAG SCREW (1) PER w z ¢ O o EXTRUDED OR a — O n w TRUSS / RAFTER TAIL AND ] a- EXISTING FASCIA SUPER GUTTER 1/4" x 5" LAG SCREW MID WAY p U c c~i 00 SEALANT - BETWEEN RAFTER TAILS N z o`n° O Q:o a X SUPER OR EXTRUDED GUTTER J w Lj com~ N m L Lua EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 co wIL a) d 0 ; w SCALE: 2"= V-0" C. Z3 d o O fnEXISTINGFASCIAPLACESUPEROREXTRUDEDOLL n EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE w { ) mC13I ZO SEALANT W c) 10 x 2" S.M.S. @ 12" O.C. w o 1/2" 0 SCH. 40 PVC FERRULE z CL w w_1 SEALANT p LL 2) 1/4" x LAG SCREWS AND2"x6" r ° 01)#8x3/4"PER PAN RIB p / _ WASHERSS EACH SIDE _ _ _ _ SLOPE CAULK EXPOSED SCREW C ONLY HEADS w+y Z EXISTING 1/2" OR 7/16" J — u) '4'SEAL c SHEATHING POST SIZE PER TABLES 3" PAN ROOF PANEL Q — w y, ir EXTRUDED OR MIN. SLOPE 1/4": l' ° w, SHEETINSTALLW/ EXTRUDED OR 1/4" x 8" LAG SCREW (1) PER SUPER GUTTER ( ) O ui Z BREAK FORMED 0.050" TRUSS / RAFTER TAIL AND 3" HEADER EXTRUSION w c7 i ALUMINUM U -CLIP W/ (4) 1/4" x 1/4'x 5" LAG SCREW MID WAY- FASTEN TO PANEL W/(3) w r1-1/2" LAG SCREWS AND(2) w SCREEN OR SOLID WALL ROOM VALLEY CONNECTION I BETWEEN RAFTER TAILS #8 x 1/2" S.M:S. EACH PANEL `4 0 FRONT WALL ELEVATION VIEW v4" x 4" THROUGH BOLTS 0 z 1 O'C 1D SCALE:- v4" = r-0" (TYPICAL) SUPER OR EXTRUDED GUTTER n 5 z B :- B -PLAN VIEW EXISTING'ROOF TO PAN ROOF PANEL DETAIL 2 ' w SCALE: 1/2" = l'-0 SCALE`. 2"= l'-0" OF 12 08-12-2010 0.024" x 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL f 1/8" x 3" x 3" POST OR SIMILAR 8 x 9/16" TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM (a) POST DETAIL SCALE: 2" = 1'-0" 0.024"X 12' ALUMINUM BRK MTL RIDGE CAP 4yw FASTENING OF COMPOSITE VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 2" x SELF MATING BEAM 5 REBAR IMBEDDED IN TOP OF CONCRETE COLUMN (BY OTHERS) PANEL' SEALANT 8 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 1/8" WELDED PLATE SADDLE W/ (2) 1/4" THRU-BOLTS WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("t"+ 314") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" PANEL ROOF TO RIDGE BEAM (aP 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 1.28 FOR H-28 METAL 8 1.20 FOR H-14 OR H-25 METAL. COVERED AREA nn, rnvn" TAB AREA 3/8" TO 112" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE n'j0 STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2:12 ll rnidn, ur udn'n SUBSEQUENT ROWS STARTER ROW COMPOSITE PANEL WI EXTRUDED OR BREAK FORMED CAP SEALED W PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'. APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. FOR AREAS UP TO 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA. FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS. SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA. ADHESIVE: BASF DEGASEAL- 2000 COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE: N.T.S. COVERED AREA TAB AREA W/ 1" ROOFING o NAILS INSTALLED PER o MANUFACTURERS SPECIFICATION FOR NUMBER o AND LOCATION \ 0 MIN. ROOF SLOPE 2-1/2:12 O / 0 SUBSEQUENT ROWS 0 0 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR #8 WAFER HEADED SCREWS 7/16" O.S.B. PANELS SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-1/2:12 AND GREATER 1. INSTALL PRO -FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 3. SEAL ALL SEAMS WITH BASF DEGASEAL TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL. 4. APPLY 3/8"0 BEAD OF BASF DEGASEAL- 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL 7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.38. 6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.3. 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET 17QCK SCREWS @ 8" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND7IDNC AND .4T'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. m 01 10 x 4" S.M.S. W/ 1/4 x 1-1/2" Z' S.S.NEOPRENE WASHER @ Q 8"0 . C. J SEALANT a 8 x 9/16' TEK SCREW @ 8' iz O.C. U) CAULK ALL EXPOSED SCREW z HEADS AND WASHERS Lu 3) 1/4"0 THRU-BOLTS (TYP.) 8 x 9/16" TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM (a) POST DETAIL SCALE: 2" = 1'-0" 0.024"X 12' ALUMINUM BRK MTL RIDGE CAP 4yw FASTENING OF COMPOSITE VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 2" x SELF MATING BEAM 5 REBAR IMBEDDED IN TOP OF CONCRETE COLUMN (BY OTHERS) PANEL' SEALANT 8 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 1/8" WELDED PLATE SADDLE W/ (2) 1/4" THRU-BOLTS WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("t"+ 314") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" PANEL ROOF TO RIDGE BEAM (aP 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 1.28 FOR H-28 METAL 8 1.20 FOR H-14 OR H-25 METAL. COVERED AREA nn, rnvn" TAB AREA 3/8" TO 112" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE n'j0 STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2:12 ll rnidn, ur udn'n SUBSEQUENT ROWS STARTER ROW COMPOSITE PANEL WI EXTRUDED OR BREAK FORMED CAP SEALED W PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'. APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. FOR AREAS UP TO 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA. FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS. SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA. ADHESIVE: BASF DEGASEAL- 2000 COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE: N.T.S. COVERED AREA TAB AREA W/ 1" ROOFING o NAILS INSTALLED PER o MANUFACTURERS SPECIFICATION FOR NUMBER o AND LOCATION \ 0 MIN. ROOF SLOPE 2-1/2:12 O / 0 SUBSEQUENT ROWS 0 0 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR #8 WAFER HEADED SCREWS 7/16" O.S.B. PANELS SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-1/2:12 AND GREATER 1. INSTALL PRO -FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 3. SEAL ALL SEAMS WITH BASF DEGASEAL TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL. 4. APPLY 3/8"0 BEAD OF BASF DEGASEAL- 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL 7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.38. 