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HomeMy WebLinkAbout2604 Hartwell AveRECEIVED `. CITY OF SANFORD PERMIT APPLICATION OCT 2 5 20W Permit No.: 0 -7^3CJQ/ Date: Job Address: 2 LYdUle & 4y 6 Parcel No.: 01-,2 & 30 S© V .- V ODD1 (Attach Proof of Ownership & Legal Description) Description of Work: X ! 2 S e!°h-P-0-ft on exis f«r C©n cerk T Flood Zone: an aluation of Work: $ 22, Lf cupancy Type: Residential Commercial Industrial Number of Stories: _ Number of Dwelling Units: Zoning: Total Square Footage: 144 Owner: Address: 60 r41+ e City: ^aa-Awd State: Zip: Phone No.: Fax No.: Contractor: F2m /r Afake e l / llu RvAez Zi c . Address:. ;?2f iT ,mr&e Q ve City: 0/borate State: ( Zip: State License No.: C 8C O20IIs Phone No.: AV ' -O Fax No.: 3! %S--a/%/ Contact Person: f s,oy! L 117, HP / Phone No.: Title Holder ( If other than Owner): Address: Bonding Company: Address: Mortgage Lender: Address: Architect: Address Phone No.: Fax No.: 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: 1 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. 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. Signature of Owner/Agent Print Owner/ Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Produced ID Date Date Personally Known to Me or It Signature of Contractor/Agent,,,,,,,,,,. Date F N TJ Print Contractor/ Aye '14Wi r" „ua Signature of i •'Pi' y. Vc • • y110NIIINPo\\\ Date 4 7: 00 Contractor/Agent is Personally Known to Me or Produced ID, L aA4Gt7-.21— 5 3 bZ4 APPLICATION APPROVED BY: Date: I t(t666V3pt- H ti N 1 7 If `9 e91CNW u 0 0 2 r a J xLW r Li C1- OFFICE PUNS REVIEWED CITY OF SANFORD 01 PERMIT #_ 361 Legal Description: LpT I I E LdGK 3Co 4r' SEC.TI(z>IV C72E-AM4 K D Recorded in Plat Book 4 Page ojcj of the Public Records of E M I N CX—E County, Florida. o.iS Is U) AL.L. >=F.Ncr—S OTC O - REGovF. QipE I Z"),-7Z' IZ' % M, CaNCEET'E S*g I ST02Y K Cc t.1C2ETE P.t17GhC N DwEi_.c__If.G 4,0' Co Nc»era U 1z.ty P, O•' LOl'LANi. — r pL;5 REVIEWED CITY OF SANFORD SURVEYOR'S CERTIFICATION Tftls Is tb certify tftat the loc itinn of the building on the site as to n',inimoirtt dii• tance from thn front and ; ;,I„ Ir;t I'Wes, ,rid the finish E{r:)dr, of th.< firs! spect to the ;"!rb I : In tr;'r•.;! nr, °, specifications. SURVEYOR'S CERTIFICATION Ti his is to certify that 1 have consulted the Federal Insurance Administration flood hazard boundary map and found that the building site on the above dr?scribed pro- perty is not located in a special tlood hazard area, I hereby certify that this map represents the land described above and was made under my direction on the date shown below and is true and correct to the best of my knowledge and belief. tv 97-3o eY Date: SOUTHEASTERN SURVEYING AND MAPPMG CORP. For Job No.: 33 S 5M MAMLAND AM" ALTAMON"I'L SPRINGS, FLORIDA 82701 Drawn: File No.: Revised Scale: ZC7' R641swea Una su v"Or oru-t Design Check List for Screen / Vinyl Room (page 1 of 2) 1. Design Statement These plans have been designed in accordance with the Alum•num Structures Design Manual by Lawrence E. Bennett and comply with the Florida Buil 'ng de, 20 Chapter 20 and ASCE 7-98, Table 6-2; Importance Factor 0.77; Exposure'B' or'C' 120 MPH or MPH for 3 second wind gust velocity load; Open Design pressures can be foun ge 3-ii: a. 'B' exposure = t,3 PSF for Roofs & I q PSF for Walls b. 'C' exposure = -PSF for Roofs & PSF for Walls Negative I.P.C. 0.00 For'C' exposure design loads, multiply'B' exposure loads by 1.4. 2. Host Structure Adequacy Statement: I certify that I have inspected the host structure and it is in good repair and attachments made to the structure will be solid. Phone: Contractor / Authorized Rep" Name (please print) Date: Contractor Contractor / Authorized Rep" Signature Note: Projection of room from host structure shall not exceed 16'. 3. Building Permit Application Package contains the following: Ye No A. Project name & address on plans .... ..... ... ........... ..... .. .. 7 r7 B. Site plan or survey with enclosure location ..... .. 0 C. Contractor's / Designer's name, address, phone number, & signature on plans D. Notice of consumer rights attached and initialed by consumer E. Proposed project layout drawing @ 1/8" or 1/10" scale with the following: .. E7 1. Plan view with host structure area of attachment, enclosure length, and projection from host structure ..................................... ...... 2. Front and side elevation views with all dimensions & heights ............. ... R /, 3. Beam span, spacing, & size (i.e. 2" x 8" x 0.072' x 0.224") . .... .. .... .. _ r7 4. Upright height, spacing, & size (i.e. 2" x 8" x 0.072" x 0.224") ....... _ ..... r7 5. Chair rail or girts size, length, & spacing (i.e. Z' x Z' x 0.044" x 5-0" @ 6-0" O.C.) 6. Knee braces length, location, & size (i.e. 2" x 3" x 0.045" for 2" x 8" x 0.072" x 0.224" s.m.b.).......................................................... 0 4. Highlight details from Aluminum Structures Design Manual: Yes No A. Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate Section 3 tables Used: 1,¢ • I • I - )2 1-7 Beam allowable span conversions from 120 MPH wind zone, 'B' Exposure to MPH wind zone and/or 'C' Exposure for load width Look up span on 120 MPH table and apply the following formula: Span /Height @ 120 MPH o.o Required Span @ 12.E MPH b or d) x oo (b or d) x •oo (b or d) ___ Wnd Zone Multiplier " - I Exposure Multiplier' B. Upright tables w/ sizes, thickness, spacing, & heights (Ta,3A2.2, or3A.2.3) .. ....... ............. Upright or wall member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to iZ.0 MPH wind zone and/or 'C' Exposure for load Width '1 ' 0 . Look up span on 120 MPH table and apply the following formula: Span / Height @ 12 F Required Span @ (ZPAPH 0.00 (b or d) x i.00 (b or d) x 1.00 (b or d) _ Wind Zone Multiplier' j I Exposure Multiplier' Appropriate multiplier from page 34 Must have attended Engineer's Continuing Edjucation Class with in past two years. b-6 Design Check List for Screen / Vinyl Room (page 2 of 2) y No C. Table 3A3 with beam & upright combination if applicable ......................... 6Ll D. Connection details to be used such as: 1. Beam to upright'........................................................... 2. Beam to wall.............................................................. 3. Beam to beam............................................................. 4. Chair rail, puriins, & knee braces to beams & uprights ........................ r7 5. Extruded gutter connection ............................................... RX"'RE= 6. U-clip, angles and/or sole plate to deck ...................................... E. Foundation detail type & size .................................................. r7 Notes: Lawrence E. Bennett, P.E. Civil & STRUCTURAL ENGINEERING P.O. Box 214368 South Daytona, FL 32121-4368 Phone (386) 767-4774 Fax (386)767-6556 E-Mail: lebpe@bellsouth.net Website: http://www.lebpe.com SITE SPECIFIC JOB CHECK LIST Date: 1. Job name and address: 2. Your company name and address. You must include a physical address so we can send it back via UPS. I Briefly describe any information relevant to the job. P; LS Rc'i E1P ED 4. The drawings must have the following minimum PU standards: CITY OF SAWORD ORDa. Job name and address, your address ON ALL PAGES OF PLAN b. Plan view with dimensions TO SCALE. c. Section view or front and side elevations to 1/4" = V SCALE. (1/8" or 1/10" for pool enclosures.) Gable & mansard side walls shall include the roof vertical rise and length. d. Provide attachment details on drawing. e. Wall sections at typical wall and any beam bearing points. f. Street map with job location. g. Wind zone m.p.h. and exposure category B or C (From Building Department.) h. Complete Design Checklist. Copies are in the back of the manual. General Notes and Specifications: 1. The following structures are designed to be married to block and wood frame 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 there is a question about the host structure, the owner (at his own expense) shall hire an architect, engineer, or a certified home inspection company to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 16' from the host structure. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site speck engineering. 4. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile I manufactured home built prior to 1994 shall use "fourth wall construction" or shall provide detailed plans of the mobile I manufactured home and inspection report along with addition plans for site specific review and seal by the engineer. This applies to ail screen / glass rooms and / or structures to be attached. b. "Fourth wall construction' means the addition shall be free standing With only the roof flashing of the two units being attached. 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 andlor 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. For mobile / manufactured homes built after 1994, structures may be attached, provided the project follows the plan provided in this manual. The contractor / owner shall provide verification that the structural system of the host structure is adequate for the addition to be attached. d. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is NOT required. 5. Section 7 contains span tables and the attachment details for pans and composite panels. 6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights shall be selected from the same tables as for other screen walls. 7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head. B. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 9. All specked 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. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also. Section 3A Design Statement: The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered part of an open structural system which is designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are from Chapter 20 of the 2004 Florida Building Code. The loads assume a mean roof height of less than 30'; roof slope of 0" to 20% 1 = 0.77. All loads are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (NSF). Negative internal pressure coefficient is 0.00 for open 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. General Notes and Specifications for Section 3A Tables: Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Conversion Table Wind Zone Conversions for Screen 8 Vinyl Rooms I "- I over Hang From 120 MPH Wind Zone to Others Note 1: Framing systems of screen, vinyl, and glass rooms are considered to be main frame resistance components. Wind loads are listed as minus loads for roofs and plus loads for walls. To convert above wind loads to "C" Exposure loads multiply by 1.4. Conversion Table 3A-13 Wind Zane Conversions for Over Hangs All Room Types From 120 MPH Wind Zone to Others Wind Zone MPH Applied Load ISF) Deflection d) Bending b) 100 3D 1.13 1.20 110 36 1.06 1.09 120 43 1.00 1.00 123 45 0.98 0.98 130 5o 0.95 0.93 140A 58 0.91 0.86 140B 58 0.91 0.86 T. 67 0.86 0.80 INTERIOR BEAM (SEE TABLES 3A.1.31 H' ALUMINUM ROOF SYSTEM PER SECTION 7 RIDGE BEAM (SEE TABLES 3A.1.4) Roofs Walls Wind Zone MPH Applied Load ISF) Deflection d) Bending b) Applied Load ISF) Deflection d) Bending b) 100 10 1o9 1.14 10 1.12 1.18 110 11 1.06 1.09 11 1.08 1.13 120 13 1.00 1.00 14 1.00 1.00 123 14 0.98 0.96 15 0.98 0.97 130 15 0.95 0.93 16 0.96 0.94 140A 17 0.91 0.87 18 0.92 0.98 140E 18 0.90 0.85 16 0.92 0.88 150 30 0.76 0.66 21 0.87 0.02 Conversion Table 3C Conversion Based on Mean Height of Host Structure for Open Structures w/ Solid Roofs From exposure "B" to exposure "C" Mean Host Structure Height Deflection d) Bending b) 0 to 15'-D" 0.94 0.91 15'-0" to 20'-0" 0.92 0.88 20'-0" to 25'-0" 0.91 0.86 25'-0" to 30'-0" 0.89 0.85 HOST URA OR FOURTHH WALLWALL FRA6AE PANS OR PANELS 1 ALUMINUM ROOF SY TEM PER SECTION 7 OCARRIER BEAM P ST F ENCLOSURE N. T.S. HOST STRUCTURE OR FOURTH WALL FRAME 7- USE BEAM TO WALL DETAIL TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. EDGE BEAM (SEE TABLES 3A. 1.1 & 3A1.2) LW FORMAX. H' UPRIGHT / HEIGHT ( h) 1" x 2" MIN. 3-1/2" SLA N GRADE VARIES OR RAISED FOO G FOR FOOTINGS S DETAILS) TYPICAL SCREEN, ACRYLIC OR VINYL ROOM W/ SOLID ROOF TYP. FRONT VIEW FRAMING HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM) LW' LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECT] P/ 2 'P/2' (SFASCIA ALLOWED SIZE BE f M AND UPRIGHTS (SEE SECTION 7 FOR DLS) ET SEE TABLES) w CO z O. H. L) SOLID ROOF NO MAXIMUM xn Q ELEVATI SLAB OR GRADE) P = PROJECTION FROM DG. D VARIES VARIES LW = LOAD WIDTH in Z 02C) P' VARIES O Z O NOTES: 5 V f) ANCHOR 1' x 2' OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF Z-0" C. J Ur J Z AND WAIN6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. r LLl Z O WASHERS OR #10x2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUM Z LU INTERNAI,LY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF W C) 0 LU CO' ON.06 LL, SELECT F NT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 O P/2 + O.H. U m Q SELECTS EN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 J Z Q O Z ANCHORS B EDON120MPHWINDVELOCITY. FOR HIGHER WIND ZONES USE TH OLLOWING U U N O CONVERSION: 3 D ll r z 123 130 140 150 Q O Q U 10 #12 #12 Z U) LL TYPICAL SCREEN ROOM LL1 2 o CALE: 1/8" _ U Z N 2 fn Z) JQ Lii N J oa- C O 4 0 m 07-08- 2004 > 0 w LIJ w°Z J Q -O LL _ PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF U W v lL u HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR C Z N W VEHICLES RULE 15C- 2, THE SPAN TABLES, CONNECTION it C9 DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE m DESIGNED TO BE MARRIED TO CONVENTIONALLY > 0 CONSTRUCTED HOMES AND / OR MANUFACTURED HO'i.ES AND MOBILE HOMES CONSTRUCTED AFTER 1984. U THE DESIGNS AND SPANS SHOWN ON THESE DPA:VJINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA / BUILDING CODE 2004 EDITION. I 10 4E IL SHEET JOB NAME: ADDRESS: DRAWING FOR ONE PERMIT ONLY 2004 OF 8 PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING 4) #8 x 112" S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W/ 1" x 1" x 2" ANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE 2" x 2" x 0.032" MIN. HOLLOW RAIL x 2" TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL VITH 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 I MAX. UPRIGHT SPACING 100 T-0" 110 6'-7" 120 6'-3" 123 130 140 5'-1" 150 4'-11" MIN. 3-112" SLAB 2500 PSI CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 2" x 2" OR 2" x 3" POST 8 x 9/16" TEK SCREWS BOTH SIDES 1" x 2-1/8" x 1" U-CHANNEL OR RECEIVING CHANNEL CONCRETEANCHOR PER TABLE) 1-118" MIN. IN CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 1 INTERNAL OR EXTERNAL SCALE: 2" = l'-0" L' CLIP OR'U' CHANNEL CHAIR RAIL ATTACHED TO POST W/ MIN. (4)#10 S.M.S. 1" x 2-1/8" x 1" U-CHANNEL OR 2" x 2" OR 2" x 3" POST — RECEIVING CHANNEL 8 x 9/16" TEK SCREWS BOTH SIDES ANCHOR 1 x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED TO CONCRETE WITH 1/4" x 2-1/2" BOTTOM W/ 1" x 1" x 2" x 1/16" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR 0.045" ANGLE CLIPS EACH SIDE AND MIN. (4) #10 x 1/2' S.M.S. THROUGH ANGLE AT 24" O.C. MAX. 1" x 2" x 0.032" MIN. OPEN BACK EXTRUSION MIN. 3-1/2" SLAB 2500 PSI 1-1/8" MIN. IN CONCRETE CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE POST TO BASE, GIRT AND POST TO BEAM DETAIL SCALE: 2" = l'-0" ALTERNATE CONNECTION DETAIL 1" x 2"WITH BEAM / HEADER 3) #10 x 1-1/2" S.M.S. INTO SCREW BOSS 2) #10 x 1 1/2" S. M. S. INTO ANGLE CLIPS MAY BE SCREW BOSS SUBSTITUTED FOR INTERNAL ANCHOR 1" x 2" PLATE TO SCREW SYSTEMS CONCRETE W/ 1/4" x 2-112" 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" EXTRUSIONo- CONC. 6 x 6 - 10 x 10 W.W.M. 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" = T-0' HEADER BEAM ANCHOR 1" x 2" CHANNEL TO CONCRETE WITH (4) #10 x 1/2" S.M.S. EACH SIDE 1/4" x 2-114"CONCRETE ®® OF POST ANCHORS WITHIN 6" OF EACH H-BAR OR GUSSET PLATE SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH 2" x 2" OR 2" x 3" OR 2" S.M.B. ANGLE AT 24" O.C. MAX. POST MIN. (4) #10 x 1/2" S.M.S. @ MIN. 3-1/2" SLAB 2500 PSI EACH POST CONC. 6x6-10x10 W.W.M. OR FIBER MESH 1" x 2" EXTRUSION VAPOR BARRIER UNDER 1-1/8" MIN. IN CONCRETE CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: 2" = 1'-0" ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER PER TABLE) WITHIN 6" OF — EACH SIDE OF EACH POST @ 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 8 x 9/16" TEK SCREWS BOTH SIDES 1" x 2-1/8" x 1" U-CHANNEL OR RECEIVING CHANNEL CONCRETEANCHOR PER TABLE) 1-1/8" MIN. EMBEDMENT INTO CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 2 SCALE: 2" = l'-0" EDGE BEAM 1" x 2" OPEN BACK ATTACHED TO FRONT POST W/ 10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. FRONT WAIL GIRT ATE CONNECTION: 1-1/2" S.M.S. id SPLINE GROOVES SIDE WALL HEADATTACHEDTO1" x OPEN BACK W/ MIN. (2) #10 1_112" S.M.S. IDE WALL GIRT ATTACHEi TO x 2" OPEN BACK W/ MIN. 10 x 1-1/2" S.M.S. IN SCRE OSSES FRONT AND SIDE BOTT RAILS ATTACHED TO CONCRETE WI 1/4" x 1/4" 1" x 2" OPEN BACK ATTAC D CONCRETE / MASO Y TO FRONT POST I ANCHORS @ 6" F M EACH 10 x 1-1/2" S.M.S. MAX. 6 POST AND 24" O . MAX. AND FROM EACH END OF POST WALLS MIN. 1" ROM EDGE OF AND 24" O.C. 1" CONCRETE IN. TYPICAL & ALTERNATE CORNER DETAIL SCALE: 2" = l'-0" COMPOSITE ROOF PANELS: 4) 114" x 4" LAG BOLTS W/ 1-1/4" FENDER WASHERS PER 4'-0" PANEL ACROSS THE FRONT AND 24" O.C. ALONG SIDES 2"x2"OR2"x3" GIRT AND KICK LATE 2" x 2" HOLLOW RAIL POST ATTACHED TO BOTTOM W/ MIN. (3)10 x 1-1/2" S.M.S. IN SCREABOSSES l TYPICAL UPRIGHT DETAIL SCALE: 2" = l'-0" ATTACHED PER HEADER ATTJCHED TO POST W/ MIN. (3) #x1-1/2"S.M.S. IN SCREW BSES 2"x2",2"x3' R3"x2" HOLLOW (SEE PPAN TABLES) FOR SNAP EfTRUSIONS GIRT ATTACHED 70 POST WITH MIN. (3) #10 1/2" S.M.S. IN SCREW B SES 1" x 2.1 PEN BACK BOTTOM RAIL / f/4" x 2-1/4" MASONRY ANCHOR @ 6" FROM EACH POST AND 24" O.C. (MAX.) J Q 02p D c) co Z W Z O Q 5 0 0 W W U—. I D m O M V o N zp U of >- F- ZU)- 12w who U Z 04 cot J Q if L1; is SHEET 2 07- 08-2004 OF O Y A B UNIFORM LOAD L 1-4 A B C 2 SPAN UNIFORM LOAD l A B 1 OR SINGLE SPAN UNIFORM LOAD L L 1 A B C D 3 SPAN UNIFORM LOAD L L 1 L A B C D E 4 SPAN NOTES: 1) L = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. 3- L) D (2 85/256" L) C (1 171/256" L) B (1 851256" L) A (171/256- L) ALLOWABLE BEAM SPLICE LOCATIONS SCALE: N.T.S. SINGLE SPAN BEAM SPLICE @ 1/4 POINT OF BEAM SPAN ALL SPLICES SHALL BE d = HEIGHT OF BEAM BEAM SPLICE SHALL BE MINIMUM d-.50" STAGGERED ON EACH d-.50" d-.50" 1" MAX. SIDE OF SELF MATING BEAM PLATE TO BE SAME+.75"++++++++ THICKNESS AS BEAM WEB -.50" d PLATE CAN BE INSIDE OR" + + + + + + + + OUTSIDE BEAM OR LAP CUT DENOTES SCREW PATTERN 1" MAX NOT NUMBER OF SCREWS HEIGHT 2 x (d - .50") LENGTH Minimum Distance and Spacing of Screws Screw Size ds in.) Edge To Center 2ds in. Center To Center 2-12ds in. Gusset Plate Thickness Beam Size I Thickness 8 0.16 3/8 7116 2' x 7" x 0.055" x 0.120" 1/16" = 0.063" 10 0.19 318 112 2' x 8' x 0.072' x 0.224' j 1/8' = 0.125" 12 0.21 7/16 9/16 2' x 9' x 0.072' x 0.224' 1/8" = 0.125' 14 or 1/4' 0.25 112 518 2' x 9" x 0o82' x 0..306" 1/8" = 0.125' 5/16" 0.313 5/8 314 2' x 10" x 0.092" x 0.369' 1/4' = 0.25" Refers to each side of splice. Use for 2" x 4' and 2" x 6" also Note: 1. All gusset plates shall be a minimum 5052 H-32 Alloy or have a minimum yield of 23 ksi. TYPICAL BEAM SPLICE DETAIL SCALE: 1" = V-0" Table 3A.1.1-110 Allowable Edge Beam Spans -Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11 #/SF (36 #/SF for Max. Cantilever) Al--Allv 6n63 T-6 2" x 2" x 0.044" 2" x 2" x 0.055" Load Width ( ft.) Max. Span 'L' / (bending'b' or deflection •d') Load Width ( ft.) Max. Spa n'L' I (bending W or deflection W) 1 & 2 Span 3 Span 4 Span CaMax nt lever112 Span 3 Span 4 Span Cantilever 5 5' 4' d 6%7' d 6'-9' d 1'-1" d 5 5-8- d 6--1V d T-i" d 1'-2- d 6 5'- 0" d 6'-2" d 6'4' d 1'-0" d 6 6-4- d 6'-7'_d 6-8- d T-1- d 7 4'- 9" d F-11' d 5'-lV b 0'-11' d 7 5--1- d 6'-3" d 6'4- d 1'-0" d 8 4'- 7" d 5'$' d 5'-7' b U-11" d 8 4'-10- d 6-11- d 6'.1" b U-11" d 9 4'- 5" d 5'-5' d 5'-3' b 0'-10' d 9 4'$" d 5'-9' d 5'-9' b U-11' d 10 4'- 3' d 5'-2' b 4'-11' b 0'-10' d 10 4'-6" d 5'-6" d 5'-5' b 0'-11' d 11 4'- 1" d 4'-11' b 4'-9" b 0'-10" d 11 4'4' d 5'4' d 5'-Y b 0'-10" d 12 T- 11- tl 1 4'-8" In 1 4'-7' b 0'-10" d 12 4'-3- d 5-2- b 4'-11- b 1 0'-10' d 3" x 2" x 0.045" 3" x 2" x 0.070" Load Width ( k.) Max. Span ' L' / (bending'b' or deflaction 'd') Load Width (k.) Max. Sparc V I (bending'b' or deflection d') 1 8 2 Span 3 Span 4 Span Maz. Cantilever 1 & 2 Span 3 Span 4 Span Max. Cantilever. 