6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.3. 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET 17QCK SCREWS @ 8" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND7IDNC AND .4T'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. m 01 C w O a aw ww o z o z N wa0 N w w m Uz m a ti 3 rn LL o O N z m O o 0 U w c w v 0- 3 z m w m LL w oN C, x F- aCL Z_ lYO w O z 0wU 0wEL w O F- Oz 0 0 N' s I t w I SHEET Z' Q Q 2 J J 20 — a O Q iz W U) J 0 to >- Z z W Z O Lu z LL 06 wJ 11J w U Z w O O F_ U 0 Q z v Z .a w LL w p0 U X 0 Q z J O Q FaUE Z o zO r O N2 m zJ w rN P O LL LLZ 5 Z m ai w O c x y aOQ a m 00 p1 a vCL C U o r LL O W m c o a L a W oLuIL C13 0 m # U > O C U d wUw L w w J Z :Q 0 .n it C w O a aw ww o z o z N wa0 N w w m Uz m a ti 3 rn LL o O N z m O o 0 U w c w v 0- 3 z m w m LL w oN C, x F- aCL Z_ lYO w O z 0wU 0wEL w O F- Oz 0 0 N' s I t w I SHEET Z' J w iz wN10E z On z LL 12 m 08-12-2010 OF f, Table 7.1.1 Allowable Spans. and. Design /Applied Loads' (#ISF) for Industry Standard Riser Panels for Various Loads note. i out mor panel wlom =room w,am + wan wlam I 0-mang. -uesgn or applied load based on the affective area of the panel Table 7-1.2 Allowable Spans and Design /Applied Loads' (#/SF) Tor lnaus[ry oxartoara Kiser Panels Tor various Loaas 1-112" x 12•'--x 0.024'1 or 5 Rib Riser Panels Aluminum Allot/ 3105 H-14 or H-25 Open Structures IScreen Rooms Wind 1 Atter h d'Covers Zone. 182. 3 4 1821 3 4 Open Structures Open Structures Glass &,Modular Rooms Screen Rooms Glass Modular Rooms Enclosed Rooms - Overhang Wind MonoSlo'ed of Attached Covers Enclosed Roofs 100 Cantilever Zone 1&2 3 4 1&2 1&2 3 4 1&2 3 4 Note: Total AllMPHsaNload• s annoad' s ann ad* s anfloacr I spanfloaldr* I s aNload' s annoad' an/load' ardload' Roofs 100 4'-70' 25 5'-11' 25 S-1' 25 4'-9_ 26 5'-11' 26 6'-0" 26 4'$' 30 5' T, 30 5'-9' 30 1'-10. 45 110 5'-3' 20 s6 20 44-8" 28 5'-9" 28 5'-10" 28 4'-3' 36 S•-3" 36 5'-5' 36 1'-9• 55 120 5'-2' 23 6'-2" 23 6'4' 23. 4'-S 33 5'-5-' 33. 5'-7' 33 4--0' 43' 4--11- 43 5'-1' 43 1'$' 65 123 4'-11- 24 6'-1' 24-. 6'-2' 24 4'4' 35 54' 35 5'-5" 35 3'-11-- 45 4'-1 t' 45 4'-11'-. 45 T-7' 69 130 4'$' 27 5-10'' 27 5'-11- 27 4'-Y. 39 5'-2' 39 5'-3" 39 3'-10' S1 4'$' S1 4'-10' 51 1'-7' 77. 140-1 4'6- 31 F -T 31 S'$" 31 3'-11' 46 4'-10' 4fi 4'-1 t' 46 3'-10' S1 4'$' S1 4'-t 0' S1 t'$•'-89 1d0-2 4'S" 31. 5'-T 31 5'$" 31. 3'-11' 46 4•-10" 46 4'-11' 46 3'-T 59 4'-6' 59 4'-T 59 7'-6' 89 750 5'-11' 52 36.5-5" S2 4'-5" 68 36 3'-9' 52 4•$•. 52 a'-9' 52 3'-5' 68 4'-3' 68 a4• 68 1'-S 702 1-114' x 12' x 0.030. 2 or, $.Rib. Riser Panels, Aluminum Alloy 3105 H-14 or H-25 2616'7'26 10-10'. 39 9'$' 60 ,12'-3' S1 12'$• 51 Open Structures- 9'-T 46 11'-5" 40 Open Structures T-2' Glass -8 Mod lar. Rooms 9'-1' 32 2'-11' S5 Screen Rooms Wind. Glass Modular Rooms Overhang Wind Mo no-Sloped 'Roof.. 123 had Covers Zone Enclosed. 6'$' 4. Cantilever Zone 1&2 3 4 1&2 3 4 1&2 3" 4 annoad' All MPH s ardload' s anAoad•. span/load' s an/load' s M, s aruload' noatl'. n/load' 11-c' Roofs 8'-9" 26 25.. 6'-5' 25 6'$' 25 S -P. 26 6'4" 26 S-5' 26 4 10• 30 6'-0" 30 6'-2' - 30 1'-11'. 45 110 5'-11' 20 6'-11' 20 T-1' . 20 4'-11• 28 6'-Y 2'-7' 55 120 5'$' 36 5'-9' 36 1'-70' S5 120": 5'-T 23 6'-7' 23 6'-9" 23 4'-9" 33 5'-10'' 33 5'-71' 33 4'4' 43 5'4" 43:5'-5' Cantllever 43 9'-2"21 123 5'S' 24' 6'$' 24 6-7" 24 4'-8" 35 5' 9" - 35 5'-10' 35 4'-3" 45 5'-3" 45 5'4' 45 8'-10' 23 130 5'4' 27 6'-3' 27 6'<- 27 4'-5' 99 5'$" 39 5'-7' 39 4'-i' 51-- 5'-0" 51 5'-2' 51. 10'-11' 17 13'-6': 74 13'-9" 14 140-1 5'-0" 31. 5'-11' 31 6-1' 3t 4'-3" 45 5'-3' 46 5'4• 4b 4'-1' S1' S'-0` 51 5'-2' S7 9'-10' 39. 140-2 5'-0" 31 " 5'-1 P 31 6'-1' - t3 4'-3':' 46 5'-3" 46 5'4' 46 3'-11' S9 4'-10' S9 4'-11' S9 1'-7' 89 150 4'-9" 36 S'-8' 36 5'-9' 36 4'-1' S2. 5'-0' 68 6'-6' 68 7-1'• 102 40 9'-T 40 1-1/4" x 12"x 0.050" 2.or 5 RIh Riser Panels '.Aluminum Al oy 3105 H-14 or H-25 9'-6'..45 2'-11•.69 140-2 8'-11' 27 1V-6- 27 11'$' 23 T-9` 40 9'-T 40 10'-3-. 40 T-2' 59 Open Structures' 89 150 Screen Rooms Glass Modular Rooms S-10" 68 Overhang Wind'.. Mono Slopeded Roof 39 Attached Covers IT -6- 7 19'-7' 17 t8'-71', 1A Enclosed 15'-5' 26 11'-5' 41 Cantllever Zone 1&2 3- - 4 72'4-- 35 15'-2" 29 1823 I 4 182. 3- 4 12'-6' 40 All - MPFI s an/load* s annoad- s nnoad• spar/load' annoad' spa 1 s annoad' s annoad-' span/load' I >s aNtoad' Roofs, 10-9' 46 12'-0' 46 11'$' 46 8-10' 68 10'$" 60 9 T 68 5'-11'. 26 T-5' , 2fi T 6 26 5'-8' 30. T-1` 30'. T-2- 30 2'4" 45- 110-. 5'-10"- 28 7'-7 28 T4`.-:28 5'4' 36 6'$' 36 55 5'-6' 33b'-10' 33 6-11"6'-3" 43 2'_I 65 5'-5' 356-70" 35 -4'-11'45 6'-2" 45 0' 695'-3' 39-1- 39 4'-9" 51' S'-11" 51 W367-2'. 11'77 4'-11• 466'-3' 46. 4'-9" 51 5'-11' 51 10'894'-11•. 46.59. 10' 4'-9" 5268 1'-9' 102 note. i out mor panel wlom =room w,am + wan wlam I 0-mang. -uesgn or applied load based on the affective area of the panel Table 7-1.2 Allowable Spans and Design /Applied Loads' (#/SF) Tor lnaus[ry oxartoara Kiser Panels Tor various Loaas 1-112" x 12•'--x 0.024'1 or 5 Rib Riser Panels Aluminum Allot/ 3105 H-14 or H-25 Open Structures IScreen Rooms Wind 1 Atter h d'Covers Zone. 182. 3 4 1821 3 4 Table 7.1.3 -Allowable-Spans and Design I Applied toads' (#/SF) for Industry Standard Riser. Panels for Various Loads Open Structures .... Open Structures Glass &,Modular Rooms S Rooms, Wind Glass Modular Rooms Enclosed Rooms - Overhang Wind 1&2 3 4 MonoSlo ed Roof Attached Covers MPH s aNloid' s annoad' -So aNloatl' Enclosed Roofs 100 Cantilever Zone 182 3 4 1&2 3 4 1&I. 3 9'S" 33 12'-i`_ 30. 12'-4' 30' 4 Note: Total All MPH s-aMoad' s annoacr s an/load' s aniload' span/load' s .m ad' s annoad' span/load' s ardload' Roofs 8'A' 46 11'-0' 40. 11'-3' 40 110'-7' 45 10'-10" 45 3'-3' 89 1402 9'-9' 31 12'-T 2712'-70"2746 7'$" 26 T$" 26 S-9- 30 T-2" 30' T-3"' 30 Z -S. 45 3" x 12' x D.030" 2 ors Rlb Riser Panels Aluminum Allo 3105 H-tb err H-25' 4'-0' 89 B 7'4' 2B T- "- 5 28 5'-5'- 36 6'-9" 36. 6-t0' 36 7-3' S5 Cantilever Zone 1&2 3 4 182 -. 3 - 4 1&2 3 4- 6'-11' 33 T-3 1 33 5'-2' 43 64". 43 6'A" 43, 2-7• 6456'3"45 4--0" 45 110 12'-11' 17 ,1T-1" 14 iT-5' 14 11'-3' 25 13'-11' 25 "15'-1' 21 10'-4- 32 12'-10" 32 Attached Covers 120 77-P 20 '15'-11' 17 16'4' 17 10'-T 30 13'-1" 30 -13'-0' 30 9'-5" 43 11'-11` 39 12'-3' 39 6'4' 45 T-1- 69 9'-3' 45 91'-10' 41 4 -: All MPH andload' s an/load' s anfload• V12. 9. 6'-T 39 6'$' 99 4-10' S1. 5'-1151 B'-11' S1 11'-5' 45 11'A' 45 6'1• . 51- 1''11' 66'-2' 9' 2': 46- 11'-11' 40 12'-2' 40' 8'-5' 59 10-10 S3 11'-1' 53 3'S' 89 150 32 12'-i t' 32 - 13'-2' 32 46' 6'4" 46 4'-10' SL 5'-11' S1 6-P 51 1'-11' 89 16-9-. 25 11'-5' 39 15'-T 32 75'-5' 32 4'-0'65. 18'S' 659 17 18'-1'r 17 17-3- ,: 26 16'$' 26 11' 3` 61 13'-11' 34 15'-2' 34 5'-70" 59 1'-112 4 L21W'-5" tT•10- 20.18'-2' 20 11'•70'. 29 75'-11' 29 10'-71' 45 13'$' 16.71' s aNload' 's annoiT annoad' 5'-11' 52 6'-1' S2 4'-5" 68 5'-5'' 68 6-7' 6B. 1'-10' 102 1-1/2" x 12" %0.050' 2 or 5 Rib Riser Panels Aluminum Ano 3105 10'4'' S3 12'-9'89:: 164'- 10'-T:;T- 13'-5' 23 i6'-5' 2 20 10't 1' 35 92'-3' 35 71'-10" 35 9'-1' 51 2616'7'26 10-10'. 39 13$' 99 9'$' 60 ,12'-3' S1 12'$• 51 Open Structures- 9'-T 46 11'-5" 40 Screen Rooms. T-2' Glass -8 Mod lar. Rooms 9'-1' 32 2'-11' S5 Overhang Wind. T-50 Mono -Slopeded R f Attached Covers Enclosed 123 8'-3' '21 t0'-8' 21 10'-10' 21 Cantilever Zone V-2' 32 6'$' 4. 1&2 3 4 1&2 - 3 4' 6'-5- All - MPH s aNload'. s nnoad' annoad' a annoad' sp. annoad' s annoad• s annoad' s annoad' span/load' Roofs 100 - T-2' 25' 10'4- 16: 10'-T 16 T -Y . 26 8'-9" 26 8'-i t` 26 6'-9• 30 Ill 9 32 9'-1' 32 6'4' S2 T-10' 46 8'-0' 46 110- T-10°- 20 9'A" 17 10'-5` 17 6-11. 28 8'$". 28 8'-9" 28 T-10' 36 8'-0' 6 2'-7' 55 120 T-5' 23.9'-2' 20 X9'4'. 20 6'-7- 33 8'-1' 33 ` 8'-3' • 93 7'-5' 43 T-7' 43 7-5'- 6123T-3' 13'4' 32 Cantllever 24 9'-0' 21 9'-2"21 T-11' 35 P: 35 T-3' 45. T-S' 45 2'-5' 69 130 6'-11' 27 8'-B' 23 8'-10' 23 6'-2' 39" T-8"' 39 7'-70 39 436 6'-11' S1. T-2. 51 2'4' 77 140-1 3'A' 45 1 - '-3' - 272746'-3'46. 3 8 10'-11' 17 13'-6': 74 13'-9" 14 9'-2" 25 11'-9' 21 T-5' 46'$' 6 6'-11' S1: T-2' 51-. 7-3' 89 140.2 6'-8'31 8'-3'. 27.27 9'-10' 39. 5'-10` 46T-3' 46 T-5^ 1506'4'36 12'-5' 77 12'-8" 17 T' 6'- 32 10'-11' 32 11'-1' 32 T-10' 41 9'A" 41 9'-10" 41 3'-2r 69 130. T -1O' 3Y 8'-3• 35 -10'S' 35 t0'-9" 35 7'4 45 9•-3' 45 6'4' 68 6'-6' 68 7-1'• 102 Table 7.1.3 -Allowable-Spans and Design I Applied toads' (#/SF) for Industry Standard Riser. Panels for Various Loads Open Structures .... Screen Rooms Glass &,Modular Rooms Overhang Wind MonoSlo ped Roof Atte h d Covers Enclosed Rooms - Cantilever Zone. 1&2 3 4 1&2 3 4 182 3 4 All MPH s aNloid' s annoad' -So aNloatl' s aMoaC s aNload' s an/] s aNloatl' span/load' Roofs 100 12'-2' 16 16'-1`. 13 ;16'-5' 13 10'-9' 23 13'-3- 23 135' 23 12•-7" 27, 12'-10" 27 4'-0` 45 110 11'-11" 17 15-70' 14 16'-1' 14 10'-5' 25 12'-70' 25. 13'-7 25 11'-10 32 t7-/- 32 S-9•- 55 120 t1•-2" 20 13'-10'. 20 15'-1' 77 9'S" 33 12'-i`_ 30. 12'-4' 30' 11'i' 39 11'4' 393'-7' Note: Total roof panel width =morn width + wall width + overhang, •Design or applied load based on the effective area of the panel. - Table 7.1.3 -Allowable-Spans and Design I Applied toads' (#/SF) for Industry Standard Riser. Panels for Various Loads Open Structures Wind Mono -Sloped of Open Structures .... Screen Rooms Glass &,Modular Rooms Overhang Wind MonoSlo ped Roof Atte h d Covers Enclosed Rooms - Cantilever Zone. 1&2 3 4 1&2 3 4 182 3 4 All MPH s aNloid' s annoad' -So aNloatl' s aMoaC s aNload' s an/] s aNloatl' span/load' Roofs 100 12'-2' 16 16'-1`. 13 ;16'-5' 13 10'-9' 23 13'-3- 23 135' 23 12•-7" 27, 12'-10" 27 4'-0` 45 110 11'-11" 17 15-70' 14 16'-1' 14 10'-5' 25 12'-70' 25. 13'-7 25 11'-10 32 t7-/- 32 S-9•- 55 120 t1•-2" 20 13'-10'. 20 15'-1' 77 9'S" 33 12'-i`_ 30. 12'-4' 30' 11'i' 39 11'4' 393'-7' 65 t1'-0' 21 '13'-7- 21. 13' -it' 27. 94" 35 17'-17' 32 12'-2' 32 uann- 4 510'-11" 41 11•-2' 41 3'$- 69 130' t0$' 23 13'-2- 23 13'-5' 23 8'-1 t' 39 11'S` 35 11'-9' 35 110-7" 45 10'-10• 45 3'4' 77140-1 16<' 26 11'-7 - 41 9'-9' 31 12'-T - 21 12'-10" 27 8'A' 46 11'-0' 40. 11'-3' 40 110'-7' 45 10'-10" 45 3'-3' 89 1402 9'-9' 31 12'-T 2712'-70"2746 1V.0- 40 11-3 40. 9 9'-8• 59 9-10' 1T-8' 45 150 9'-3' 96.11'-1 i- 32 12'-2' 32 8'-2" 52 11'-3' 40 13'-11' 40 14'-2' 40' 10'-10' 45 3" x 12' x D.030" 2 ors Rlb Riser Panels Aluminum Allo 3105 H-tb err H-25' 4'-0' 89 Open Structures Screen Rooms.. Glass & Modular Rooms Overhang Wind MonoSloped of Attached Covers Enclosed Cantilever Zone 1&2 3 4 182 -. 3 - 4 1&2 3 4- AllMPHsannoad' s annoad' s annoacr s nnoad' spas aNload* s Nload' -s p - Lal s annoad' Roofs 100- 13'-2- 16 17'-5" 13 1T-9- 13 11'-T- 23 14'4' 23. 15'-3' 20 10'-11•.: 27 .73'-T. 27 13'-10-127 4--0" 45 110 12'-11' 17 ,1T-1" 14 iT-5' 14 11'-3' 25 13'-11' 25 "15'-1' 21 10'-4- 32 12'-10" 32 Attached Covers 120 77-P 20 '15'-11' 17 16'4' 17 10'-T 30 13'-1" 30 -13'-0' 30 9'-5" 43 11'-11` 39 12'-3' 39 123 1T-11" 21 -05'-8" 1T 16'-0' 17 10'-5' 32 12-11' 32 13'-2- 32 9'-3' 45 91'-10' 41 4 -: All MPH andload' s an/load' s anfload• 9'8' 35 12'$• 35 8'-11' 57-11'A' 45 3•$'- 77 140-1 10'-11" 27 73'-T 27 13'-10" 27 9'-2' 46 11'-11' 40 12'-2' 40 B'-11' S1 11'-5' 45 11'A' 45 3'S' 89 140-2 10'-11" 27 13'-7" 27 '13'-10" 27 9' 2': 46- 11'-11' 40 12'-2' 40' 8'-5' 59 10-10 S3 11'-1' 53 3'S' 89 150 32 12'-i t' 32 - 13'-2' 32 8'-10' 52 11'4- a6 -11'-T 46 8'-i' 68 10' S' 60. 10'-T 60 3'4' 102 Open Structures Wind Mono -Sloped of Screen Rooms Attached Covers Glass Modular Rooms ' . Enclosed OverhangCantilever Zone 1823 4 '.. 