5 6- 0" d 7'-5" d T-7' d 1'-2' d 5 6'-9" d 8'-5" d 8'-7" d 1'4' d 6 5'-8" d T-0" d T-2- d 1'-2" d 6 6-5" d T-11" d 8'-0' d 1'-3' d 7 5'-5" d 6-8" d 6'-10' d 1'-1" d 7 61-1" d T-6' d T$' d 1'-3" d 8 5'-2" d U4' d 6'$" d 1•-0' d 8 F-10' d 7'-2" d T-4' d 1•-2" d 9 1 4% 11" d 6-2' d 6-3" d 0'-11' d 9 5'-7" d 6'-11" d T-0' d 1'-1" d 10 4'-9' d 5'-11" d V b V-11" d 10 5'-5" d 6-8' d 6'-9' d T-1' d 11 1 4'- 8' d 5-9" d 5'-1 5'$" b 0'- 11' d 11 6'-7' d 1'-0" d 12 1 4'- 6- d 5-7" d 5'-5- b 1 0'-11' d 12 1 5-1" d 6'-3" d 6'-5- d i•-0" d 2' x 3" x 0.045" 2" x 4" x 0.050- Load Width (ft.) Max. Span 'L' I (bending W or deflection'd') Load Width (k') Max. Span L• / ( bending'b' or deflection d') 1 8 2 Span 3 Span 4 Span Max. Cantilever 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 T- 6" dM11 9'-5" d 1'-6' d 5 9'-8- d 11'-11' d 12'-2' b 1'-11' d 6 T-0' d 8•$' b 1'-5' d 6 9'-l' d 11'-3" d 11%1' b T-10' d 7 6'$" d 8%1' b 1'4" d 7 8'-8' d 10'-8' b 10'-3" b 1'-9' d 8 6'-5" d T$- b 1•-3" d 8 8'-3" d 9'-1V b 9'-7' b 1'-8' d 9 6'-2" d T-l" b 1'-3' d 9 T-11" d 9'-5' b 9'-1' b 1'-7' d 10 F-11" d 6'-9' b 1'-2' d 10 T$d B-11b 8'-7' b 1'$' 6'-5" b 1'- 2" d 6'-2' b 1'- 1" d 12 T-3' d B'-1' b 7'-10" b 1'-5' d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.1- 120 Allowable Edge Beam Spans - Hollow Extrusions For Screen or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13 #ISF (43 #ISF for Max. Cantilever) Aluminum Alloy 6063 T- 6 2" x 2" x 0.044" 2" x 2" x 0.055" Load Width (ft.) Max. Span' L• I ( bending'b• or deflection W) Load Width (ft.) Max. Span' L' bending' b' or deflection d') 1 & 2 Span 3 Span 4 Span Max. Cantilever 1 & 2 Span 3 Span 4 Span I Max. Cantilever 5 5'-1' d 6'.3' d 6'4' d 1'-0' d 5 64" d 6-7" d 6'-9" d 1'-1' d 6 4'-9" d 5'-10" d 5'-11" b 0'-11" d 6 5'-0' d 6-3' d 6'4' d 1'-0' d 7 4'-6' d 5'.7" d 5'$" b U-11" d 7 4'-9" d 5'-11' d 5-11' b 0'-11" d 8 4'4' d 5'4' b 5'-l' b U-10' d a 4'-7" d F-8" d 5'-7' b 0'-11' d 9 4'-2- d 5-11' b 4'-10' b 0•-10' d 9 4'-5- d 5'-5-__L 5'-3' b 0'-10' d 10 4'-0' d 4%9' b 4'-7' b 0'-10' d 1D 4'-3- d 5-2- b 5-0- b 0'-10" d 11 T-11" d 4'$' b 4'4- b 0'-9' d 11 4'-1" tl 4=11" b 4'-9' b 0'-10' d 12 S-9- d 4-4" b 4'-2" b 0'-9' d d 4'-9' b 4'-7' b 0'-10' d 3" x 2" x 0.045- x x .0 O Load Width (ft.) Max. Span ' L' / (bending' b' or deflection'd' Width (k.) Span L' I (bending' b' or deflection'd' 1 & 2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span Cantliever 5 5%8" d T-1' d T-2' d 1'-2' d T-11' d 8'-1" d 1'-3' d 6 54' d 6'$' d 6'-9' d 1'-1" d 6 6' 7'-5" d T-7" d 1%2' d 7 5-1' d 6'-4" d 6'-5' d 1'-0" d 7 T-1' d T-3' d 1'-2" d 8 4'-11" d 6%0" d 6-2" b 0'-11" d 8 5'-6' d 6'-7" d 6'-11" d 14-1" d 9 4'-8" d 5'-10' d 5'-9" b U-11" d 9 5-3' d 6-6- d 6'-8" d 1'-1" d 10 4'-6' d 5'-7" d 5-6- b 0'-11- d I 10 5-1' d 6-3' d 6'-5" d V-17 d 1t 4'-5" d 5'-5' b 5'-3" b 0'-10" d I 11 4'-11" d 6'-1' d 6'.3" d 0'.11' d 12 1 4'-3" d 5'-2- b 5'-0' b 0'-10" d 1 12 4--9- d 5'-11' d F-11' b 0'-11' d 2" x 3" x 0.045" 2" x 4" x 0.D50" Load Width (ft.) Max. Span ' L' I ( bending'b' or deflection'd') Load Width (k.) Max. Span L' 1( bending'b' or deflection'd•) 1 & 2 Span 3 Span 4 Span Max. Cantilever 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 T- 1' d 8'-9" d F-9" b 1'-5' d 5 9'-2- d 1 11'4- d 11'-2- b I 1'-10- d 6 6• 8' d 8'-3" d T-11" b 1'4' d 6 8'$- tl 1 10'-7- b 10'-3- b V-9- d 7 64' d T- 8' b T-5' b 1'-3' d 7 9" b 9'-5" b 1'-8' d 8 6'-l' d T-2- b 6'-11' b 1'-2- d 8 2" b 8'-10' b 1'-7' d 9 5'-10" d 6'-9' b 6'$' b 1'-2' d 9 b 8'4' b 1'$' d 10 F-7' d 6'.5' b 6'-Y b 1'-1' d 10 2" b b7- T-11' b 1'- 5' tl 11 5'-5" d 6'-1' b 5'-11' b 1'-1' d 11 10. In T-T b 15'd12 5'-3- b S-10- b 5'$' b 1'-1' d 12 6 b T-3' b 1'4" d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.1- 130 Allowable Edge Beam Spans -Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15 #/SF (50 #/SF for Max. Cantilever) 2" x 2" x 0.044" 2" x 2' x 0.055" Load Width (k.) Max. Span' L• I ( bending'b' or detlection'd') Load Width (n.) Max. Spa n'L• I (bending'b' or deflection d') 1 8 2 Spa 3 Span 4 Span Max. Cantilever 1 & 2 Spa 3 Span 4 Span Max. Cantilever 5 4'- 10- d 1 5-11" d 6'-0" b 0'-11' d 5 5'-l' d 6.4' d 6'-5' d 1%0" d 6 4'$' d F- 7' d 5'$" b V-11- d 6 4'-10' d 5-11' d F-0- b 0'-11- d 7 4'4- d 5-3' b 5'A" b 0'-10" d 7 4'-7' d 5'-8' d 5'-7" b 0•-11" d 8 4'-l" d 4'-11" b 4'-9" b 0'-10' d 8 4'-4' d 5'.5' d 5'-3" b 0'-10' d 9 3'-11- d 4'-8- b 4'-6" b 0'-9" d 9 4'-2' d 5-1' b 4'-11' b 0•-10" d 10 3'-10" d 4'-5' b 4'-3' b 0'-9- d 10 4'-l' d 4'-10" b 4'-8' b 0'-10' d 11 T-8" d 4' 3" b 4' 1" b 01-9" d 11 3'-11' d 4'-7" b 4'-5' b U-9" d 12 3•-T d 4'-0' b 3'-11' b 0'-9' d 12 3'-10' d 4'-5. b 4•-3" b 0'-9" d 3" x 2" x 0.045" 3 x 2" x 0.070" Load Width (ft.) Max. Span' L' bend;" b' or deflection'd' Load Width (ft. ) Max. Span' L' I ( ben dIng'b' or deflection d' 1 & 2 Spa 7 Span 4 Span Max. Cantilever 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 5'-5- d 1 6'-9" d 1 V-10" d T-1" d 5 6'-1' d T-7" d T-8" d 1'-3" d 6 5'-1" d 6'4' d 1 6'-5- d TO- d 6 S-9" d T-1- d T-3' d 1'-2' d 7 4'-10' d 6'-0" d 6'-1" b 0•-11' d 7 5'-6' d 6'.9" d 6'-11" d 1'-1" d 8 4'-8" d 5'-9' d 5'-9" b 0'-1V d 8 5'-3' d 6-5" d 6'-7" d 1%0" d 9 4'-6" d F-6' d 5'-5' b O'-11" d 9 5'-0- d 6-3" d 6'-4' d 0--11- d 10 4'4" d 5-3' In 5-1" b UAW d 10 4'-10' d 5'-11' d F-1" b U-11" d 11 4'-2" d F-l" b 4'-11' b 0'-10" d 11 4'$" d 5'.10' d 5'-10" b V-11" d 12 4'-1' d 4'-10" b 4'-8" b 0'-10' d 12 4'-7- tl 5•$' d 5'-7- b 0•-11" d 2" x 3" x 0.045" 2" x 4" x 0.050" Load Width(ft.) Max. Span L' / (bending' b' or deflection'd' Load Width (ft.) Max. Span' L' bending b' or deflection d' 1 & 2 Spen 3 Span 4 Span Max. Cantilever 1 & 2 Span 3 Span 4 Spa" Max. Cantilever 5 6'- 9" d 8'4' d 8'-2' b 114" d 5 fil d 10•-9- b 10'-5" b V.9- d 6 6'4" d T-8' b 7'-5" b 1'-3' d 6 8'-3' d 9'-10- b 9'-6" b 1'-8' d 7 EFT d T- 2- b 6'-11- b 1'-2" d 7 T-10' d 9'-1" b F-10' b 1•-7' d 8 5'-9" d 6'$' b 6%5" b 1'-2' d 8 74$" d 8•$' b 8'-3" b 1'-6- d 9 5'-7" d F-Y b 6-1" b 1'-I" d 9 T-2' b 8'-0' b 7'-9" b 1'-5" d 10 5'4- b 5'-11- b 5'-9" b 1•-1' d 10 6'. 10' b 7'-7' b 7'4' b 1'-5" d 11 5'-1' b 5'-8" b F-6- b T-0' d 11 6'-6" b T-3- b T-0- b 1'4" d 12 4--10" b F-5" b 5-3" b 0'-11' d 12 6'-3' b 6'- 11' D F 6'-9" b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.1- 140A Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140A MPH velocity; using design load of 17 #/SF (58 #/SF for Max. Cantilever) n.-......-x 2" x 2•' x 0.044" 2" x 2" x 0.055" Load Width (tt.) Max. Spa n'L' 1 (bending W or deflection'd') Load Width (ft. ) Max. Span L' I ( bending W or deflection d') 1 & 2 Span 3 Span 4 Span Max. Cantilever 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 4'- 7- d 1 5-8' d 54-8' b U-it' d 5 4'-11" d 6-0' d 6'-2' d 0'-11" d 6 4'4' d 64" b F-2' b 0'-10- d 6 4'-7" d 5'-8' d 5'-8- b 0'-11" d 7 4'-1" d 4'-11" b 4'-9- b 0'-10- d 7 4'4" d 5-5" d 5'-3' b 0'-10' d 8 T-11' d 4'-8' b 4'-6' D 0'-9' d a 4'-2" d F-l" b 4•-11' b 0'-10" d 9 3•-10' d 4'4- b 4'-3' b 0'-9' d 9 4'-0" d 4'-9' b 4'-7' b 0'-9" d 10 T-8' d 4'-2' b 4•-0' b 0'-9' d 10 T-11- d 4'-6" b 4'-5- b 0•-9" d 11 3'-6' b S-11" b T-10' b 0'-8" d 11 T-9" d 4'4' b 4'-2' b 0'-9' d 12 T-5" b T-9" b T-8- b 1 0'-8- d 12 T-8' d 4'-2" b T-11' b 0'-9" d 3" x 2" x 0.045" 3" x 2" x 0.070- Load Width (ft.)x. I Max. Span bending' b' or deflection'cr) Load Width (ft.) Max. Span' L' bending W or deflection'd') 1 & 2 Span 3 Span 4 Span Cant lever e. 1 & 2 Span3 Span 4 Span Cantilever 5 5'-3" d 6'-5- d 6'-7' d 1'-0' d 5 5'-10' 1'-2" d 6 4'-11' d 6'-1" d 6'-2" d 1 0'-11' d 6 6-6' d V-10" d F-11" d 1'-1" d 7 4'$" d 5•- 9' d 5'-9" b 0'-11' d 7 5'-3' d 6-6' d 614" d 1'-0" d 8 4'$" d 51$" d S4' b U-11' d 8 5'-0' d 6'-2' d 6'-4' d 0'-11" d 9 4'-3" d 5-3" b 5'-1' b U-10" d 9 4'-10" d 5'-11' d 6'-0' b 0'-11" d 10 7-2" d 4'-11' b 4'-10' b 0'-10' d 10 4'-8- d 6-9" d 5-9" b 0'-11- d 11 4•-0" d 47 b 4'-7" b 0'-9- d 11 4'-6" d 5'-7- d 1 5'-5" b 0'-11" d 12 T-11" d 46 4 0'-9- d 12 4'-5' d 5'-5' D 5'-3" b 0-10" d 2" x 3" x 0. 045•' 2" x 4" x 0.050" Load Width (k.) Max. Span L' I (bending W or deflection d') Load Width (k.) Max. Span'L' 1 (bending W or deflection d') 1 & 2 Span 3 Span 4 Span Max. Cantilever 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 6'$" d 7'- 11" b T-8- b 1'-3- d 5 8'-5' d 10'-t' b 9; 9" bld 6 6'-1" d T-3" b 6, 1' b 1'-2' d 6 7'-11' d 9'-3' 0 8'-11' b 7 5'-9" d 6'- 8' b 6'-6" b 1•-2" d 7 7'$" d 8'-7" b 8'-3' b 8 5'$" d 6'-3' b 6'-1- b 1'-1- d 8 T-2" b 8'-0' b 7'-9" b 5'-3' b 5'-11' b 5'-8" b 1'-1' d 9 6'-9' b T-7- b 7'-4 b10 5'-0' b 5'-7' b 5'.5" b 1'-0' d 10 6'-5' b 7•-2' b 6'-11' b11 19 4'-9'b 5'-2" b 0'-11' d 11 6-1' b 6'-10' b 6'-7" b12 4'-7' b 5-1'b 4'-11' b 0'-11. d 12 5-10'D6•-6.06'4- b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. V C J Q D fn Z 020 OZO Q U U U)() Z W Z W Z O J Q W J 0 od W U md in0NOZ) Q)-F- Z in O fn W O Of UzN fn 2 D JQ LL1 Q N N I.. L jj m w 4.+ OQn C Z O m mr Q CO r.L mLij ( 9 O=vimLLI4t' 7W WOnZ J O O X ILL M = D_ LL ULuW J 2NwX ~ m > ZW o L UxSHEET AL SHEET3A 07- 08- 2004 OF 8 Table 3A.1.2.110 Allowable Edge Beam Spans - Snap Sections for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11 #lSF (36 #/SF for Max. Cantilever) Al—imim A11— anss T 2" x 2" x 0.044" Snap Extrusion 2" x 3" x 0.045" Snap Extrusion Load Width (k.) Max. Span L' f (bending'b' or deflection'd') Load Width (k) Max. Span L' I (bending'b' or deflection'd') 1 12 Span 3 Span 4 Span Ca Max, .r 1 & 2 Span 3 Span 4 Span rCantilever 5 6'-0' d T-5' d T-7' d 1'-2' d 5 8'-1' d 10'-0" d 10'-2" d 1'-7' d 6 5'-8' d 6'-11' d T-2" d 1'-2" d 6 7'-7' d 9'-5' d 9'-7" d 1'-6" d 7 5'-4" d 6'-8' d 6'-9- d 1'-1" d 7 T-3" d 8'-11' d 9'-1" b l'-5" d 8 51-2' d 6'4' d 6'-6' d 1'-0- d 8 5'-11" d 8'-7" d 8'-6" b 1'-5' d 9 4'-11" d 6-1" d 6'-3" d 0'-11" d 9 6'-8" d 8'-3' d 8'-0" b 1'-4' d 10 4'-9' d 5'-11" d 5'-11' b 0'-11' d 10 6'-5- d T-10' b T-7- b 1'-3' d 11 4'-7- d 5'-W d 5'-8" b 0'-11. d 11 6'-3' d T-6" b T-3" b 1'-3' d 12 4'-6' d 5'-7" d 5'.5' b 0'-11' d 12 6'-l' d T-2" b 6'-11' b 1'-2- d 2" x 4" x 0.045" Snap Extrusion Load Width (k.) Max. Span L' 1 (bending'b' or deflection'd') 3 Span 4 Span Max. Cantilever 5 T-5" d T-7" d 2'-0' d 6 T-O" d T-2" d 1'-11" d 7 V4'-9" 6'-8- d 6'-10' d 1'-10" d 8 6'4" d 6'-6" d 1'-9" d 9 6'-2' d 6'-3" d 1'-8" d 10 F-11" d 6'-0- d 1'-7" d 11 a' -8" d 5'-9" d 5-10' d 1'-7- d 12 4-6- d 5'-7" d 5'-8' d 1'-6- d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.2-120 Allowable Edge Beam Spans -Snap Sections for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13 WSF (43 NSF for Max. Cantilever) Aluminum Allov 6063 T-6 Width (k.) I1 & 2 Spanl 3 Span I 4 Span Width (k.) 11 & 2 Spanl 3 Span I 4 Span Width (k.)I1 & 2 Spanl 3 Span I 4 Span Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.2.130 Allowable Edge Beam Spans - Snap Sections for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15 #lSF (50 WSF for Max. Cantilever) Aluminum Alloy 6063 T-6 Load Maz. Span'L' / (bending'b' or deffection'd' d MaxLoa. Span'L' I (bending'b' or deflection'd') Width (k.) 1 & 2 Span 3 Span 4 Span -Maxim; " Width (k.) 1 & 2 Span 3 Span 4 Span Load Max. Span 'L' I (bending b' or deflection'd') Width (k.) 1 8 2 Span 3 Span 4 Span ^_ Max. Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.2-140A Allowable Edge Beam Spans - Snap Sections for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140A MPH velocity; using design load of 17 WSF (58 #/SF for Max. Cantilever) 2" x 2" x 0.044" Snap Extrusion 2' x 3" x 0.045" Snap Extrusion Load Width lift.) Max. Span'L' I (bending'b' or deflection'd') Load Width (it) Max. Spa n'L' I (bending'b' or deflection'd') 1 & 2 Span 3 Span 4 Span CanMax.tilever 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 5'- 2' d 6'-5" d 6'-7" d 1'-O' d 5 T-O" d 8'.B" d 8'-8" b 1'-5" d 6 4'- 11' d 6'-l' d 6'-2" b 0'-11" d 6 6'-7- d 8'-2- d T-11" b 1'4' d 7 4'- 8' d 5'-9' d 5'-8" b V-11" d 7 6'-3' d T-7' b 7'4" b 1'-3" d 8 4'- 5' d 5'-6" d 5'-4' b 0'-10' d 8 5'-11" d T-1" b 6'-10' b 1'-2" d 9 4'- 3' d 5'-2" b 5'-0' b 0'-10' d 9 5'-9' d 6-8" b 6'-5" b 1'-2" d 10 4'- 2" d 4'-11" b 4'-9' b 0' 10" d 10 5'-7" d 6'4- b 6'-l" b l'-l" d 11 3'- 11' d 4'-9' b 4'-7' b 0'-9" d 11 5'-5' d 6' -0" b 5'-10" b 1'-1" d 12 3' - 11" d 4'-6" b 4'-4- b 0'-9" d 12 5'-2' b 5'-9" b 5'-7" b 1'-0" d 2" x 4" x 0.045" Snap Extrusion Load Width ( ft.) Max. Span ' L' I (bending'b' or deflection'd') 112 Span 3 Span p 4 Sp an Max. Cantilever 5 8'- 10" d 6-5' d 6'-7' d 1'-9" d 6 4'-11" d 6-1' d 6'-2' d 1'-8' d 7 4'-8' d 51-g' d 5'-11" d 1'-7' d 8 4'-6' d 5'-6' d 5'.7' d 1'-6" d 9 4'-3" d 5'4' d 5'-5" d 1'-5' d 10 4'-2' d 5-1' d 5'-3' d 1'-5' d 11 4'-0' d 711" tl F-1' d V-4" d 12 T-11' d 4'-10" d 4'-1V d 1'4" d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. J Q Z) fn Z Q Z- p Q U) fn0Z W Z LL) Z Q J i 0 ~ Q U) JOH LLJ mW UvrQ) Z UoCVQ QIYQQU J g IJJ Z fn LL. U) W w o UZ o to J Q W Z N J N tl 4— 0 Qe T0 C Z 0 It W Q O co 1: CO coo 0 m O >>ti;mOO XV w o_ _ LL LU Or ZNF- 2 m W O AL SHEET iv 07- 08- 2004 1 OF 8 Table 3A.1.3-110 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11 #ISF Aluminum Allov 6063 T-6 Hollow and Tributary Load Width Single Self -Mating Beams 2'-6" 1 T-0" 3'-6" 4'-0" 1 4'-6" 1 5'-0" F-6" 1 6'-0" r 6'-6- 7'-0" 7' Allowable Span'L' I bending 'b' or deflection'd' 2" x 4" x 0.050" Hollow 12'-2" d 11'-6" d 10'-11' d 10'-5" d 10'-0" d 9-8' d 9'-5" d 9'-l' d 8'-1 l' d F-8" d 8'-6" d 8'-3" d 2" x 5" x 0.062" Hollow 15'-9" d 14'-10" d 14'-7' d 13'-6' d 12'-1 l' d 12'-6' d 12'-l' d 1 l'-9- d 1 T-5" d 1 T-2" d 10'-1 l' d 10'-8' d 2" x 4" x 0.044" x 0.100" 13'-8' d 17-10" d 17-2' d 11'-8' d 11'-2' d 10'-10" d 10'-6- d 10'-2" d 9'-1 l' d 9'-8" d 9'-5' d 9'-3' d 2" x 5" x 0.050" x 0.100" 16-11' d 15-11" d 15'-l' d 14'-5' d 13'-1 l' d 13'-5' d 12'-1 V tl 12'-7' d 12'-3" d 1l'-11" d 11'-9' d 1l'-6' d 2" x 6" x 0.050" x 0.120" 19'-9' d 18'-7' d 17'-8* d 16'-11' d 16'-3" d 15'-8' d 15'-2' d 14'-9" d 14'-5' d 14'.0" d 13'-9' d 13'-5' d 2" x 7" x 0.055" x 0.120" 27-6" d 21'-2" d 20'-2' d 19'-3' d 18'-6" d 17'-10' d 17'-4' d 16'-10" d 16'-5' d 15'-11' d 15'-7' d IF-3" d 2' x 7" x 0.055" wl Insert 27'-3" d 25'-7" d 24'4" d 23'-3' d 22'4" d 21'-7" d 20%11' d 20'-4- d 19'-9' d 19'-4 d 1B'-70" d 18'4i" d 2' x 8" x 0.072" x 0.224" 2T-11" d 26%3" d 24'-1 l' d 23'-10' d 22'-1 V d 22'-2' d 21'-5" d 20'-10- d 20'4' d 19'-10" d 19'4" d 18'-1 l' d 2' x 9" x 0.072" x 0.224" 30'-7' d 28'-10' d 27'4' d 26'-2' d 25'-2- d Il 24'-4- d 23'-T d 22'-10" d 22'-3- d 2l'-9- d 21'-3- d 20'-9- d 2" x 9" x 0.082" x 0.306" 3l'-9' d 29'-10' d 28'4' d 2T-2- d 1 26--1- d 1 25'-2- d 24'-5" d 23'-8- d 23'-1' d 22'4i" d 22'-0- d 21'-6- d 2" x 10" x 0.092" x 0.369' 38'-2' d 35'-11' d 34'-1- d 37-8- d 31'-5- d 30'4- d 29'4" d 28'-6- d 2T-9" d 2T.1. d 26'-6' d 25'-11' d Tributary Load Width Double Self -Mating Beams 2'-6" T-O" 3'.6" 1 4'-0" 4'-6' 1 5'-0" 5'-6" 1 6'-0" 6'-6" 1 7'-0" 7'-6" 8'-0- Allowable Span'L' I bending'b' or deflection'd' 2" x 8" x 0.072" x 0.224" 35'-2" d 33'-1" d 31'-5" d 30'-1- tl 28'-11' d 2T-11' d 27'-0' tl 26'-3" d 25'-7' d 24'-11- d 24'-5' d 23'-10' d 2" x 9" x 0.072" z 0.224" 38'-7- d 36.4- d 34'-6- d 32'-1 t- tl 31'-9- d 30'-7' d 29'-B' d 28'-10" d 28'-1' d 274 d 26'-9- d 26'-2- d 2" x 9" x 0.082" x 0.306' 41'-l' d 38'-8- d 36'-B' d 35'-7' tl 33'-9' d 32'-7' d 31'-7' d 30'-8" tl 29'-1 D' d 29'-1' d 28'-6' tl 27'-10' d 2" x 1D" x 0.092" x 0.369- 48'-l' d 45'-3' d 42'-1 l" d 41'-1" d 39'46" d 38'-2' d 36'-11" d 35'-11' d 34--11" tl 34'-1" tl 33.4- d 32'-B" d Note: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1.3-120 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 #ISF Aluminum Allov 6063 T-6 Hollow and Tributary Load Width Single Self -Mating Beams 2'-6" 1 T-0" 1 T-6" 1 4'-0" 1 4'-6" 1 5'-0" 5'-0" 1 6'-0" 1 6' .6- 1 T-0" Allowable Span 'L' I bending'b' or deflection'd' 2" x 4" x 0.050" Hollow 11'-7" d 10'-10" d 10'4" d 9'-10" d 9'-6" tl 9'-2' d 8'11' d 8'-7" d 8'.5' d 8'.2- d 8'-0" d T-10' d 2" x 5" x 0.062" Hollow 14--11" d 14'-0" d 13'4' d 12'-9" d 12'-3" d l l'-10' d 11'-5' d 11'-1' d 10'-10" d 10'-7" d 10'4' d 10'-1" d 2" x 4' x 0.044" x 0100" 12'-11' d 12'-2' d 1l'-6' d 11'-0" d 10'-7" d 10'-3" of 9'-11" d 9'-8' d 9'-5' d 9'-2" d 8'-11' d 8'-9" d 2" z 5^ z 0.050" x 0.100' 15-11' d 15'-0' d 14'-3' d 13'-8' d 13'-2" d 12'-8' d 12'-3' tl 11'-11" d 11'-7' d 11'4" d 11'-7" d 10'-10" d 2" x 6" x 0.050" x 0.120" 18'-8' d 17'-7" d 16'-9' d 15'-1 l' d 15'4" d 14'-10' d 14'-5' d 13'-11' d 13'-7' d 13'-3" d 12'-11" d 12'-8- d 2" x 7" x 0.055" x 0.120" 21'4' d 20'-l" d 19'-0" d 18'-3- d IT-6- d 16'-11- d 16'-5' d 15'-11" d 15'-6' d 15'-1" d 14'-9" d 14'- 5' d 2" x 7" x 0.055" wl insert 25'-9' d 24'-3- d 017' 23'' d 27 -0' d 2l'-2" d 20'-5" d 19 d -9' 19'-3" d 18'-9' d 18'-3" d 17'-10' d 17'-6" d 2" x 8" x 0.072" x 0.224' 26'-1" d 24'-10' d 23'-7' d 22'-7' d 21'-8' tl 20'-11' d 20'4" d 19'-9" d 19'-2' d 18'-9" d 18'4" d 17'-1 V d 2" x 9" x 0.072" x 0.224" 26'-11' d 27'-3' d 25'-11' d 24'-9' d 23'-70" d 22'-11' d 22%3" d 21'-8' d 21'-1' d 20'-7 d 20'-V d 19'-0' d 2"9" x 0.082" x 0.306" 30'-0- d 28'-3- d 26'-10' tl 25'-8- d 24'-8" d 23'-10' d 23--1- d 22'-5- d 21'-10. d 21'4" d 20'-10' d 20'4' d x 2" x10' x 0.D92" x 0.369" 36'-l' d 1 3T-1 I" d 1 32'-3- d 1 30'-10' d 29'-8- d 1 28'-8- d 2T-9' d 26'-11- d 26'-3' d 25'-7" d 25'-0" d 24'-6- of Tribute Load Width Double Self -Mating Beams 2'-6" X-C)" 3'-6" 4'-0" 4'-6" 5'-0' S'-0' V-0" 1 6'-6" 7'-0" 7'-6" 8'-0" Allowable Span'L' I bending'b' or deflection'd' 2" x 8" x 0.072" x 0.224" 33'-3- d 31'4- d 29'-9- d 26'-5- d 27'4- d 26'-5' d 25'-7" d 24'-10' d 24'-2' d 23'-7' d 23%1' d 27-7- d 2" x 9" x 0.072" x 0.224" 36'-0- d 34.4- d 32'-7" d 31'-2- d 29'-11 d 28'-11' d 28'-1. d 2T-3' 25'4- d 24'-9- d 2' x 9" x 0.082" x 0.306" 38'-10- d 36'-6- d 34'-8- d 33'-2- d 31'-11 d 30'-10- d 29'-10" d 28-11 d 28'-3' d 2T-7' d 26'-11" d 26'4" d 2' x 10" x 0.092' x 0.369" 45'-0' d 42'-10" tl 40'-8' d 38'-1 V d 37'-5" d 36'-l" d 34'-11' d 33-11 d 33'-1' d 32'-3' d 3l'-6' d 30'-10' d Note: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on 120 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1. 3-130 Allowable Beam Spans for Miscellaneous Framing Beams for for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15 #ISF Aluminum Alloy 6D63 T-6 Hollow and Tributary Load Width WV Single Self - MatingBeamsT-6" 1 T-0" 1 T-6" 1 4'-0" 1 4'-6" J 5'-0" 1 5'•6" 1 6'-0" 1 6'-0" 1 T-0" I 7'-0" Allowable Span 'L' 1 bending'b' or deflection'd' 2" x 4" x 0.050" Hollow 11'-0' d 10'4- d V-10" d 9'-5" d 9'-l' d 8'-9' d 6'-6" d 1 8'-3' tl 1 8'-0" d T-10" d T-8" d T-6" d 2" x 5" x 0.050" Hollow 14'-2' d 13'4- d 12'-8' d 12'-2" d l l'-8- d l l'-3- d 10'-11" d 10'-7' tl 1 10'4" d 10'-l" di 9'-10' d 91-8' d 2" x 4" x D.044" x 0.100" 12'4' d 1l'-7' d 10'-11" d 10'-6" d 10'-1" d 9'-9- d 9'-5" d 9'-2' 8'-11" d 8'-9" d 8'-6" d 814" d 2" x 5" x 0.062" x 0.100" 15'-3" d 14'4- d 13'-7' d 13'-0" d 12'-6' d 12'-1" d 1l'-9" d d 1l'-5' d 1l'- 7" d 10'-10" d 10'-7" d 10'4" d 2" x 6" x 0.050" x 0.120" 17'-10" d 16'-9" d 15'-11' d 15'-3" d 14'-B" d 14'-2- d 13'-9- d 13'4' d 12--11' d 12'-8" d 12'-4" d 12'-1" d 2" x 7" x 0. 055" x 0.120" 20'4" d 19'-1' d 18'-2' d 1 T4" d 16-6" d 16'-1" d 15'-7" d 15'-2" d 14'-9" d 14'.5" d 14'-1- d IT-9- d 2" x 7" x 0. 055" wl Insert 24'-6" d 23'-1' d 21'-11%d 20--11d 20'-2" d 19'-6- d 18'-10" d 18'4" d 17'-1V d 17'-5" d 17'-0- d 16'-8" d 2" x 8" x 0.072" x 0.224" 25'-2" d 23'-8' d 22'-6" d 2l'-6' d 20'.8' d 19'-11' d 19'4" d 18'-10' d 18'4' d 17'-10" d 17'-5' d 17'-l" d 2" x 9" x 0.072" x 0.224" 21'-7' d 125'-11' d 24'-B' d 23'-T d 22'-8" d 21'-11' d 21'-3' d 20'-7" d 20'-1" d 19'-7" d 19'-2" d 18'-9" d 2" x 9" x 0.082" x 0.306" 28'-7" d 26'-11' d 25'-7' d 24'-6' d 23'-6' d 27-90 d 22'-0" d 21'-5" d 20'-10' d 20'4' d 19-10" d 19'-5' d 2" x 10" x 0.092" x 0.369" 34'-5" d 32'-5' d 30'-9" d 29'-5" d 28'4' d 1 27'4- d 1 26'-6- tl 1 25--9" ol 25'-0' d 24'-5- d 23'-10' d 23'4- d Tributary Load Width Double Self -Mating Beams 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0" 1 6'-6" T-0" Allowable Span'L' i bending 'b' or deflection'd' 2" x 8" x 0.072" x 0.224" 31'-8' d 29'-10' d 28'4' d 27'-1' d 26'-1" d 25'-2- d 24'-5" d 23'-8' d 23'-1" d 22'-6' d 2l'-11" d 21'-6" d 2" x 9" x 0.072" x 0.224" 34'-9" d 32'-9- d 31'-l' d 29'-9- d 28'-7" d 2T-7- d 26'-9' d 25'-11- d 25'4- d 24'-8" d 24'-1- d 23'-7- d 2" x 9" x 0.082' x 0.306" 37'-0' d 34'-10' tl 33'-1' d 31'-8' d 30'-5' d 29'-5' d 26'- ' d 6 27'-8" tl 1' 261 d 26'-3" d25'-8" d 25'-1' d 2" x 10" x 0.092" x 0.369" 43'4' d 40'-10" d 38'-9' d 37'-1' d 35'-8' d 34'-5" d 33'4" d 32'-5- d 31'-6- d 30'.9" d 1 30'-l' d 29'-5- d Note: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on 130 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connedion. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A.1.3.140A Allowable Beam Spans for Miscellaneous Framing Beams for for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140A MPH velocity; using design load of 17 #ISF Hollow and Tributary Load Width Single Self -Mating Beams 2'-6" 1 T-0" T-6" 4'-0" 1 4'-6" 1 5'-0" 1 5'.6" 1 6'-0" 1 6'-6" 1 7'1" 8'-0" Allowable Span'L' 1 bending'b' or deflection'd' 2" x 1" x 0.050" Hollow 10'-T d 9'-11' d 9'-5' tl 9-0' dK B'-5" d 8'-1' tl T-11' d T-B' tl 17d T4' tl T-2" b 2" x 5" x 0.050" Hollow IT-7 d 12'-10' d 17-2' d 11'-8- d 10'-10' d 10'-6- d 10'-2" d 9'-11" d 9'-5' d 9-3' d 2" x 4" x 0.044" x 0.100" l l'-9- d l l'-1- d 10'-6' d 10'-l' d 9'4" d 9'-1- d 8'-10" d 8'-7' d 8'-2" d 8'-0' d 2" x 5" x 0.062" x 0.100" 14'-7' d 13'-9' d 13'-7' d 12'-6' dd 11'-7" d 1l'-3' d 10'-11" d 10'-8" d 10'-2" d 9'-11' d 2" x 6" x 0.050" x 0.120" 1 T-l' d 16'-1' d 15'-3' d 14'-7" dd 13'-7" d 13'.2' d 17-9' d 12'-5' d 12'-2' d i i'-10' d 11'-7' d2" x 7" x 0.055" x0.120" 19'-6' tl 18'4' d 1T-5' d 16'-8" dd 15'-6" d 14'-11' d 14'-T d 14'-2' d 13'-10-d 13'-6' dZ" z 7" x 0.055" colinsert23'-6' d 22'-2' d 21'-0" d 20'-l' dd 18'-8' d 1 B'-7' d 17'-7' d 17'-1" d 16'-B' d 16'4" cf2" x 8" x 0.072" x0.224" 24'-2' d 22'-9" d 21'-7" d 20'-8' dd 19'-2' d 18'-7' d 18'-0' d 17' _7' tl 17'-j"d16'-9" dtl2" x 9" x O.D72" x0.224" 26'-6' d 24'-1 l' d 23'-8' d 27-8' d 21'-9- d 21'-0" d 20'-4- d 19'-9" el 19'.3' d 18'- 18'4' d2" x 9" x 0D82" x 0.30fi' 27'-5d 25'-10"d24'-6' d 23'-6" d Z2'-7- d 21'-9' d 21'-1' tl 20'E' d 19'-11' d 19'- 19'-0' d 18'-8' d2" x 10" x 0.092" x 0.369" 33-0d 31'-1' d 29'-6' d 28'-3- d 2T-2- d 26'-2- d 25'-5- d 24'-8- tl 24'-0- d 23'-22'-11' d 22--5' d Tributary Load Width Double Self -Mating Beams 2'-0" 3'- 0" 3'.6" 4'-0" 4'-6" 5'-0" 5'•6" 6'-0" 1 6'.6" 1 7'-0" T-0" Allowable Span'L' 1 ben din 'b' or deflection'd' 2" x 8" z 0.072" x 0.224' 30'-5" of 28'-7' d 27'-2' tl 25-11' d 24-11' d 24'-2' d 23'-5' d 22'-9" tl 22'-1' tl 21'-7" tl 21'-1' d 20'-8' d 2" x 9" x 0.072" x 0.224" 33'4" d 31'-5' d 29'-10' d 28'-6' d 27'-5" d 26'-6' d 1 26-8' d 24'-11" d 24'-3- tl 23'-8" d 1 23'-2' d 22'-0" d 2" x 9" x 0.082" x 0.306" 35'-6" d 33'-5" d 31'-9- d 30'-4- d 1 29'-2- d 1 28'-2- d 1 27'-4" d 26'-6" d 25-10- d 25'-2' d 24'-7" d 1' 24'-d 2" x 10" x 0.097' x 0.369" 4F-7" d 39'-2' d 37'.2" d 35'-7' d 34'-2" d 33'-0" d 31--11' d 31--1- d 30'-3- d 29'-6' d 28'-10" d 28'-3- d Note: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on 140A M. P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A. 1.4.110 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11 #ISF Self Mating Sections Tributary Load Width 1M = Pudin Spacing 5-- o' 6'-0" 7'-0" 8'- 0' 9'-0" 10'-0' 1 l l'-0' I 12'-0" Allowable Span'L' l bending 'b' or deflection'd' 2" x 4" x 0.044 x 0.100" d 13'-6' b 12'-6' b 11'-8" b 1 l'-0' b 10'-5" b 9'-1 l' b 9'-6' b 2" x 5" x 0.050' x 0.100" d 16'-8' b 15'-5' b 