182 3-- 4 1&2 3 4 All MPH s aNload' s an/load' s aNload' s annoad' s annoad• s annoad' span/load. s aNload' spaannoad' Roofs 100 16-6' 13 20'-4' 13 20'-9'- 13 13'$' 23 1T$' 20 17'-10-120 12'-10' 27 ° 16'-9" 23 17'-7' 23 4'-0' 45 110 16-2" 14 19'-11' 114 1 20'4' 114 13'-2 25 17'-3' 21 1T-7' 21. 171. 32 15'-10' 27 16'-2' 27 4'-0" 55 120 15'-1' 17 18'-B' .17 19'-0. 17 12'-5' 30 ..76'-3-- 25 16'-7' 25 71'-0' 39 14'-0'. 39 15'-3' 32 10-6' 25 12'-11' 2b 13'-3'. 27. 123 13'-11' 21 18'4' 17 18'$" 17 17-2' 32 15'-11' 26 16<' 26 11'-7 - 41 13'-10' '41 14'-1' 41 4'-0' 69 130' 13'-6' 23 1T-8" 20 18'-0' 20 11'-9' 35 15'S" 29 15'-9' 29 10'-10' 45 1T`1 45 1T-8' 45 4'-0'. 77 140-1 12'-10• 27 16'-70' 23 17'-2' 23 11'-3' 40 13'-11' 40 14'-2' 40' 10'-10' 45 13'4' 45 13'A" 45 4'-0' 89 140-2 12'-70' 2T 16'-t 0' 23 1T-2' 23 11'-3' 40 :13'-11• 40 14'-2' 40 91-11 S9 .12'$' 53 17-11' 531 4'1-0" 89 150.'- 2 140.2 .10'-3' 27 12'$" 27 12'-11' 27 8'-T 40 71'-1" 40 17'_4 40 T-1 P 53 Note: Total roof panel width = room width +wan width a hvadiann 'nesim nr anmied Inti h.- 3fi 12'-0" 32 12'-3' 37 Table 7.1.4 Allowable Spans and Design I Applied Loads' (#/SF) for Industry Standard Riser Panels for Various Loads 3" x 12' x 0.024" 2or 5 Rib Risar Panels Aluminum Alloy 3105H-28 Ope StructuresScreen'Rooms J LL1 Glass 8 Modular Rooms Overhang Open Structures Mono -Sloped Roof Screen Rooms Glass 8 Modular Rooms Overhang Wind Mono -Slopeded Roof Attached Covers 182 3 Enclosed Cantilever Zone 1&2 3 4 1&2 - 3 - 4 182 3 4 AllMPH : s annoad' spas aNload' s annoad'. s annoad' s annoad' s annoad'. s aNibad'. s annoad' I Roofs 100 12'-3' 76 16' - 13 16'-7' 113 10'-10' 23 134• 20 IS - 20 10'-3' 27 12'-8' 23. 12'-1P 23 110 12'-7' 77 15'-1i'. 14 16'-3' 14 10-6' 25 12'-11' 2b 13'-3'. 27. 9'4' 32 t1'-71` 27 72'-3" 27 ^3'-10° 55 120 11'-3' 20 13'-11' 20 15'-3' 17 9'-7" 30 12'-3` 25 17-6 25 8'-9` 39 11'-Y 39 11'-5' 39 3'-T 65 123. 11'-1' 21 13'-9' 21 14'-0' 21 9'-5" 32 12'-0' 26. 12'-3' 26 8'-7" 41 11'-0" 41 11'-3' 41 3•S' 69 130 10'-9' 23 13'4' 23 13'-7' 23 S-1" 35 11'-T 29. 11-10' 29 81'- 45 10'$': 45 ' 10'-11' 11'-9" 38 140.1 10'-3' 27 12'$' 27 12'-1t' 27 8'-7' 40 11'-1" '40 11'4• 40 8'4-' 45 10'$' 45 70'-11' 45 140.2 .10'-3' 27 12'$" 27 12'-11' 27 8'-T 40 71'-1" 40 17'_4 40 T-1 P 53 9'-9' 53 10'4' 34'. 102 150 9'4'. 3fi 12'-0" 32 12'-3' 37 8'-3' - 46. 10'-T'..46 10'-10" 46 7'S" 60" 9'4'- 60 -9'$" 60 3'-7' 702 N=_ .. ,. - ,.,..., „,a w,uv vernang. Wits gn or appaeo load oases on me anecove area of the panel e Table 7.1.5 Allowable,Spans and Design I Applied Loads' (#/SF) 1 for Industry Standard Cleated Panels for Various -Loads Cl) 1-3/4" x 12" x 0.024' Cleated Panels -Aluminum Alloy'3105 H-14 or H-25 - Wind Ope StructuresScreen'Rooms J LL1 Glass 8 Modular Rooms OverhangWindMono -Sloped Roof 8 Attached Coven: Enclosed- tr Cantilever Zone 1&2 3 4 182 3 4 182 3 4 All MPH s ardload' s annaNoad' s load- s annoad' s annoad' s aNload' s a' I ad- s annoad' s annoad' Roofs 100 13'-3' 13 17'-7- 13. IT -11-113 11'$' 123 1 15-1" 120 1-15 5' 190 1 11'-1' 127 1 13'$' 23 I 13'-11' 23 4'-0' 45 110 13'-0" 14 17'-3" 14 1T-7' 14. 11'4- 25 14'-0' 21 16-2' 21 10'-5^ 32 12'-11', 27 13'-2' 27 4'-0" 55 120 12'-2' t7 16'-1" 17 i6'-5'13-6' 8'-11` 27 7-1P 45 25 T-6' 39 17-1- 32 12'4' 32 3'-11' 65 123 12'-T 17 15'-10'. 17 16'-2' 17 10•-6" 32 12'-11- 26 13•-3- 26 94" . 41 11'-11* 34 12'-2- 34 4'-0" 69' 130 ". 11'$' 20 15'-3" 20 -15'-T' 20 9'-9" 35 . 12'-6' 29 12'-9' 29 8'-1 t' 45 11'S' 45 11'-9' 38 3•$'' 77 140-1 11'-1" 27 13-8 23 13'-1 t" 23 9'-3" 40 11'-i 1'. 34 17-3'' 34 B'-11'- 45 11'S' 45 11'-9" 38 S-6' 89 140-2 11-1'-. 27 13'$' 23 13'-11' 23 9'-3' 40. 11'-11- 94 i6_ 17-3' 34 8'.A'.' 53 -10'-11' S3 11'-2' 53 3'S' 89 150 10 $- 32 17 -ii' 26 13'-3' 26 11'-5" 146 1 11-8- 39 e'-2" fi0 10'$' 60:: 10'A" 60 34'. 102 0.050 "tar 5 Rib Riser Panels Aluminum Allo 3105 H-28 T-1' 37 8'-9' 27 -8'-11' 27 46 7'$' 40' u, 57 Oban SWCWres - Screen Rooms-- Glass 8 Modular Rooms Overhang Wind Mono -Slopeded Roof Attached Covers Enclosed Cantilever Zone1&2 3 -' 4 182 3- 4 1&2 3 4 -: All MPH andload' s an/load' s anfload• s annoad' - spannoad' s annoad' s annoad' .s-annoad' s annoad' Roofs 100 16-T. 13 20-6. 13 20'-11" 13 13'-8". 20 ITA- 20. 18'-0' 20 72'-11' 23 16'-10" 231T-2' 23 4'-0. 45 110. 764' 74 20'-2"' 14 20'-T 14 73'-3' 21 1T-9' 2i 12-3" 27 15'-11' 27 764' 27 4'-0' 55 MonoSlo d Roof i8' -i 0' 1719'3- 17' 17-6' 25 16-9-. 25 11'-5' 39 15'-T 32 75'-5' 32 4'-0'65. 18'S' Zone 17 18'-1'r 17 17-3- ,: 26 16'$' 26 11' 3` 61 13'-11' 34 15'-2' 34 4'-0' 69 4 L21W'-5" tT•10- 20.18'-2' 20 11'•70'. 29 75'-11' 29 10'-71' 45 13'$' 16.71' s aNload' 's annoiT annoad' s aNload s anti 237T4' 23 11'4' 34 15-7' 34 10'-11' 45 1T:638 13'-9• 38 4'-0' 89 16'-11' 231T4' 23 11'4` 34 15'-7' 36 10'4'' S3 12'-9'89:: 164'- 10'-T:;T- 13'-5' 23 i6'-5' 2 20 10't 1' 35 92'-3' 35 71'-10" 35 9'-1' 51 2616'7'26 10-10'. 39 13$' 99 9'$' 60 ,12'-3' S1 12'$• 51 4'-0' 702 N=_ .. ,. - ,.,..., „,a w,uv vernang. Wits gn or appaeo load oases on me anecove area of the panel e Table 7.1.5 Allowable,Spans and Design I Applied Loads' (#/SF) 1 for Industry Standard Cleated Panels for Various -Loads Cl) 1-3/4" x 12" x 0.024' Cleated Panels -Aluminum Alloy'3105 H-14 or H-25 - Wind Open Structures - J LL1 Screen Rooms - Glass Modular Rooms Overhang a m MonoSlo d Roof tr 8 Attached Covers f/) Enclosed" 1&2 - 3 4 Cantilever Zone 1&2 3 4 aNload• 1&2 3 4 1&2 3 4 All MPH span/, s nnoad' span/load' aNload' annoad• s annoad' s annoad' annoad' s annoad' Roofs 100 7'-7' 76 70'-11' 16 11'-P 16 T-6- 23 9'-3' 23 9'-5• 23 T -t-' 30 8'-10-- 27 8'-11` 27 7-1P 45 110 8'-3' 17 10•-9" 17 10'-11' 17 T-3-. 28 S-0' 25 9'-2' 25 6'$'. 36.. 8'-3'. 32 9 5'- 32 2'-9' 55 120 T-10' 20 9'$' 20 9'-11'. 20 6'-11" 33 8'$' 30 e'-8' - 30 64' 43 T-70" 39 7'-11` 39 2'-7' 65 123 T-8' 21 9'$-. 21 9'$'" 21 6'-9' 35 8'4' 92. 8'$' 32 6'-2' 45- T-8'' 41. T-10" 41 2'-7' 69- 130, T4'- 23 9'-1' 23 9'-4- 23. 6'A' 39 8'-1' 35- 8'-3' 35 5'-71' 5t T4" TA' S9 2'-11' 89 140-1 T-1' 37 8'-9' 27 -8'-11' 27 6'-2• 46 7'$' 40' T-9' 40:5'-11' 57 7'4' 51 T$' CS 2'4' 89 740-2 T-1', 31 S.9' 27 S -i 1'- 27 6'-2' : 46 7'$' 40- 7'-9" Open Structures Screen Roos Glass 150 6'$' 36 S-3' 32 8'-5" 32- - 5'7'4'68 Wind Mono. Slop ed Roof Attached Covers Enclosed 13/4" x 12' x 0.030' Cleated Panels Aluminum Allo 3105 H-14or.H-25 182 3 4 - 4 782 3 - 4 c Open Sbvctures Screen Rooms Glass Modular Rooms Overhang Wind MonoSlo d Roof 100. Attached Covers 13'$' 23 16'-2'- 20 Enclosed 12'A' 27 Cantilever Zone 1&2- 3 4 1&2 3. - 4 1&2. 3 4 All MPH s aNload' 's annoiT annoad' s aNload s anti s an/loacr s aNload' annoad•. s nnoad' Roofs - 100 8'2^ 7fi 1T-9" 13 11 -All' 13 23'. .10'<' 23 10'-T:;T- 13'-5' 23 i6'-5' 2 20 10't 1' 35 92'-3' 35 71'-10" 35 9'-1' 51 10'-10• 45 10'-5' 45 110 e'-10` 17 i1' -T 14 T -10'10I- 9'-T 46 11'-5" 40 11'-1' 40 T-2' 32 9'-1' 32 2'-11' S5 120 8'-5' 20 10'-9' 20 10'-11' 20 T-50 33 9'-2" 30 35 9'4' 30 6'-9' 39 3'-5 123 8'-3' '21 t0'-8' 21 10'-10' 21 T-3• 35 9'-0'' - 32 V-2' 32 6'$' 47 8'-5' DensityFoam 730 T -t 1' 23 104" 23 10'-6' 23 T-0' 39 8'A' 35- 6'-70' 35 6'-5- 45U61"-2 Modular Rooms Overhang 140-1 T -T 27 9'-5' 2T : 9'-7' 27 9-80 46 T-2- 40 8'4' 40 -,r S'-5' 45 8'-1' Zone 740-2 T -T 27 9'-5" 27 9'-T 27 6'$' 46 e'-2' 40 8'4" 40 6'-1' All MPH s annoad' spa nnoad' s annoad' s aNlo.d' s annoad:' s a /load' 32 9'-1' 32 6'4' S2 T-10' 46 8'-0' 46 5'-10' 68 T4` 68 2'-5' 702 1-314" x 12" x 0.032- Cleated Panels Aluminum Allo 3105 H-14 or H-25 14'-3' 27 4'-0" 45 110 1T-3? 14 19'-3• 14 18'-T 14 13'-10' 25 15'-5' 27 14'-11' 25 11'-2' 32 Open Structures Screen Rooms 15'-T 17 1T-5' 17 16'-10' .17 Glass 8 Modular Rooms Overhang Wind MonoSlo ed Roof 4'-0' 65 8 Attached Covers 15'-2' 17 16'-11' 17 _16'-5 17 Enclosed 13'4' 32 Cantllever Zone" 1&2 3- 4 1&2 3 4 1&2 3. d Ail MPH s aNl ao tl' spas annoad' s aniloacr amispa spa s aNioad' s annoad' a annoad' Roofs too 11'-1^ 16 13'-9". 13. 15'-0" 13 9'-5'. 23 12'-1' 20 12'4" 20 8'-11' 27 11'-6' 27 1VA' 23 3'A' 45 110 10'-11' 17 13'-6': 74 13'-9" 14 9'-2" 25 11'-9' 21 12'-0' 21 8'-5' 32 10'-10' 32, 11'-1' 32 3'-5" 55 120 9'-10' 20 17-7' 77 12'-11' 17 8'$" 30 11'-1' 30.. 11'-4 30 T-77' 39 9'-10' 39. 10'-4' 39 3'-3' 65 Overhang 12'-5' 77 12'-8" 17 T' 6'- 32 10'-11' 32 11'-1' 32 T-10' 41 9'A" 41 9'-10" 41 3'-2r 69 130. 9'-3' 23 12'-1' 20. .12'4" 20 8'-3• 35 -10'S' 35 t0'-9" 35 7'4 45 9•-3' 45 9'S' 45 3'-1' 77 140.1 8'-i l' 27 11'$" 27 11'-8' 23 T-9' 40 9'-T 40 70'3" 40 T$' '45 9--3" 45 9'-6'..45 2'-11•.69 140-2 8'-11' 27 1V-6- 27 11'$' 23 T-9` 40 9'-T 40 10'-3-. 40 T-2' 59 8'-10' 89 150 e' S. 32 10' it' 32 11 -1" 32 T$' 46 . 9-3' 46 9'-5- 46 S-10" 68 8'-5" 60 8-T 60 2'-10" 102 oo FY O e E-' O 1 Q t l I J uQca Z C Q V O c c Q W W J G CO 0 Cb z p W a 0" J do o ( LU m W oI .. w - uv. w w cul uveinang. Cres gn or apps ea load based on me arrectwe area of the panel W J - fn C W rn a CO ll.( Z J LL1 m m UZ Wind MonoSlo ed Roof a m tr f f/) C) 1&2 - 3 4 1&2 -3 tD U Q Z o O w I F- } Z Q Q a- d O 0 U X U a x1) o c0 U) o Q w w w m w 1 1 76'$£'. 14 tP 14. 10'-11,.. 25 12'-3",. 25'. 11'-10' 25 9'-2" 36 10'-10' 36. Z tr a Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design /Applied Loads' (#ISF) U N W Q m -w Open Structures Screen Rooms Glass & Modular Rooms OverhangWindMonoSloedRoofAttachedCoversEnclosed W Cantilever Zone 1&2 - 3 4 1&2 -3 4: 1&2 3 4 All MPH s anlioad' s annoad- s annoad' s aNload' s an/load' s aMoad' s an/load' s annoad' s aMbad' Roofs 100 15' 13 1T-2" 13 16'-T' 13 17'-5' 23 12'-9' 23 12'4' 23 10'S' 27 11'-9" 30 11'-S r 1 1 76'$£'. 14 tP 14. 10'-11,.. 25 12'-3",. 25'. 11'-10' 25 9'-2" 36 10'-10' 36. Z tr z 0 20 12'-2' 15'-t' 17W,:- 2 9'S' 30 10'-10" 303 til lL Fo O2OLLlcDmx 2 c m ULL 11'- ,21 73'4" 21 9'-3" -11' 32 ffilUl.'-2' 10-7::: 32 8-2 45 9-1' 41130 0 o r- a 17'4' 23 17$' 23' 4" 35 9'A' 39 7'-8' 51 8'-T' 45740127 C U tt'-9` 27 B' -i' -0" 46 8'-9" x a t7a h N m L ui o 140-2 10'$'- 27 tt'-9' 27 11'-5" 27 8'-1" 46 9•-0' 46 8'-9' 46 T-2' S9 T-17' S3 TA' S9 2'-11' 89 150 9'-2" 36 10-11- 32 ` 10'-1_ 32 T-1- 52 8'$' - 8'-2' o2 6'-8' 68 T-5' 60 i 3'• z 48" x 0.030" Panels Aluminum Allo 3105 H-14 or H-251.0 EP5 C e DensityFoam Open Structures Screen Roos Glass Modular Rooms OverhangWindMono. Slop ed Roof Attached Covers Enclosed Cantilever Zone 182 3 4 - 1&2 3 4 782 3 - 4 All MPH spa Ntoad' s annoad• s an/load' s ardloaC s ardload' s ardload' s annoad' s annoad' s aNload' Roofs 100. 18'-2".. 13 2047 13 19'-7" 13 13'$' 23 16'-2'- 20 15'$-' 20 12'A' 27 15'-1' 23. 13-6' 27. 4'-0" 45 lie 17'-8" 14 19'-9". 14-' 19'-1" 14 12'-11. 25: 15'-10' 21 15'-3' 21 11'-5- 32 12'-10' 32 12'-5' 32 `4'-0" 55 120 15-1 t- 17 17'-10' 17 17'-3' 17 11'-10-. 30 13'-3" 30 12'-9' 30 10'-5' 39 11'-T 39 11'-3• 39 4'-0' 65 123 75'S' 17 17'4•' 1ff'- 9"17 11'-7' 32 17-17'.32 12'$' 32 9'-T 45 it'4' 41 10-11" bt 4'-0' 69 0 13'-5' 23 i6'-5' 2 20 10't 1' 35 92'-3' 35 71'-10" 35 9'-1' 51 10'-10• 45 10'-5' 45 3'$ 77 740-1 12'$'. 27 15'-3' 227 9'-T 46 11'-5" 40 11'-1' 40 9-1" 51 10-10' 45 10'-5•. 45 T-5' 89 140-212'$' 27.15'-3' 227 9'-7'. 46 11-5 40 17'-1'- 40 8'-5• 59 9-559 9'-1' S9 3'-5 32 e'-11' S2 10'$". 46 104'. 46 T-10'. 68 8'-9" 68 8'S•: 68 3-3'' 102 4"x 48" x 0.024" Panels'Alu loom Allo 3105 H-14 or H-251.0'EPS Core DensityFoam Oban Structures. Screen Rooms Glass Modular Rooms OverhangWindMonoSloedRoof8AttachedCovers - Enclosed Cantilever Zone 1&2 3 4 182 3 4' 1&2 3 4 All MPH s annoad' spa nnoad' s annoad' s aNlo.d' s annoad:' s a /load' annoad' spa spa load' Roofs.' 100-10' 13 19'-2" 13 14'-2' 23 15-70 20 15'-3' 20 13'-2' 27 14'-9' 27. 