14'-5" b IT-7 b 12'-11' b 12'4' b I V-9" b 2" x 6' x 0.050" x 0.120"d 19'-3' b 1 T-10" b 16'-8" b 16-9- b 14'-11' b 14'-3- b 13'-8- b 2" x 7" x 0.055' x 0.120" b 21'-9' b 20'-l' b 18'-10' b 17'-9' b 16'-10' b 16'-0' b 15'4' b 2" x 7" x 0.055" wl Insert' d E40'-7* 27'-3" d 25--1l' d 24'-9' d 23'-7- b 22'-5' b 21'4' b 20'-5' b 2" x 8' x 0.072" x 0.224" d 27'-11' d 25'-1 l' b 24'4- b 27-11' b 2l'-9' b 20'-9' b 19'-10' b 2" 0.072" x 0.224" d 30'-5' b 28'-2" b 26'4- b 24'-10' b 23'-T b 22'-6- b 21'8' b 2" x 9" x 0.08T" z 0.310" d 31'-9' d 30'-2' d 28'-10" d 27'-3" b 25'-10' b 24'-8' b 23'-7' b 2" x 10" x 0.092" x 0.369' tl 38'-3" d 36'4' d 34'-9' d 32'-9' b 31'-l" b 29'-8" b 28'-5' b Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A. 1.4-120 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 #ISF Self Mating Sections Tributary Load Width'W' = Purlin Spacing 5'- D" 6'-0" 7'-0" 8'- 0" 9'-0" 10'-0' Allowable Span'L' I bending'b' or deflection'd' 2" x 4" x 0.044 x 0.100' 13'-7" b 12'-5" bK b 10'-9" b 10'-1' b 9'-7' b 9'-2' b 8'-9' b 2" x 5" x 0.050" x 0.100" 16'.10' b 15'4' bb 13'-3' b 12'-6- b 11'-11' b l l'4- b 10'-10- b 2" x 6" x 0.050" x 0.120" 19'-5" b 17'-9- bb 15'4" b 14'-6" b 13'.9- b 13'-1- b 12'-7- b 2" x 7" x 0.055" x 0.120" 21'-11" b 19'.11" bb 17'4" b 16'4" b 15'-6- b 14'-9' b 14'-2' b 2" x 7" x 0.055" w/ insert 27'-5' d 25'-9' dd 23'-0" b 21'-8" b 20'-7" b 19'-8" b 1 B'-10' D 2" x 8" x 0.072" x 0.224" 28'-1" d 25'-10' b b 22'4" b 21'-1' b 19'-11" b 1g'-1' b 18%3" b 2" x 9" z 0.072" x 0.224" 30'-8" b 2T-11' b b24'-3" b 22'-10' b 21'-8' b 20'-8' b 19'-9' b 2" x 9" x 0.082" x 0.310" 31'-11" d 30'-l' d b 26'-7" b 25'-1' b 23'-9" b 22'-8' b 21'-9' b 2" x 10- x 0.092" x 0.369" 38'-5" d 36'-2' d 34'-2' b 31'-11" b 30'-2' b 1 28'-7" b 1 27'-3' b 26'-1" b Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A. 1.4-130 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15 #ISF Self Mating Sections Tributary Load Width 'W' = Purlin Spacing 5'- 0" 1 6'-0" 1 T- 0" 1 8'-0" 1 9'-0" 1 10'-0" 1 11'-0" 12'-0" Allowable Span'L' I bending 'b' or deflection'd' 2" x 4" x 0.044 x 0.100" 12'-B' b 11'-6' b 10'-8- b 9'-11- b 9'-5' b 8--1 I' b 8'-6" b 8'-2" b 2" x 5" x 0.050- x 0.100" 15'-8" b 14'-3' b 13'-3' b 12'4" b 11'-8' b 1l'-1" b 1014" b 10--1- b 2" x 6" x 0.050' x 0.120" 18'-1' b 16'-6- b 15'4- b 14'4" b 13'-6' b 12'-10" b 12'-2- b I l'-8" to 2' x 7" x 0.055" x 0.120" 20140 b 184-7' b 1 T.3' b 16'-1" b 15'-2' b 14'-5" b 13'-9" b 13'-2" b 2" x 7" x 0.055' wl insert 26'-l' d 24'-7" d 22'-11" b 21'-5' b 20'-2' b 19'-2' b 18'-3' b 1 T-6" b 2" x 8" x 0.072" x 0.224" 26'-4' b 24'-0" b 22'-3' b 20'-10" b 19'-7' b 18'-7' b 17'-9' b 16'-1 l' b 2" x 9" x 0.07T" x 0.224- 28'-6" b 26'-l' b 24'-1- b 22'-7' b 21'-3' b 20'-2- b 19'-3- b 18'-5" b 2" x 9" x 0.082" x 0.310" 30'-5' d 28'-7' b 26-6" b 24'-9' b 23'4' b 22'-2" b 21'-7" b 20'-3' b 2" x 10" x 0.092" x 0.369' 36'-7' d 1 34'4' b 1 31'-10" b 1 29'-9' b 1 28'-l' b 1 26'-7" b 1 25'-5' b 24'4' b Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A. 1.4-140A Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140A MPH velocity; using design load of 17 #ISF Self Mating Sections Tributary Load Width'W' - Purlin Spacing 5'- 0" 1 6'-0" T-0" 1 8'-0" 9--0' 1 10'-0' 1 11-' 12'-0" Allowable Span 'L' I bending'b' or deflection'd' 2" x 4" x 0.044 x 0.100" 1 l'-11' b 10'-10" b 10'-0' b 9'-5' b 8'-10" b 8'-qb8'-0'-0' b T-8' b 2" x5" x 0.050" x 0.100' 14'-8' b 13'-5- b 12'-5' b 11'-7' b 10'-11' b 10'11' b 9'-6' b 2" x 6" x 0.050" x 0.120" 16'-1 l' b 15'-6" b 14'4' b 13'-5' b 12'-8' b 12''-0' b 10'-11' b 2" x 7" x 0.055" x 0.120" 19'-2' b 1 T-6' b 16'-2- b 15'-2' b 14'-3' b 13'-11" b174- b 2- x 7" z 0.055"wl insert 25'-0' d 23'-3' b 21'-6' b 20'-2' b 18'-11' b 18''-2- b 16'-5" b 2- x 8" x 0.072" z 0.224" 24'-9' b 22'-7' b 20'-11' b 19-7' b 18'-5' b 17''-8' b 15'-1 l' b2' x"z0.072" x 0.224" 26'-10' b 24'-6" b 22'-8- b 21'-2- b 19-11' b 18'-'-1" b 17'4" b 2" x 9" x 0.082' z 0.310" 29-2' d 26'-10' b 24'-10' b 23'-3' D 21'-11' D 20'--10' b 18'-11' b 0.092" x 0.369" 35'-2' d 32'-3' D 29'-11' b 27'-11' b 26'-4 b 25'-0' b 23'-10' b 22'-10' b Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad. 2. Spans may be interpolated. J Q fit Z O 2 W OZO CD O fit zwZOJ l_-Q W J F_ 06 OlYmW vcaD 0N0 UD0QU Q F _ j 2W Z f) LL fit W O U Z N U D J Q ti W Z N 0 • ~ N I.. L j m J LL r Q 19 cL mCD0 i m WJ LUu)Z- V- ' E 4 UM _j CZ N w X LZ to W O LLJ U SHEET 107- 08- 2004 OF REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS I RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I 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 PROVIDE NEW 4", 6" OR 8" x 16" CMU PIER AND SOLID FOUNDATION BLOCK @ 6-0- MAX. O.C. ALONG ATTACHMENT WALL THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I UAMI IGAr`Tt lPPn H(1MF 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 TYPICAL WALL SECTION FOR ATTACHMENT TO MOBILE I MANUFACTURED HOME SCALE: 1/4" = 1'-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 I RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING ALTERNATE: 4" x 4" P.T.P. POST WI SIMPSON 4" x 4" POST BUCKET INSTALLED PER MANUFACTURERS SPECIFICATIONS TOP & BOTTOM THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I MANUFACTURED HOME STALL NEW 48" OR 60" UGER ANCHOR PER RULE iC @ EACH NEW PIER. STALL 1/2" CARRIAGE BOLT HRU PERIMETER JOIST AND TRAP TO NEW AUGER NCHOR ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE I MANUFACTURED HOME SCALE: 1/4" = V-0" STUD WALL OR POST RIBBON FOOTING SCALE: 1/2" = V-0" Minimum Ribbon Footing Wind Zone 1 Sq. Ft. x Post Ancho @ 48" O.C. Stud' Anchors 100 - 123 10 - 14 1'-0" AB U 44 SP1 32" O.C. 130 - 140A 30 - 17 P-0" ABU 44 SPt 32' O.C. 140E - 150 30 - 20 1'-3" ABU 44 SPH4 48" 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 footing. Stud anchors shall be at the sole plate only and coil strap shall lap over the top plate on to the studs anchors and straps shall be per manufacturers specifications. REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME NAIL STRAP WI 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING 8"'L' BOLT @ 32" O.C. TYPE III FOOTING OR 16" x 24" RIBBON FOOTING W/ (2) #50 BARS, 2,500 PSI CONCRETE THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE I I.AAAII IPAr Tl IRPrI Hr1MP KNEE WALL W/ 2 x 4 P.T.P. BOTTOM PLATE, STUDS & DOUBLE TOP PLATE NAIL PER TABLE 2306.1 FLORIDA BUILDING CODE EACH STUD SHALL HAVE A SIMPSON SP-1 OR EQUAL SHEATH W/ 1/2" P.T. PLYWOOD NAILED W/ #8 COMMON 6 O.C. EDGES AND 12' O.C. FIELD OR STRUCTURAL GRADE THERMAL PLY FASTENED PER THE MANUFACTURERS SPECIFICATIONS STRAP SIMPSON COIL STRAP OVER SHEATHING ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = V-0" INTERIOR BEAM (SEE TABLES 3A.1.3) BEAM SPAN USE W/2 FOR BEAM SIZE) SEE INTERIOR BEAM TABLES AFTER COMPUTING LOAD WIDTH ` LOAD WIDTH IS 112 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED KNEE BRACE (SEE TABLES 3A.3) POST SIZE (SEE TABLE 3A.3) MAX. POST HEIGHT (SEE TABLES 3A.2.1, 2) TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A MOBILE / MANUFACTURED HOME SCALE: 1/8" = V-0" Extrusion Sizing Table: Upright Size Max. Beam Size Knee Brace 2'x 20x 0.036' 2"x4" 2"x 2'x 0.036" 3'x2"x0.05T 21a4" 2'x 3'x 0.050" 3" x 3' x 0.060" 2" x 6" S.M.B. 2" x 3" x 0.05T 3' x 3" x 0.093' 2" x 8" S.M.B. 2' x 3' x 0.05P 3"x3'x0.125" 2'.9"S.M.8. 3"x3'x 0.093" 4'x4"x 0.125' 2"x 10'S.M.B. 3'x3'x0.12Y I Q D to Z 02C) 0ZO C9 U to iJ U)( ZJ ZLUZOQ 0 - L J t W U 0 m v o JI-QoZ rJ c lp z U) O U) W U-1 CD U Z N to 2 J Q I— W Q N N JLL ZO¢ Z T--u, C Lu >- r,0 dOm' jS L l l m w J WO OV) ZO LL ' m = Oa U w,- C 2Nuj x Zm 3 w M ; O J SEAL SHEET 07- 08-2004 OF O SITE OR SOLID] ROOF PANELS EN PANELSTOEODGE BEAM N TYPE) PER DETAILS IN SECTION 7 AND 101 3A) 6" MAXIMUM IF KNEE BRACE LENGTH I EDGE BEAM TABLES: EXCEEDS TABLE 1.7 USE 3A.1.1, 2 CANTILEVERED BEAM CONNECTION DETAILS v too j w w U Z SCREENORSOLIDWALLo POST SELECT PER TABLE 3A.3 MAY FACE IN OR OUT) E USE 2 x 3 MINIMUM HOST STRUCTURE ROOFING ~ w 2" STRAP - LOCATE @ EACH _ Y w POST, ( 2) 114" x 2" LAG co SCREWS @ 24" 0. C. (MAX.) EACH STRAP 2) # 10 x 112" SCREWS USE ANGLE EACH SIDE FOR 2 x 2 TO POST CONNECTION WITH HOLLOW POST 1/ 4" BOLT @ 24" O.C. MAX. WITHIN 6" OF EACH POST FASTEN 2 x 2 POST W/ ( 2) EACH #10 S.M.S. INTO SCREW SPLINES I 2" x 2" x 0.062" ANGLE EACH EXTRUDED SIDE ( 3) EACH #8 S.M.S. EACH OR SUPER MAX. DISTANCE TO LEG INTO POST AND INTO GUTTER A HOST STRUCTURE GUTTER ( MIN.) WALL 36"WITHOUT SITE SPECIFIC FASCIA AND SUB -FASCIA ENGINEERING EXTRUDED OR SUPER GUTTER / RISER OR TRANSOM) WALL @ FASCIA (WITH SOLID ROOF) SCALE: 2" = l'-0" co wROOF PANEL a ( SEE SECTION 7) BEAMS MAY BE ANGLED FOR GABLED FRAMES ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND 39 SIZE OF POST (SEE TABLE BEAM AND POST SIZES 3A.3) SEE TABLES 3A.3) 1" x 2" MAY BE ATTACHED FOR SCREEN USING (1) POST NOTCHED TO SUIT o— # 10 x 1-1/2" @ 6" FROM TOP AND BOTTOM AND 24" O.C. SIDE NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" = l'-0" w ROOF PANEL SEE SECTION 7) 1- 3/4" x 1-3/4" x 0.063"— RECEIVING CHANNEL THRU O ANCHOR PER DETAIL FOR PAN BOLTED TO POST W/ THRU OR COMPOSITE PANEL BOLTS FOR SIDE BEAM O FOR NUMBER OF BOLTS AND SEETABLE3A.3 FOR NUMBER OF BOLTS) I SIZE OF POST (SEE TABLE 3A. 3) BEAM AND POST SIZES 1" x 2" MAY BE ATTACHED FOR SEE TABLE 3A.3) 14a SCREEN USING (1) 10 x 1-112" @ 6" FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2" = l'-0" J Q co Z 020 W O Z O 5 U cn 5 ( D Z J Z W Z O Q 00 W Q W W U o Co v M J = Q p Z 040 UZ) Q}F ZWLL W 2E t W ::) Of Z o 0 N u J Q ti W Z N J LLC Q C 0 ZC ZEa^ 0a- 0 m( D0 m w J O O O v LL - '= aLL UCc C Z W Zm w 1 SEAL SHEET L/ 5 07- 08-2004 OF O General Notes and Specifications: 1. The following attachments are designed to be married to block and wood frame 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 there is a question about the host structure, the owner (at his own expense) shall hire an architect, engineer, or a certified home inspection company to verify host structure capacity. 3. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of IJ80 for high wind zone criteria. 4. Composite panels can be loaded as walk on or uniform loads and have, when tested performed well in either lest. The composite panel tables are based on bending properties determined at a deflection limit of L/180. 5. The following rules apply to attachments involving motile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home built prior to 1994 shall use fourth wall construction" or shall provide detailed plans of the mobile / manufactured home along with addition plans for site specific review and seal by the engineer. This applies to all screen / glass rooms, and / or other structures to be attached. b. For mobile / manufactured homes built after 1994, structures may be attached provided the project follows the plan for attachment of this manual. The contractor / home owner shall provide verification of the structural system used to build the host structure. 6. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard" Tables for allowable spans. 