14'-3' 27 4'-0" 45 110 1T-3? 14 19'-3• 14 18'-T 14 13'-10' 25 15'-5' 27 14'-11' 25 11'-2' 32 13'-7' 32 13'-2' 32 4'-0' S5 120 15'-T 17 1T-5' 17 16'-10' .17 12'$' 30 14'-21 30 13'$' 30 10'-2' 43' 12'$" 39 1V-11" 39 4'-0' 65 123 15'-2' 17 16'-11' 17 _16'-5 17 12'4- 32 13'-10' 32 13'4' 32 v-11'. 45 11'-1'.. 41 10'$' 130 14'4' 23 16'-0• 20 15'S". 20 10'-8' 35 13'-2' 35 12'$' 35 9'-5' 51- 10'-6" 45 10'-2' S1 3'-11' 77 140--i 13'4' 27 't4'-11' 27 14'-5" 27 10'-0' 46 11'-2'. 40 10'-10` 40 9'-5'- 51- -10'S- 45 0'-2- 10'-2- 140-2 134' 27. i4'-11' 27 14'-5" 27 T10'-0' 46 11'-2' 40..10'-10' 40 A.S9 9'-9" S9 9'-5` 59 3'4'r 89 150 72 ' S 32 14'-0' 3 13'S'- 32 94' 92 10'-5' 4" x 48". x 0.030" Panels Aluminum Alloy 3105 H-14 or H-25 1.0 EPS Cora Densi Foam - 1, Open Structures Sween Rooms. Glass 8 Modular Rooms Overhang Wind MonoSlo ed RooT Attached Covers Enclosed Cantilever Zoos 182 -, 3 4 782 3 4 187 3 4 All MPH s annoad' spanAoad' span/111 oad' s anlload' span /load* a anfload' s annoad', s annoad- s annoad' Roofs 100 20'S' 13 27-7D'- 13 22'-1' .13 16'4' 20 '18'-3' 20 7TAf 20 15'-3' 23 17'-0' 23 16'-5-. 23 4'-0- 45- 110 19'-11' 14 27-3' 14 .21'S' 14 15'-11' 21 1T-10' 21 iT-3" 21 12'-11' 32 15'-9" 27 15'-2' 27 4--0" 55 120 17'-11" 1 20'-1' 1T 19'-5"- 17 13'4' 30 1S4' 25. 15'-9' 25 11'-8' 39 -13'-1' 39 12'$- 39 4'-0'' 65 123 IT -6- 7 19'-7' 17 t8'-71', 1A 13'-0• 32 15-11' 26.- 15'-5' 26 11'-5' 41 12'-9' 41 72'4' 41' 4'-W 69 18'$' 20 17'-10'. 20 1T-3' 72'4-- 35 15'-2" 29 13'4' 95 10'-11' 45 4'-0' 77 140-1 75'-5 23 23 16'$' 23 11 7' 40 17-1 t- 40 12'-6' 40 10'-11' 45 140-2 15' S 23 11 -7' 40 12-11' 40 12'$' - 40 9'$' S9 71'-3" 53 10 10' S3 4'-0' 89 150 13'-0 32 16 2' 26 t5' -T 26 10-9' 46 12'-0' 46 11'$' 46 8-10' 68 10'$" 60 9 T 68 3'-7' 102 G O L3 k WOfZv U W W a o z J - O Q OFa I_ x 1OF z o_ r a ZO DN Z tr z 0 J K 41 , v L3-• O J til lL Fo O2OLLlcDmx 2 c m ULLHa...W m a z a 0 o r- aQ: o OLL C: Y C U O t] W m tY o• n.. nWIL x a t7a h N m L ui o W W CLanO md Wto H U .:Q.. ai, O W 2-..o H ZCLx i W;Wh s 9l J OF Note: Total roof panel width _. room width + wall width + overhang. *Design or applied load based on the. affective area of the panel U. to Wrt W W, SHEET x 1OFz wzz'. Q U) Z 2-..o LU 08-12-2010 OF GENERAL NOTES AND SPECIFICATIONS: 1. The Fastener tables were developed from data for anchors that are considered to be "Industry Standard" anchors. The allowable loads are based on 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 Z Unless otherwise noted, the following minimum properties of materials were used in calculating allowed loadings: A. Aluminum; 1. Sheet, 3105 H-14 or H-25 alloy 2. Extrusions, 6063 T-6 alloy B. Concrete, 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 Corobouhd 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 Table 9.1 Allowable Loads for Concrete Anchors Screw Size d = diameter Embedment Depth in.) Min. Edge Dist8 Anchor.Spacing 5d (in.) Allowable Loads Tension Shear 0.164- ZAMAC NAILIN (Drive Anchors) 139 114" 1-112"1-1/4^ 2" 1-1/4" 273# 316# 236# 236# 1.11 TAPPER (Concrete Screws) 0.190" 141 3116" 1414^ 15/16" 1-314- 15/16' 288# 371# 167# 259# 1/4^- 1-114' 1-114" 1-314- 1-114^ 427# 544# 200# 216# 318" 1-112" 1-916" 1-314" 3-318" 511# 703# 402# 455# 291 POWER BOLT (Expansion Bolt 114" 2" 1-114" 624#261# 212 5116" 3"- 1-7/8" 936# 751# 318" 3-112" 11-9/16" 1,575# . 1,425# : 1/2" - 5" - 2-112" 2,332# 2,220# 374 POWER STUD (Wedge -Bolt 0) 5/16" 0.3125" 232 114" 2-34"1-114' 812# 326# 318'4.1/4' 1.716" 1,358# 921# 1!2" 6" 1 2-1/2" 2,271# 1,218# 520 7" 1 2-1/4' 3,288# 2,202# rvacge Dort 1/4" 1- 2-112" 2414" 878# 385# 3/8" 1 3-112" 3-114' 1,705# 916# 112" 1 4" 3-3/4 1,774# 1,095# Notes: 1. Concrete screws are limited to 2" embedment by manufacturers. 2. Values listed are allowed bads with a safety factor of 4 applied. 3. Products equal to rawl may be substituted. 4. Anchors receiving loads. perpendicular to the diameter are in tension. 5. Allowable loads are increased by 1.00 for wind 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 Sci 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 = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = 1/2(20.42') x Tx 10# / Sq. Ft. ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS= 714.704 =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- 0 oncrete. Screw/Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness t') (lbs.) 8 0.164- 122 139 153 200 226 255 1.11 10 0.190" 141 161 177 231 263 295 1.21 12 0.210" 156 176 196 256 291 327 1872# - 53 SF 14 1 0.250" 186" 212 232 305 347 389 529 1/4" 0.240" 179 203 223 292 333 374 508 5/16" 0.3125" 232 265 291 381 433 486 661 3/8" 0.375" 279 317 349 457 520 584 793 1/2" 1, 0.50"- 373 423 465 609 693 779 1057 703# - 26 SF51 SF 2109# - 77 SF 2812# - 103 SF Allowable Shear Loads on Screws for Nominal Wall Thickness ('t') (lbs.) Screw/Bolt 2100# - 77 SF 3150# - 115 SF 4200# - 153 SF I Single Shear 1575# - 57 SF 3150# - 115 SF 4725# - 172 SF 6300# - 230 SF 1/2"o Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0:092" 0.125" 8 0.164" 117 133 147 192' 218 245 2.1 /2" 10 0.190" 136 154 170 222 253 284 51 SF 3612#'- 102 SFJ 5418# - 152 SFI 7224# - 203 S 12 0.210" 150 - 171 188 246 280 293 14 0.250" 179 203 223 292 333 374 508 114" 0.240" 172 195 214 281 320 358 487 5/16" 0.3125" 223 254 279 366 416 467 634 3/8" 0.375" 268 305 335 439 499 560 761 112" 0.50" 357 406 447 585 666 747 1015 - Allowable Shear Loads on Screws for Nominal Wall Thickness t') (Ibs.) Bolt Double Shear Size Nd 0.044' 0.050" 1 0.055" 1 0.072' 1 0.082' 1 0.092" 1 0.125- 114- 0.240" 343 390 429 561 639 717 974 5116" 0.3125" 446 508 559 732 832 934 1269 3/8" 0.375" 536 610 1 670 1 878 1 998 1120 1522 112" 0.50" 714 812 894 1170 1332 1 1494 1 2030 Notes: 1. Screw goes through two sides of members. 