7. When converting a screen room to a glass room or a carport to a garage, the roof must be checked and reinforced for the enclosed building requirements. 8. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 9. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 10. Interior waits & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1' fine thread sheet rock screws at 16" O.C. each way. 11. All fascia gutter end caps shall have water relief ports. 12. Spans may be interpolated between values but not extrapolated outside values. 13. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in ispection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1. 14. All exposed screw heads through roof panels into the roof sub structure shall be caulked w/ silicon sealant. Section 7 Design Statement: The roof systems designed for section 7 are Main Wind Force Resisting Systems and Components and Cladding. In conformance with the 2004 Florida Building Code such systems must be designed using loads for components & cladding. Thus, Section 7 uses several different categories of these loads as described below. All pressures shown in the table below are in PSF (#/SF). 1. Free-standing Structures with Mono -sloped Roofs with a minimum live load of 10 PSF except for 140E and 150 MPH loads which are 30 PSF. The design wind loads used are from ASCE 7-98 Section 6.5, Analytical Procedure. The loads assume a mean roof height of less than 30'; roof slope of 0' to 10'; I = 0.77 for open structures & 1.00 for all others. Negative internal pressure coefficient is 0.18 for enclosed and 0.55 for partially enclosed structures. 2. Attached Covers such as carports, patio covers, gabled carports, and screen rooms with a minimum live load of 10 PSF except for 140B and 150 MPH loads which are 30 PSF. The design wind loads used are from ASCE 7-98 Section 6.5, Analytical Procedure. Roof slope of 0' to 25' (+/- 10"); 1= 1.00. Negative internal pressure coefficient is 0.18 for enclosed and 0.55 for partially enclosed structures. 3. Glass & Modular Rooms design loads use a minimum live load of 20 PSF and wind loads are from ASCE 7-98 Section 6.5, Analytical Procedure and the 2004 Florida Building Code. The loads assume a mean roof height of less than 30'; roof slope of 20" to 30" (+/- 10'); 1= 1.00. a. Enclosed structural systems use a negative internal pressure coefficient = +/- 0.18. b. Partially Enclosed structural systems use a negative internal pressure coefficient = +/- 0.55. 4. Overhangs use a minimum live load of 20 PSF except for 140E and 150 MPH loads which are 30 PSF. Wind loads are from ASCE 7-98 Section 6.5, Analytical Procedure for Components & Cladding for Enclosed or Partially Enclosed Structural Systems. The loads assume a mean roof height of less than 30'; roof slope of 20" to 30' (+/- 10'); 1 = 1.0. Negative internal pressure coefficient is 0.18 for enclosed and 0.55 for partially enclosed structures. 5. 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. Conversion Table 7A Conversion Table 7B Load Coversion Factors Based on Conversion Based on Mean Height of Host Mean Roof Height of Host Structure Structure for Solid Roof Systems For All Components From Exposure 'B'to'C' Fxnne "Pt" to "r"' Span Multiplier Mean Host Structure Height pans Composite Panels o -15, 0.91 0.94 15'-20' 0.88 0.92 20'-25- 0.86 0.91 25' - 30' 0.85 0.89 Mean Host Structure Height Load Multiplier Pens Composite Panels 0-15' 1.21 0.94 0.91 15' - 20' 1.29 0.92 0.88 20' - 25' 1.34 0.91 0.86 25'- 30' 1.40 0.89 0.85 INDUSTRY STANDARD ROOF PANELS 1F— w 4- 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = V-0" 0 0 12.00' 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2' = V-0" L J 12.00" l CLEATED ROO PANEL SELECT PANEL DEPTH FROM SCALE: 2" = 1'-0" ALTERNATE CONNECTION: 3) #8 SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER 10 x 1-112" S.M.S. (2) PER RAFTER OR TRUSS TAIL 10 x 3/4" S.M.S. @ 12" O.C. EXISTING FASCIA FOR MASONRY USE 114" x 1-114" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-112" S.M.S. OR WOOD SCREWS @ 2" O.G. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION SCALE: 2" = V-0" PAN ROOF ANCHORING DETAILS SKIN EXISTING TRUSS OR RAFTER 2) #10 x 1-112" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: ' I 10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 6" x T x 6" 0.024" MIN. BREAK FORMED FLASHING PAN ROOF PANEL Za ---_- w w ao Q i POST AND BEAM (PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION PAN ROOF PANELS SCALE: 2" = l'-W INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. NS VARY B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. SPANS) DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) SEALANT Q HEADER (SEE NOTE BELOW) i EL o - ROOF PANEL ROOF PANEL TO FASCIA DETAIL SCALE: 2" = V-0" ROOF PANEL TO WALL DETAIL SCALE: 2" = V-0" D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. COMPOSITE ROOF ANCHORING DETAILS 8 x 1/2" S.M.S. SPACED b @ B" O.C. BOTH SIDES CAULK EXISTING TRUSS OR RAFTER ALL EXPOSED SCREW HEADS 10 x 1-1/2" S.M.S. OR WOOD VVVV WOOD SCREW (2) PER RAFTER OR TRUSS TAIL t_..... . 10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. n_ - ROOF PANEL 8 x 112" S.M.S. (3) PER PAN EXISTING HOST BOTTOM) AND (1) @ RISER WOOD FRAME, N TOP) CAULK ALL EXPOSED SCREW HEADS OTHER COI SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL 8 x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 112" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH #8 x 1 OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #8 x 9/16' TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #8 x 1/2" S.M.S. F MASONRY USE 1/4 x 1-114" MASONRY ANCHOR EQUAL @ 24' O.C. FOR OD USE #10 x 1-1P2" S.M.S. TR WOOD SCREWS @ 12" O.C. EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL x 2" S.M.S. SPACE4"- "^, SIDES e C. BOTH C;IJEW HEAD, . ALL OSED SIrREW HEADS.,"'. Jw a o ROOF PAN 1, ROOF PANEL TO WALL DETAIL SCALE: 2" = T-0" WOOD STR TURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA F ING WHERE POSSIBLE ON . 15 % OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FA IA AND THOSE AREAS SHALL HAVE DO LE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURES L HAVE MINIMUM 1-1/4" WASHERS OR SHAL WASHER HEADED SCREWS. HEADER INSIDE DIMENSION S AL TO PANEL EPTH "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. I ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING I. CONVERSION: 100 -1231 130 1 140 1 150 8 1 #10 1#12 #12 J Q Z O 2 Wp X(D0zJ_ Z W Z O Q 0 p 1- 1--- W 06 LU LLJ I] J Q o Z U N Z O W n LLJ W O UZ CN o J Q SHEET no 07-08-2004 I OF O EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE - REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE 8 x 1/2" S.M.S. SPACED @ PAN RIB MIN. (3) PER PAN FLASH UNDER SHINGLE W Za ao LROOF PAN HEADER NEW 2 x FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL SCALE: 2" = l'-0" EXISTING TRUSS OR RAFTER - REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE 8 x 112" S.M.S. SPACED @ 8" O.C. BOTH SIDES o FLASH UNDER SHINGLE 10 x 1-1/2" S.M.S. OR WOODLY J = SCREW (2) PER RAFTER OR zz q TRUSS TAIL a Q HOST STRUCTURE - ` COMPOSITE ROOF PAN HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" = V-0" EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: 10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 6" x't' x 6" 0.024" MIN. BREAK FORMED FLASHING ROOF PANEL co jr SCREW 910 x (T + 1/2") W/ 1-1/4" FENDER WASHER POST AND BEAM (PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" = V-0" INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE, DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) BREAK FORMED METAL SAME THICKNESS AS PAN (MIN.) ANCHOR TO FASCIA AND RIZER OF PAN AS SHOWN 8 x 3/4" SCREWS @ 6" O.C. 8 x 1/2" SCREWS @ EACH RIB ROOF PANEL 1 za awmoao HEADER SEE NOTE BELOW 8 x 1/2" S.M.S. @ 8" O.C. FOR MASONRY USE 1/4" x 1-1/4"MASONRY EXISTING HOST STRUCTURE: ANCHOR OR EQUAL WOOD FRAME, MASONRY OR @ 24" O.C.FOR WOOD USE OTHER CONSTRUCTION 10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 2" = l'-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. STRIP SEALANT BETWEEN FASCIA AND HEADER 112" SHEET ROCK FASTEN TO PANEL W/ 1" FINE THREAD SHEET ROCK SCREWS @ 16" O.C. EACH WAY FASTENING SCREW SHOULD BE A MIN. OF 1" BACK FROM THE EDGE OF FLASHING 8 x 1/2" ALL PURPOSE SCREW @ 12' O.C. BREAKFORM FLASHING 6" 10" C, 3" COMPOSITE ROOF PANEL PSEESPANTABLE) / WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL IS LESS THAN 3/4" THE FLASHING SYSTEM SHOWN IS REQUIRED ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS SCALE: 2" = l'-0" NOTES: 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL. 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE INSTALLED. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS DROP. 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" 03.MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. HOST STRUCTURE TRUSS OR RAFTER o- 1" FASCIA (MIN.) COMPOSITE ROOF PANEL w aw HEADER (SEE NOTE BELOW) 8 x (d+1/2") S.M.S. @ 8" O.C. FOR MASONRY USE 1/4" x 1-1/4" MASONRY EXISTING HOST STRUCTURE: ANCHOR OR EQUAL WOOD FRAME, MASONRY OR @ 24" O.C.FOR WOOD USE OTHER CONSTRUCTION 10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" = l'-0" COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH 8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF SPAN PER TABLES) 8 x 1/2" WASHER HEADED CORROSIVE RESISTANT SCREWS @ 8" O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER COMPOSITE ROOF: 8 x "t" +1/2" LAG SCREWS W/ 1-1/4"0 FENDER WASHERS @ 8" O.C. THRU PANEL INTO 2 x 2 J Q Z) U) Z O 2 Wp OZO nU' ZJ_ Z W Z O Q 0F) F- WiSW-W p J m 0 Z U0 C4 H W Z U) LL U) LLJ W O U Z N In J Q W ~ N J M Jw OQ y0 r'- WQ^m D R m Wuj> owm o°o— 2_ awUwvw C ZxW zm w O 2" X 2" x 0.044" HOLLOW EXT. 5/16"0 x 4" LONG (MIN.) LAG SCREW FOR 1-1/2" EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL SEAL CONVENTIONAL RAFTER SHEET TRUSS TAIL WEDGE ROOF CONNECTION DETAIL SCALE: 2" = l'-0" 07-08-2004 OF i COMPOSITE PANEL 1" x 2" OR 1" x 3" FASTENED TO PANEL W/ (2) 1/4" x 3" LAG SCREWS W FOR 140 & 1 2) 3/8" x 3" U POST SIZE PER TABLES BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4" = 1'-0" II I III_ E— XISTING TRUSSES OR w A /RAFTERS B HOST STRUCTUREIIABI1I_ III / IfII F I Nz II II II II w II o II a II 888 II FASCIA OF HOST STRUCTURE 2" x _ RIDGE OR ROOF BEAM SEE TABLES) SCREEN OR GLASS ROOM WALL ( SEE TABLES) 12' MAX. — WITHOUT ADDITIONAL ROOF BEAM AND SUPPORTS MAX. ROOF BEAM SPACING IS 6' O.C.) SCREEN OR SOLID WALL ROOM VALLEY CONNECTION DI A\I WICI,AI SCALE: 1/8" = 1'-0" 30# FELT UNDERLAYMENT WI 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT AGAINST EXISTING ROOF 0. 