2. All barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings. 3. Minimum thickness of frame members is 0.036' aluminum and 26 ga. steel. I Multipliers for Other Alloys I 1522 - 5052 H-255052H-25 6005 T-5 2030' 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 Sol 1.11 1.60 9d 1.14 - 1.80 10d 1,18 - 2.00 11d 1.21 1" 2.272-82 4,544-166 6,816-249 9,088 - 331 12d 1.25 1-114" 3,030 -110 6,060-2211 9,090 -.332 12,120 -442 Table 9.5A Allowable Loads & Roof Areas Over Posts Edge Distance Allowable Load Multi Iters Tension Shear for Metal to Metal, Beam to Upright Bolt Connections 1.25 1" Enclosed Structures @ 27.42 #/SF 1.21 Fastener diam. min. edge min. ctr. No. of Fasteners / Roof Area (SF) 2.00 distance to ctr. 1 I Area 21 Area 3/ Area 4l Area 114" 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 IB' 314' 1" 2.272-82 4,544-166 6,816-249 9,088 - 331 112" 1" 1-114" 3,030 -110 6,060-2211 9,090 -.332 12,120 -442 Table 9.5B Allowable Loads & Roof Areas Over Posts 712#-265F 1068#-39U 1424#-52 SF 1872# - 53 SF for Metal to Metal, Beam to Upright Bolt Connections 534# - 19 SF 1068# - 39 SF 1602# = 58 SF 2136# - 76 SF Enclosed Structures @ 35.53 #1SF - 1780# - 65 SF 1 2670# - 97 SF 1 3560# - 130 SF Fastener diam. min. edge min. ctr. No. of Fasteners / Roof Area (SF) distance to ctr. 1 I Area 21 Area 31 Area 4/ Area 114" 1/2" 5/8" 1,454-41 2,908-82 4,362-125 5,819 - 164 5/16" 318"--, 718" 1,894 - 53 3,788 - 107 5,682 - 160 7,576 - 213 318" 314" 1" 2,272-64 4,544 - 128 6,816 - 192 9,088 - 256 1/2" 1" 1 . 1-1/4" 3,030--85 6,060-171 9,090-256 12,120-341 .. Notes for Tables 9.5 A, B: - 1. Tables 9.5 A & B are based on 3 second wind gusts at 120 MPH; Exposure "B"; I = 1.0. 2. Minimum spacing is 2-1/2d O.C. for screws & bolls and 3d O.C. for rivets. 1 Minimum edge distance is 2d for screws, bolls, and rivets. Allowable Load Conversions for Edge Distances More Than Sd Edge Distance Allowable Load Multi Iters Tension Shear 12d 1.25 1" 11d 1.21 1/4"e 10d 1.18 2.00 9d 1.14 1.80. 8d 1.11 1.60 7d 1.08 1.40 6d 1.04 1.20 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 #1 SF) fFor Wlrld Renins" Mh than 120 MPH. if,. C. --i- T.M. 1 Rare nr rhie -.1 CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Embedment 1 Number of Fasteners 2 3 4 Number of Fasteners 2 1 3 11" 264# - 10 SF 528# - 19 SF 792# - 29 SF 1056# - 39 SF 1/4"e 1-112" 396# - 14 SF 792# - 29 SF 1188# - 43 SF 1584# - 58 SF 1-112" 2-112" 660# - 24 SF 1320# - 48 SF 1980# - 72 SF 2640# - 96 SF 5116"o 1" 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF. 1-112" 468#-17 SF.936#-34 SF 1404#-51 SF 1872#-'68 SF 1" 2-1/2- 780# - 28 SF 15604 - 57 SF 2340# - 85 SF 31204 - 114 SF 5116"e 1-112" 356#-13 SF 712#-265F 1068#-39U 1424#-52 SF 1872# - 53 SF 1-112" 534# - 19 SF 1068# - 39 SF 1602# = 58 SF 2136# - 76 SF 2-112" 890# - 32 SF 1780# - 65 SF 1 2670# - 97 SF 1 3560# - 130 SF CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment 1'" Number of Fasteners 2 3 4 TYPE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent) 9 /4"e 1-112" 273# -10 SF 546# - 20 SF 819#.-.30 SF 1092# - 40 SF 2-112" 2" 316#-12 SF 1 632#-23 SF 1 948#-35 SF 1264#-46 SF TYPE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent) 3116"e 1-114" 288#-11 SF 576#-21 SF -864#-32 SF 1152#-42 SF 114"o 1314" 371#-14 SF- 742#-27 SF 1113#-41 SF 1484#-54 SF 1/4"1 1-114" 365# - 13 SF 730# - 27 SF 1095# - 40 SF 1460# - 53 SF 540#'- 20 SF 810# - 30 SF 1-3/4" 427#-16 SF 854#-31 SF 1281#-47 SF 1708#-62 SF 318"e - 1.1/2" 511#-195F 1022#-37 SF 1533#-56SF 2044#-75SF 492#-14 SF 138#-21 SF 1-3/4" 703# - 26 SF51 SF 2109# - 77 SF 2812# - 103 SF TYPE OF FASTENER = Expansion Bolts (Raw[ Power Bolt or Equivalent) 318"o 2-1/2" 1050# - 385E 2100# - 77 SF 3150# - 115 SF 4200# - 153 SF 365#-'10 SF 3-112" 1575# - 57 SF 3150# - 115 SF 4725# - 172 SF 6300# - 230 SF 1/2"o 3" 1399# - 51 SF 12798# - 102 SFJ 4197# - 153 SF1 5596# - 204 SF 1860# - 52 SF 5" 2332# - 85 SF 14664# - 170 SFJ 6996# - 255 SFJ 9328# - 340 SF Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Arctas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # I SF) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings - Fastener Diameter Length of Embedment 1 Number of Fasteners 2 1 3 1 4 concrete to the concrete anchor and spacing To Upright 1 Beam 0 264#-7 SF 528#-15 SF 792#-22SF 1056#-30 SF 1/4"o 1-112" 396# - 11 SF 792# - 22 SF 1188# - 33 SF 1584# - 45 SF between anchors shall not be less than 2-112" 660# - 19 SF 1320!7 - 37 SF 1980# - 56 SF 2640# - 74 SF REGION 1" 312#-9SF 624#-16 SF .936#-26 SF 1248#-35 SF 5116"e 1-112" 468# - 13 SF; 936# - 26 SF 1404#-'40 SF 1872# - 53 SF Glass / Partially Enclosed Rooms (MWFRS) 2-112" 780#- 22 SF 1560# - 44 SF 2340# -b6 SF 3120# - 88 SF 1/4' 1" 356#-10 SF 712#-20 SF 1068#-30 SF 1424#-40 SF 3/8"0 1-112- 534# - 15 SF 1068# - 30 SF 1602# - 45 SF 2136# - 60 SF 1 37.3 0.86 2-112" 89W - 25 SF 1780# • 50 SF 2670# - 75 SF ,3560# - 100 S CONNECTING TO: CONCRETE [Min. 2,500 psi? for PARTIALLY ENCLOSED Buildings Fastener- Diameter Length of Embedment 1 Number of Fasteners 2 1 3 1 4 PE OF FASTENER = "Quick Set" Concrete Screw (Raw[ Zamac Nailin or Equivalent) - 114"o 2" x 10" x 0.072" - 233#mi!SF %1 466#-17 SF 699#-25 SF 932#-34 SF 3/8" 2" 11 270# - 10 SF 540#'- 20 SF 810# - 30 SF 1080# - 39 SF TYPE OF FASTENER = Concrete Screw Rawl Tapper or Equivalent 3/16"e 1-12"346! SF 492#-14 SF 138#-21 SF 984#-28 SF 1-3/4" 317#-9SF 634#-18 SF 1 951#-27 SF 1268#-36 SF 114"e 1-1/2" 365#-'10 SF 730#-21 SF 1095#-31 SF 1460#-41 SF 13/4" 465# - 13 SF' 930# - 26 SF 1395# - 39 SF 1860# - 52 SF 318"e 1-1/2" 437#-12 SF 874#-25 SF 1311#-37 SF. 1748#-49SF 1-314" - 601#-17 SF. 1202#-34 SF 1 1803#-51 SF 2404#-68 SF PE OF FASTENER = Expansion Bolts lRawl Power Bolt or Equivalent) - 318"o 2.1 /2" 1205# - 34 SF 2410# - 68 SF 3615# - 102 SF 4820# - 136 Srt 3.1IT 1303# - 37 SF 2606# - 73 SF 3909#.- 110 SF 5212# - 147 S 112"e 3"1806# 51 SF 3612#'- 102 SFJ 5418# - 152 SFI 7224# - 203 S 5" 1993# - 56 SF 1 3986"12112 SF 5979# - 168 SFJ 7972# - 224 SNote: WIND LOAD CONVERSION TABLE: 0 1. The minimum distance from the edge of the For Wind Zones/Regions other than 120 MPH Note: concrete to the concrete anchor and spacing To Upright 1 Beam 0 Tables Shown), 1. The minimum distance from the edge of the between anchors shall not be less than 5d where multiply allowable loads and roof areas by the concrete to the concrete anchor and spacingspacing d is the anchor diameter. Angle conversion factor. between anchors shall not be less than 2. Allowable roof areas are based on loads for WIND APPLIED CONVERSION where d is the anchor diameter. 2. Allowable loads have been increased b 1.33 foryGlass! Enclosed Rooms (MWFRS); I = 1.00. REGION LOAD FACTOR wind loading. U -channel 100 26.6 1.01 3. Allowable roof areas are based on loads for 6" x 0.072" 110 26.8 1.01 Glass / Partially Enclosed Rooms (MWFRS) 12 120. 27.4 1.00 1.00 1/4' 123 26.9 0.97 Angle 1-1/2'x 1-112' 3116'(0.188') 130 322 0.92 Angle 140.1 1 37.3 0.86 2" x 7" x 0.072" 140-2 1 37.3 0.86 114' - 14 1501 42.8 0.80 1-3/4' x 1-3/4' x 1-3/4' x 1/8' Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support Metal to Plywood 112" 4 ply 518" 4 ply 1 314" 4 ply rShear Pull Out Shear. Pull Out Shear Pull Out Screw 0 s.) (lbs. (lbs.) (lbs.) (Ibs.) (lbs.) 8 3 48 113 59 - 134 71 100 55 120 69 141 78 12 8 71 131 78 143 94 2 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 118" 129 176 210 325 5/32' 187 263 340 on 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 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C" Fv area - 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 I 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 nexthigher thickness for angle or u channel than the upright wall thickness. 3. Inside connections members shall be used whenever possible i.e. Use in lieu of angles where possible. f, --- 4. The thicker of the two members u channel angle should be place on the insideof 1 - he - connection if possible. J WIND LOAD CONVERSION TABLE: ¢ For Wind Zones/Regions other than 120 MPH W Tables Shown),. multiply allowable loads and roof areas by the conversion factor. Lu WIND APPLIED CONVERSIO REGION LOAD FACTOR 48 O twi 0 Maximum Screw / Anchor Size ize of Beam Upright Attachment Type Size Description To Wall 0 To Upright 1 Beam 0 4" x 0.044" Angle 1" z V x 0.045' 3/16' 10 4" x 0.044" R Angle 1'x 1' x 1/16'(0.063') 3/16- 12 5" x 0.072" U -channel, 1-V2" x 1-1/2'x 1-1/2" x 0.125' 1/2' 14 6" x 0.072" U -channel 1'x 2-118' x 1"x 0.050" 5116' 5116 6" x 0.072" Angle 1" x 1" x 1/8' (0.125-)-'; 3/16" 12 2- x 10" x 0.072" Angle 1-1/2"x 1-112' 1/16'(0.062-) 1/4' 12 2" x 7" x 0.072" Angle 1-1/2'x 1-112' 3116'(0.188') 1/4" 14 2" x 10" x 0.072" Angle 1-1/2'x 1-1/2' 1/8"(0.062') 1/4' 14 - - 2" x 7" x 0.072" Angle 1-3/4'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' 1 318" 3/8" 2" x 10" x 0.072" Angle 2" x 2' x 1/8'(0.125") 1 5/16' 5116' 2" x 10" x 0.072" Angle 2" x 2- x 3/16'(0.313') 1 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 I 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 nexthigher thickness for angle or u channel than the upright wall thickness. 3. Inside connections members shall be used whenever possible i.e. Use in lieu of angles where possible. f, --- 4. The thicker of the two members u channel angle should be place on the insideof 1 - he - connection if possible. J WIND LOAD CONVERSION TABLE: ¢ For Wind Zones/Regions other than 120 MPH W Tables Shown),. multiply allowable loads and roof areas by the conversion factor. Lu WIND APPLIED CONVERSIO REGION LOAD FACTOR 48 Alternative Anchor Selection Factors for Anchor / Screw Sizes • O twi 0 Metal to Metal Example: If (10) #8 screws are required, the number of #10 screws desired is: Z Table 9.9 Minimum Anchor Size for Extrusions Z 12 14" O 318- Wall Connection 1.00 Q Extruslons Wali Metal Upright Concrete Wood 0.27- U 2" % 10" tld" .;: #14 1/4" 1/4" 1_w LL' 2"x9" 1 1/4" #14 1/4" 1/4" 0.26 Z 2" x 8" 1 11/4" #12 1/4" #12 1.00 W 2" x 7" 1 3116" #10 3/16' #10 14 O 2" x 6" or less 3116" #8 3/16' #8 0.78 ZO Note: 0.46 W Wall, beam and upright minimum anchor sizes shall be used for super gutter Z connections. - O O 0.79 318" Z I` Table 9.10 Alternative Anchor Selection Factor's for Anchor/ Screw Sizes UIXIX Alternative Anchor Selection Factors for Anchor / Screw Sizes • O twi c f } I- Metal to Metal Example: If (10) #8 screws are required, the number of #10 screws desired is: Anchor Size 8 10 12 14" 5116" 318- 8 1.00 0.80 ` 0.58 0.46 0.27- 0.21 10 0.80 1_w 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" 0.27 0.33 0.46 0.59 1.00 0.79 318" 0.21 0.26 0.36 0.58 0.79 1.00 Alternative Anchor Selection Factors for Anchor / Screw Sizes • O twi c f } I- Example: If (10) #8 screws are required, the number of #10 screws desired is: W 0.8x10=(8)#10 Dyna Bolts (1-518" and It to SEf T-1 /4" embedment respectively) W A SHEET Z 42 ' U. to U uJ Anchor - 3116" 1/2" Concrete and Wood Anchors concrete screws: 2" maximum embedment) Anchor Size 316"- 1/4" 318" 3116" 1.00 0.83 0.50 1/4" 0.83 - 1.00 0.59 318" 0.50 0.59 1.00 J Q O Z W w 20 O 6 Q m J tL] Z m 0 5 U) a W 06 W rn U ZLU o N H } In m LL UU m Q c Z 2 LU to LU V Z l`,L O Cl) LL r J N Q 19 CO m n Z N tD J W M c°DnL ? FL ELUOm@oU a _, 0 LL a Q Q 1= C W 0) o n- a v C U 10 n Q) 5 o m ir a LLI XS7 a) J m' .. U > O m N U m n Yi 0 Multiply the number of #8 screws x size of anchor/screw desired and of screws. round up to the next a en nambe¢d-- D. - c f } I- Example: If (10) #8 screws are required, the number of #10 screws desired is: 0.8x10=(8)#10 Z to SEf A SHEET Z U. to U uJ wLu Z U) N Z wQ LL IY12m 08-12-2010 , . OF Q 111111116-1