024" FLASHING UNDER EXISTING AND NEW SHINGLES FASTENERS PER TABLE 313-8 MIN. 1-112" PENETRATION f 2 x 4 RIDGE RAKE RUNNER TRIM TO FIT ROOF MIN. 1' @ INSIDE FACE FASTEN W/ (2) #8 x 3" DECK EXISTING RAFTER OR J SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS A - A - SECTION VIEW SCALE: 1/2" = 1'-0" RIDGE BEAM 2" x 6" FOLLOWS ROOFSLOPE B - B - ELEVATION VIEW SCALE: 1/2" = 1'-0" ATTACH TO ROOF W/ RECEIVING CHANNEL AND 8) # 10 x 1" DECK SCREWS AND ( 8) #10 x 3!4" S.M.S. RIDGE BEAM 2" x6" EXISTING 112" OR 7116" SHEATHING B - B - PLAN VIEW SCALE: 1/2" = V-0" RISER PANEL ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0" OR LESS PAN TO WOOD FRAME DETAIL SCALE: 2" = V-0" WHEN FASTENING PANELS OR PANS TO WOOD PLATES SCREWS SHALL HAVE A MINIMUM EMBEDMENT OF 1" ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 18'-0" OR LESS PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER 10 x 2" S.M.S. @ 12" O.C. EXISTING FASCIA SEALANT 1/ 2" 0 SCH. 40 PVC FERRULE 3" PAN ROOF PANEL MIN. SLOPE 1/4": 1') 3) # 8 x 3/4" S.M.S. PER PAN W/ 3/ 4" ALUMINUM PAN WASHER CAULK EXPOSED SCREW HEADS SEALANT 114" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL AND 1/ 4" x 5" LAG SCREW MID WAY BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 SCALE: 2" = V-0" POST SIZE PER TABLES EXISTING FASCIA PLACE SUPER OR EXTRUDED INSTALL W/ EXTRUDED OR EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE BREAK FORMED 0.050" SEALANT ALUMINUM U-CLIP W/ (4) 1/4" x 1- 1/2" LAG SCREWS AND (2) #10 x 2" S.M.S. @ 12" O.C. 1/ 4" x 4" THROUGH BOLTS 1/2" 0 SCH. 40 PVC FERRULE TYPICAL) SEALANT TRUSSES OR RAFTERS 1)#Sx3/4"PER PAN RIB 2) 1/4" x 4" LAG SCREWS AND ntu — — — SLOP WASHERS EACH SIDE — — — — — CAULK EXPOSED SCREW ONLY HEADS 3" PAN ROOF PANEL EXTRUDED OR (MIN. SLOPE 1/4": 1') POST SIZE PER TABLES 1/4" x 8" LAG SCREW (1) PER SUPER GUTTER INSTALL W/ EXTRUDED OR TRUSS / RAFTER TAIL AND 3" HEADER EXTRUSION BREAK FORMED 0.050" 1/4" x 5" LAG SCREW MID WAY FASTEN TO PANEL W/(3) ALUMINUM U-CLIP W/ (4)1/4" x BETWEEN RAFTER TAILS #8 x 1/2" S.M.S. EACH PANEL 1- 1/2" LAG SCREWS AND (2) SUPER OR EXTRUDED GUTTER 1! 4" x 4" THROUGH BOLTS (TYPICAL) EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 SCALE: 2" = 1'-0" 3) # 8 WASHER HEADED SCREWS W/1"EMBEDMENT CAULK ALL EXPOSED SCREW HEADS AND WASHERS UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: 2" = 1'-0" BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER SEALANT 10 x 2" S.M.S. @ 24" O.C. 1/ 4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL EXISTING FASCIA SEALANT 10 x 4" S.M.S. W/ 1-1/2"0 FENDER WASHER @ 12" O.C. CAULK SCREW HEADS & WASHERS CAULK EXPOSED SCREW HEADS 3" COMPOSITE ROOF PANEL MIN. SLOPE 1/4": 1') 1/ 2" 0 SCH. 40 PVC FERRULE EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1C.1 SCALE: 2" = 1'-0" Er OPTION1. 2" x _ 11.DY)50" STFjAP COMPOSITg 86AM A91*1/2 CAULK EXPOSED SCREW WAY BETWEEREACH SIDE W/ HEADS 3) #10 x 2" INTO FASCIA AND PLACE SUPER OR EXTRUDED 3) # 10 x 314" INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: 114" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL IN 1/2"0 SCH. 40 PVC FERRULE SEALANT 3" COMPOSITE ROOF PANEL 10 x 2" S.M.S. @ 24" O.C. MIN. SLOPE 114" : 1') EXTRUDED OR 3" HEADER EXTRUSION EXISTING TRUSS OR RAFTER SUPER GUTTER FASTEN TO PANEL W/ 8 x 1/2" S.M.S. EACH SIDE EXISTING FASCIA @ 12" O.C. AND FASTEN TO J SEALANT GUTTER W/ LAG BOLT AS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 J Q 020 U Z O U U Z W Z O Q 0 p H H Wod w 5 uJ 0 J m o Z U0ON O H W Z U) O U) WDo C) C14 U J Q Y _ SEAL SHEET SCALE: 2" = 1'-0" 07-08-2004 I OF r GUTTER BRACE @ 2'-0" O/C — CAULK — SLOPE 2) #10 x l/2" S.M.S. @ 16" O/C FROM GUTTER TO BEAM SUPER OR EXTRUDED AV GUTTER SOFFIT I 1 2" 0 HOLE EACH END FOR WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2" = V-0" ALTERNATE 3/4"0 HOLE GUTTER PAN ROOF FASCIA COVERS PAN & SEAM OF PAN & ROOF 3/8" x 3-1/2" LOUVER VENTS OR 3/4"0 WATER RELIEF HOLES REQUIRED FOR 2-1/2" 3" RISER PANS GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4" 0 HOLE OR A 3/8" x 4" LOUVER @ 12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-1/2" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2" = l'-0" FLASHING 0.024" OR 26 GA. GALV. 2" x 2" x 0.06" x BEAM DEPTH + 4" ATTACH ANGLE "A" TO FASCIA W/ 2-318" LAG SCREWS @ EACH ANGLE MIN. 2" x 3" x 0.050" S.M.B. (4) 10 S.M.S. @ EACH ANGLE EACH SIDE A B A = WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3' ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4" x 118" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: 2" = l'-0" 1 I II_ RECEIVING CHANNEL OVER BEAM ANGLE PROVIDE 0.060" SPACER @ RECEIVING CHANNEL ANCHOR POINTS (2) 10 x 2-112" S.M.S. @ RAFTER TAILS OR @ 2" O.C. MAX. W/ 2" x 6" SUB FASCIA 2" x 6" S.M.B. W/ (4) #10 S.M.S. @ EACH ANGLE EACH SIDE NOTCH ANGLE OPTIONAL MUST REMAIN FOR ANGLE STRENGTH CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) SCALE: 2" = l'-0" PAN ROOF ANCHORING DETAILS RIDGE CAP SEALANT PAN HEADER (BREAK - FORMED OR EXT.) 8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR GABLED APPLICATION CAULK ALL EXPOSED SCREW - HEADS & WASHERS 8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER - - - ALTERNATE CONNECTION: 8 x 1-114" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER ROOF PANEL TO BEAM DETAIL SCALE: 2" = V-0" WHEN FASTENINaPA ELS OR PANS TO ALPLATES SCRE SHL HAVE A MINIMU MBEDMENT OF 1" AU ALL EXPOSED SCREW HEADS & WASHERS FOR COMPOSITE ROOFS: 10 x (t + 112") S.M.S. W/ 1- 1/4"0 FENDER WASHERS @ 12" O.C. (LENGTH = PANEL THICKNESS + 1") @ OOF BEARING ELEMENT OWN) AND 24" O.C. @ DN- BEA ELEMENT (SIDE WALLS) ROOF PAN SCALE: 2" = l'-0" 0. 024" x 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL PAN OR COMPOSITE ROOF PANEL 8 x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM NR PAN ROOFS: 3H #8 x 1/2" LONG S.M.S PER 1 NEL W/ 3/4" ALUMINIJ~ N WASHER ROOF PANEL PER TABLES SEC ION 7) SUPPORTING B PER TABLES) NG DETAIL 10 x 4" S.M.S. W/ 114 x 1-112" S. S. NEOPRENE WASHER @ 8" O.C. SEALANT 8 x 9/16" TEK SCREW @ 8" O. C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS o- ( 3) 114"0 THRU-BOLTS (TYP.) 118" x 3" x 3" POST OR SIMILAR 8 x 9/16" TEK SCREW 46 .7' tt O. C. BOTH SIDES. 1 g ' PANEL ROOF TO RIDGE BEAM @ POST DETAIL' SCALE: 2" = l'-0" 0. 024" X 12" ALUMINUM BRK 10 x 4" S.M.S. W/ 1/4 x 1-1/2" MTL RIDGE CAP NEOPRENE WASHER @ 8" O.C. VARIABLE HEIGHT RIDGE SEALANT BEAM EXTRUSION IA ROOF PANEL 2" x SELF MATING BEAM 5 REBAR IMBEDDED IN TOP OF CONCRETE COLUMN (BY OTHERS) 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 J Q 02p 0ZO j — U)_ Z W Z Q 0F:j W06 LLI 5W U J D m c Z UCD o H Z U) O U who UOf Zcc\ I U) 2 J Q LLB ~ Z N a N J LL F+ O Q W zO u i m CO OJLU ?v w o U)z W wJO O LL a U WewLL C Z N'w Z m W O / J Ua SEAL. SHEET 6 PANEL ROOF TO RIDGE BEAM @ CONCRETE POST DETAIL SCALE: 2" = V-0" 07-08- 2004 OF COVERED AREA 0.024" ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET TYPICAL INSULATED PANEL SCALE: 2" = V-0" 98 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS @ 24" O.C. ALTERNATE #8 x 1/2" S.M.S. W/ 1/2" 0 WASHER. 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. TAB AREA W/ 1" ROOFING NAILS INSTALLED PER MANUFACTURERS SPECIFICATION FOR NUMBER AND LOCATION 0 0 0 SUBSEQUENT ROWS 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 SCREWS 7/16" O.S.B. PANELS PROFAB COMPOSITE ROOF PANEL WITH O.S.B. AND STANDARD SHINGLE FINISH DETAIL SCALE: N.T.S. SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 3:12 AND GREATER 1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 2. SEAL ALL SEAMS WITH PRO 2000 CHEMREX 948 URETHANE AND CLEAN THE ROOF OF ANY DIRT, GREASE, WATER OR OIL. 3. APPLY 16 MILS OF MORTON 652 GLUE TO THE PANELS AND INSTALL 7/16' O.S.B. OVER THE GLUE AND PANELS. 4. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, 2001 EDITION, SECTION 1507.38. 5. INSTALL SHINGLES IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, 2001 EDITION, SECTION 1507.3. COVERED AREA n ni" / WORM LOAD TAB AREA 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE A B n SUBSEQUENT ROWS STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS PROFAB COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE: N.T.S. 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. 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: CHEM REX - PL PREMIUM 948 URETHANE ADHESIVE OR OSI - RF140 MINIMUM ROOF SLOPE: 2" IN 12" SINGLE SPAN CANTILEVER fifilillill l 1-4 A B C 2 SPAN UNIFORM LOAD 1 OR SINGLE SPAN UNIFORM LOAD L l 1 A B C D 3 SPAN UNIFORM LOAD L 1 l L A B C D E 4 SPAN NOTES: 1. L = Span Length a = Overhang Length 2. All spans listed in the tables are for equally spaced distances between supports or anchor points. 3. Panels shall not be spliced except at supports. SPAN EXAMPLES FOR SECTION 7 TABLES SCALE: N.T.S. ti UJ Z N N JLL C) Q r C Z O m u D 2awlomID m F`n m Wit LL°w Z— J O O XLLW= Qo_ LLUwow C Z N WH Z 0co mJ,'' J vSEAL." SHEET 6 07-08-20N OF O Table 7.1.1 Allowable Spans for Industry Standard Riser Panels for Various Loads Aluminum Alloy 3105 H-14 or H-25 4-1/a".17^. n nod" 7 nr r. Rlh Riser Paneit Wind Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass 8 Modular Rooms Enclosed Overhang 1 Cantilever Region 1&2 span 3 T span 4 span 1&2 span 3 span 4 span 1&2 span 3 span 4 span All Roofs 100 MPH 6'-6" 8'-3- 8'-5- 5'-11' T-5" 7'$' 47F 6'-2" 6'-3" 1'-11" 110 MPH F-l" T-9- T-11- F-7" 6'-11" 7'-1' 41-8" 5'-9- F-11- 1'-10" 120 MPH V-10' T-3' 7,4" 5'4" 6. 7" 6'$' 4' 5' 5' 5' 5'-7. 1' 9• 123 MPH 5'-9' T-1" T-3- 5'-2- 6'-5" 6'-7" 414' 5'-4" 5'-5" 1'-8' 130 MPHON; 5'-6' 4'-11' 6'-2' 6'-3' 4'-2' S'-2' S'-3' 1'-8' 40 4'-8" 5'-9- 5'-10' 4'-8- 5'-9" S-10- 3'-11" 4'-11- 5'-V 1'-7- 150 MPH 4'$' F-9- 6-10' 1 4'-6' 1 6-7' 1 5-9' 1 S-10" 1 4'$" 1-11a^ . 17' r in .... 7 nr S Rih Risar Panel. Wind Region Open Structures Mono -Sloped Roof Screen RoomsI & Attached Covers Glass 8 Modular Rooms Enclosed Overhang I Cantilever All Roofs 1&2 span 3 I span 4 span 1&2 span 3 span 4 span 1&2 span 3 span 4 span 100 MPH 6'-11" 8'-10, 9'-0" 6-5" 8'-1' 8'-3" 5'4" 6'-7" 6'-9' 2'-l" 110 MPH 6-7" 8'4' 8'-6" 5' 11" T 5" T•7" 5'-0" 6'-2" 6'4' 1'-11, 120 MPH 6'-3' 7--lV 8'-1" 5'-8" T-0" T-2' 4'-9' 5'-10' 5-11' 1'-10, 123 MPH 6'-2" T-7' T-11' 5'-7' 6-11' 7'-0' 4'-8' 5'-9" 5'-10' 1'-10' 130 MPH 5'-11" 7'-3" T-5" 5'4' 6'-7' 6'-9' 4'-6" 5'-6" 5'$' 1'-9' 140 MPH 4'-11' 6'-2- 6'-3" 4'-11' 6'-2' 6'-3' 4'-3" 5'-3" 5'-5. 1'-8" 150 MPH150 4'-11• 6'-2' 6'-3' 4'-10' 6'-0" 6'-1' 4--1- 5'-I 5'-2' 1-7* 1-11a^ v 17" . n nSM 7 nr 9 Rlh Ritor P.nels Wind Region Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang/ Cantilever All Roofs 1&2 span 3 span 4 span 1&2 span 3 span 4 span 1&2 span 3 span 4 span 100 MPH 8'-5" 10'-4' 10'-7' 7'-6' 9'$' 9'$' 6'-3' 7'-11" 8'-2' 2'-5" 110 MPH T-11" 9'-9" 9'-11' T-0' 8'-10' 9'-1' 5'-11" T-3" 7'-5• 2%3' 120 MPH 7'4' 9'-3' 9'-5" 6'$" 4' 8'$- 5'-6" 6-10- 6'-11' 2'-2- 123 MPH 7'-2" 9'-1' 9'-3' 6'-6' 8'-3' 8'-5• 5''-- 59"' 6-9' 66'-'-170'' 2'-'- 1l1" 130 MPH 6-11" 8'' 8'-10" 6'-3' T-11' 8'-2' 5'-3- 6- 2- 2'-l" 14OMPH 5-10' 7-2' 7." 5- TO- 72 T-4• 5-0- MPH 5-W" 2'150 4 Note: Total root panel wldm = room width + wall wlatn + overhang. Table 7.1.2 Allowable Spans for Industry Standard Riser Panels for Various Loads Aluminum Alloy 3105 H-14 or H-25 1.117' . 17" . n. n74" 7 nr 5 Rib Riser Panels Wind Region Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass 8 Modular Rooms Enclosed Overhang 1 Cantilever All Roofs 1&2 span 3 span 4 span 1&2 span 3 span 4 span 1&2 span 3 span 4 span 100 MPH 16'-11' 21'-0- 21'-5- 15'-11' 20'4' 20'-9' 13'-6' 16'-8" 17'-7- 4'-0" 110 MPH 16'-6" 2l'-0' 21'-5" 14'-10" 19'-3' 19'$" 12'$' 15'$" 16-0" 4'-0" 120 MPH 15'-7' 20'4" 20'-9' 14'-3' 18'4' 18'-9' 11'$' 14'-9" 15'-0' 4'-0- 123MPH 1504' 19'-10" 20'-3- 1T-11- 17'-11' 18'4- 11'4" 14'$- 14'-9- 4'-0" 130 MPH 14'-10' 18'-9• 19'-2" 13'-6" 16'$' 17'-7' 10'-1 V IT-1 V 14'-3' 4'2' 140 MPH IV-9' 14'-7 14'-10' 11'-9' 14'-7' 14'-10" 10'-5- 13'4- 13'-7- 3'-11' 150 MPH 11'-9' 177 1,V 10' 1 11'-9" 1 14'-7' 1 14'.10' 9'-11" 12'-9" 12'.11• 3'-1' 1.117" . 12' . 0.030" 2 nr 5 Rib Riser Panels Wind Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Gfsa. 8 Modular Rooms Enclosed Overhang I Cantilever Region 182 span 3 span t span 182 span 3 span 4 span 1&2 span 3 span 4 span All Roofs 100 MPH 8'-6' 10'-F 10'-9" T-10" 9'$- 9'-10- 6'4" 8'-1" 8'-3• 2'E- 110 MPH 8'•0- 9'-11' 10--1- T.2- 8'-11- 9'-2- 5'-11- 7'4' 7'-6- 74" 120 MPH T-5" 9'-5" 91-7" 6'-9' 8%6" 8'$' S'-T 7-11- T-1- 2'-2" 123 MPH 7' 3" 9'-2' 9'-5" 6'-7" 814" 8'$" 5'$" 6'-10' 6-11" 130 MPH 6'-11' 8'-10" 8'-11" 6'4' 8'-1' F-3" 5'4" 6'-7" 6'-8' 140 MPH 5'-11' 7'-3"7'-5'S'-11"7'.3" T-5'5'-1' 6'-Y 6'-5' 150 11MPHV-11' 7'-3' 7'-5" 5'-9' 7'-2' 7'-3' 4'-10" 5'-11' 6'-1' 1-117" . 17" . n n5n" 7 nr 5 Rih Rl.er Panels Wind Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang/ Cantilever Region 1&2 span 3 span 4 I span 1&2 span 3 span 4 span 1&2 span 3 span 4 span All Roofs 100 MPH 9'-11" 12'-3' 17$" 9'-1' 11'-3- 11'$' 7'-5- 9'-5- 9'-B' 2'-11" 110 MPH 9'4' 11'-7' 11'-9" 8'-6" 10'-6- 10'-9- 6-11- 8'-10- 8'-11' 2'$" 120 MPH F-11' 10'-11' 11'-2" 8'-0" 9'-11' 10'-l" 6'-7' 8'4' 8'$' 2'-7' 123 MPH 8'-8' 10'-9' 10%11" T-11' 9'-9' 9'-11" 6'-5" 8'-3" 8'4' 2'-6- 130 MPH 8'4' 10'4' 10'$" 7'-5' 9'-5' 91$' 6'-3' 7'-11" 8'-1- 2'-5- 140 MPH F-11- 8'-6- 8'-8" 6'-11- 8'-6- 8'$- 5--11- T4" 7'$- 2'4" 150 MPH F-11- B'-6' 8'$' 6-9' 8'-6' 1 8'$' 1 5'-B' I T-O" 7'-2' 2'-2- Note: Total roof panel width = room width + wall width + overhang. Table 7A.3 Allowable Spans for Industry Standard Riser Panels for Various Loads Aluminum Alloy 3105 H-14 or H-25 3" . 17^ . n n7a" 7 nr 4 Rih Rite, P... k Wind OI»n Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass 8 Modular Rooms Enclosed Overhang 1 Cantilever Region 1&2 span 3 span 4 span 1&2 span 3 span 4 span 3 span 4 span All Roofs 100 MPH 14'-5" IT-10' 18'-2" 13'-7" 16'-9' 1T-7" 14'-2" 14'-5' 4'-0' 110 MPH 13-11" 1T-10' 11'-2' 12'-7" 15'-7' 16-11' 13'4" IT-7' 3'-11' 120 MPH 13'-3' 16'4' 1T-7" 11'-8" 14'-11" 15'-3" hl& 2 12'-6' 17-9" 3'-9" 13'-0' 16'-1' 16'-5' 11'-6' 14'$' 14'-11' 12'4' 12'$" 3'$' 12'.7- 15'-7' 15'-11" 11'-1- 14'-2' 14'-5' 11'-6" 11'-9" Tf 10--0- 12'4' 12'-7" 10'-0' 12'4' 12'-7" 10'-11- 11--2' 3'4' 10'-0- 12'-4- 12'-7' 10'-0' 12'4' 12'-7' B5 10'-5' 10'$' 1 3'-2- Wind Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang I Cantilever Region 111142 span 3 span 4 span 1&2 span 3 span 4 span 3 span 4 span All Roofs 100 MPH 15'-7" 19'-3' 19'-8" 14'-8" 18'$' 19'-l' 5'4" 16-7" 4'-0' 110 MPH 15-1' 19'-3" 19'-8" 13'-7' 17'-8' 16'-0' 4'-5' 14'$' 4'-0" 120 MPH 14'-3" 18'-8' 19'-1' 1S-1' 16'-2- 16'$" 3'-6- j"' 13'-9- 4'.0" 123 MPH 14'-1" 1F-2' 18'-7" 17-10' IF-10" 16'-2' 3'-3' 13'.7" T- 130 MPH IT-7- 16'-10' 1T-7- 12'-5- 15.4- 15'-7- 7-10• 1140MPH10'-1D" 13'4" 13'$" 10'-10' 13'4' 13'$-1'-10" 12'-6' T-7' 150 MPH 10'-10" 13'4" 13'$' 10'-10"13'4•13'$'11'-3" 11'$' 3'-5' Wind Region Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang I Cantilever All Roofs 1&2 span 3 I span 4 span 1&2 span 3 span 4 span 182 span 3 span 4 span 1010 MPH 18'-3" 22'-6" 22'-11" 17'-8" 21'-10" 22'-3" 14'-5" 18'-6" 18'•10- 4'-0- 110 MPH 18'-3' 22'-6" 22'-11" 15'-11" 20'-7• 21'-0" 13'-7" 1T-7' 1T-11' 4'-0" 120 MPH 17'-8' 21'-10' 22'-3" 15-3" 19'$' 20'-1- 12'-9" 15-9" 16'.1' 4'-0" 16'-5" 21'-3" 21'-8" 15'-0' 19'-3- 19'-8" 12'-7" 15'-6" 15'-10" 4'-0" 15'-11' 20%1' 20'-6' 14'-Y 18'-6- 18'-10" 11'-9' 14'-1V 15'-3- 4'-0' 1150MPH 12'-8' 15'-7" 15'-11' 12'-8" 15'-7" 15'-11' 11'-2" 14'4" 14'-7• 4'-0' 12'-B" 154" 15711" 12'$" 15'-7" Note: I otal roof panel width = room width + wall wom + ovemang. Table 7.1.4 Allowable Spans for Industry Standard Riser Panels for Various Loads Aluminum Alloy 3105 H-28 3^ r 17' . n n7a' 7 - S PIK Ricer Panels Wind Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass 8 Modular Rooms Enclosed Overhang! Cantilever Region 1&2 span 3 span 4 span 3 span 4 span 1&2 span 3 span 4 span All Roots 100 MPH 14'-7- 17'-11' 18'4' 1T-5' 17'-9" 1T-2- 14'.3" 14'-7• 4'-0" 110 MPH 14'-1" 1T-11' 18'4' b2'- 15'-9' 16'-0' 10'-6" 13'-5' 13'-9' T-11' 120 MPH 13'4" 17.5' 1T-9" 15'-1" 15'-5" 9'-11" 17-7- 12'-10- T-9' 123 MPH 13'-2' 16'-3' 1T4' 14'-10' 15--l' 9'-9" 17-5- 12'$' 3'$' 12'-9' 15'-9' 1F-0' 14'-3' 14'-7' 9'-5' 1P-8" 11'3'-T10'-1" 12'$' 12'-9' 12'$' 12'-9' 8'-11' 11'-1' 11'-3' 3'4' 150 MPH 10$-1" 17-6' 12'-9' 10--1' 12'-6' 17-9- B'$' 10'-6" 10'-9' 3'-3' 1 . 17' . n ni 7 n. r" Rih RIt"r Pans la Wind Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass 8 Modular Rooms Enclosed Overhang I Cantilever Region 1&2 pan 3 span 4 span 1&2 span 3 span 4 Span 1&2 span 3 span 4 span All Roofs 100 MPH 150-9" 19'-5" 190-10" 14'-10" 18'-10" 19'-2' 12'$' 15'.5" 15'-9' 4'-0' 110 MPH 15'-3' 19'-5' 190.10" 13'-9' 1T-10' 18'-2" 11'-3' 14'-6' 14'-10. 4'-0' 201MPH 14'-5" 18'-10- 19'-2- 13'-2- 16'-3' 16'-7' 10'-8" 13'-7" 13'-11" 4'-0" 123 MPH 14'-2" 18'4' 18'-8" 12'-11' 15-11" 1674' 10'-6' 13'-5' 13'$" 3'-11" 130 MPH 13'-9" 17'4' 17'-9' 12'-6' 15'-5' 15'-9' 10'•2" 12'-11' 134 3'-10" 140 MPH 10'-11" 13'$' IT-9- 10'-11- 13'-6- 13'-9' 9'-B" 12'4' 12'-7' 3'-8' 150 MPH 10'-11' 136$' 1T-9" 10'-11" 13'$' 13'-9' 9'-2" 1l'-4" 111'-7- 3'$' Wind Open Structures Mono - Sloped Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang I Cantilever Region 1&2 span 3 span 4 span 1& 2 span 3 span 4 span 182 span 3 span 4 span All Roofs 100 MPH 18'-5" 22'-9" 23'-2" 17'-10" 22'-0" 22'-5" 14'-7' 18'-8" 19'-l' 4'-0' 110 MPH 18'-5" 22'-9" 23'-2" 16'-l' 20'-10' 21'-3' 13'-9' 17'-9' 18'-l" 4'-0' 120 MPH 1T-10" 27-0' 22'-5' 15'-5' 19'-10" 20'-3" 12'-11' 15'-11" 16'-3' 4'-0' 21'- 5' 21'-10" 15'-2' 19'$' 19'-10" 12'-8" 15'-8' 15'-11' 20' 4" 20'-9' 14'-7' 18'-B' 19'-l' 11'-11" 15'-1" 15'-5' 4'-0. WMPH17'4* 15'- 9" 16'-l' 12'-9" 15'-9' 16'-1' 11'4' 14'-5' 14'-9' 4'-0 15'- 9" 16'-1' 12'-9' 15'-9' 16'-1' 10'-9' 13'-9' 14'-0' 4'-0" Note: Total roof panel width = room width + wall width + ovemang. Table 7.1.5 Allowable Spans for Industry Standard Cleated Panels for Various Loads Aluminum Alloy 3105 H-14 or H-25 Open Structures Mono- Sloped Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang I Cantilever All Roofs 1& 2 span 3 span 4 span 1& 2 span 3 span 4 span 1& 2 span 3 span 4 span kRegion10'-6' 12'-11' 13'-2' 9'-7' 11'-10' 12'-5" 8'-1' 9'-11' 10'-2" T-0" 9'- 10" 12'-6' 12'-10" F-11' 11'-1' 11'-3" T4" 9'4' 9'-6" 7-10" 9' 4' 11'-7' 11'-10" 8'-6' 10'-5' 10'-8" 6'-11, 8'-9' 8'-11' 2'$' 9'- 2' 1l'4' 11'-7' 8'-4' 10'4' 10'-6' 6'-9' 8'-8" 8'-10' 2'$' 8'- 9' 10'-10- 11'-1- 8'-1- 9'-11- 10'-2- 6'-7- 8'4' 8'$' 2'-7' 4M 7'-3"' 8-11-' 9'-2- T-3' 8'-11" 9'-2- 6-3- T-11" 8'-1' 2'.5" MPH 7 _ 3 9' B 9'2'5'11' T-5' T' 4- Wind Open Structures Mono -Sloped Root Screen Rooms I & AttachedCoversGlass & Modular Rooms Enclosed Overhang I Cantilever Region 1& 2 span 3 span 4 span 1& 2 span 3 span 4 span 1& 2 span 3 span 4 span All Roofs 100 MPH 11'-3" 13'.11' 14'-2' 10'4" 13'-l' 13'4" 8'$" 10'-8" 10'-11' 3'-Y 110 MPH 10'-7' IT-5- 13'-9- 9'.8" 11'-11" 12' Y 8'-1- 9'-11- 10'-2' 3'-1' 120 MPH 10'-l' 12'-9' 13'-0' 9'-1' 11'-3' 11'-6" T-5' 9'-5" 91$" T-11' 123 MPH 9--10' 12'-7- 17-10' 8'-11' 11'-1' 11'-3" T-4' 9'4' 9%6" T-10" 130 MPH 9'-5' 11'-8" 12'-5" 8'-B" 10'$' 10'-11' T-0" 9' -0" 9'-2- 2'-1' 140 MPH T-10' 91$' 9'-10, T-10- 9'-8' 9'-10' 6'-9" 8' 7" 8'-9' 7-7" 150 MPH 1 T-10' 9'$' 9'-10' 1 7'-10' 9'$" I9'-10' 6'-5" FT 8'4' 2' 6- Wind Region Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang I Cantilever All Roofs 1& 2 span 3 span 4 span 1& 2 span 3 span 4 span 1& 2 span 3 span 4 span 1DO MPH 13'-2" 16'4' 16'-7" 12'-5" 15'4" 15'$" 10'-2- 12'-11" 13'-2' 3'-10" 110 MPH 12'-9" 16-9- 16--l' 11--3" 14'-3- 14'$" 9'-6" 11'-8" 12'.5- 3'-7" 120 MPH 11'-9" 14'.11- 16-3" 10'-8" 13'-8' IT-11" 8'-11" 1l'-l" 11'-3" 3' 5" 123 MPH 11--7- 14'-9- 15'-0" 10'$" 13'-5• IT-8- 8'-10" 10'-11" 11'-1- 3'.4" 130 MPH 11--1-4'-3" i 14'$" 10'-2' 12'-11' 13'-2" 6- 10'-6- 10'.9- 3'-3" 140 MPH 9'-2" t V4' 11'$' 9'-2" 11'4- 11'-6" 8'-1" 10'-0" 10'-3" 15O MPH 9'-2- 11'4' 1 11'-6' 1 9'-2" 11'4' 11'-6' T$- 9-6- 9-9. Note: Total root panel wldrn = room wlmn + wali whin * ovemany. Table 7. 1.6 Allowable Spans for Industry Standard Composite Roof Panels for Various Loads minum Alloy 3105 H-14 or H-25 1.0 EPS Core Density Foam 3' x 48" x 0 024" Patets In O uctures Mono -Sloped Roof Screen Rooms Attached Covers Glass &Modular Rooms Enclosed Overhang 1 Cantilever Region 1& 2 span 3 span 4 span 1& 2 span 3 span 4 span 1& 2 span 3 span 4 span All Roofs 100 MPH 17'4' 9'4' 18'-9' 15'-10" 1F-6- 17'-10" 1T-8" 13'-6' 13'-3• 4'-0" 15.2' 1 18'- 9' 14'-2' 15'-10' 15'-3" 104$" 12'$" 11' 5" 4'-0" 17'-10" 13'-3" 14'-10' 14.4" 9'$' 10'-10' 10'-6" 4'-l' OOW 17'- 9' 16--t' 17-11- 14'$' 13'-11• 9'-6- 10'.7- 10'-3' 3'-11' 130 MPH 14'-2" 15'-10- 15'-3' 11'-8' 13-6 13'-3' 9'-0' 10'-1' 9'-9' 3'-3' 140 MPH 10'-0" 11'-2' 10'-10' 10'-0" 11'-2' 10'-10" 8'4' 914' 9'-0" 2'-11' 150 MPH 10'-0" 11'-2' 10'-10' 1 10,0" 11%2" 10'-10' 1 T-5' 81$" 8'4• 2'-10' Wind Open Structures Screen Rooms Glass & Modular Rooms Overhang I I CantileverRegion1& 2 span 3 span 4 span 1& 2 span 1 3 span 4 span 1& 2 span 3 span 4 span All Roof. 100 MPH 20'$' 22'-11' 22'-2- 19'$- 21'-10' 21'-l" 14'$" 16-2" 15'$" 4'-D' 110 MPH 20'$' 22'-11' 22'-2" 1T-11" 20'-l' 19'-5" 13'-3" 14'-9' 14'.3' 4'.0" 120 MPH 19'$" 21'-10' 21'-l" 15'-9' 18'-B' 18'-l" 11'-5" 13'-5" I S-0• 4'-0" 123 MPH 18'-9" 21'-0" 20'4' 15'4" 18'-2" 17'-7' 11'-2' 13'-l' 12'$" 4'-0' 130 MPH 16'-9" 19'4' 18'-9' 14'$" 15'-2' 15'-8" 10'-8" 17-5" 11'$" 4' 0' 140 MPH 11'-10' 13'-3' 17-9" 11'-10' 13'-3' 12'-9" 9'-11' 11'-1" 10'-B' 4'-1' 15 MMPH ll'-10" 13-3' 1 17-9' 11'-10" 13'-3' 1279" T 9'-2" 10'-3" 9'-11' 3'-4- Wind Open Structures Mono -Sloped Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang I Cantilever Region 1& 2 span 3 span 4 span 1& 2 span 3 span 4 span 1& 2 span 3 span I 4 pan All Roofs 100 MPH 20'-0" 22'4" 21'-7" 19'-l" 21'4" 20'-7" 14'-2' IF-10" 15'-3- 4'-0' 110 MPH 20'-0' 2214' 217-7" 17719'-7- 18'-11- 12'-1 I- 14'•5' 13'-11' 4'-0- 120 MPH 19%1" 21'4' 20'-7" 154" 18'-3" 17'$" 11'-2" 13'-2' 12'-8' 123 MPH 18'4" 20'$' 19'-10" 14'-11' 17'-9' 16'-2" 10'-11- 12'-10' 130 MPH 1 16'4" 1F-11- 18'-3- 1IV` Y 15'-10" 15'-3' 10'-5• 11'-7' 1"ji'-- 4V' 140 MPH 11'- 7' 17-11' 12'$ 7"' 11' 12'-11' 12'-6" 9'•8' 10'-9" f '$: 4'•0'-/ 150 MPH 1 11'-7' 17-11' 1 12'$' 11'-7" 12%11' 12'-6' Open Structures Mono- Sloped Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed Overhang I Cantilever All Roofs 1& 2 span 3 span 4 an 1& 2 span 3 span 4 span 1. span 3 span 4 span kRegion 23'- l' 26-10- 24'-11' 27-0- 24'-7- 23--9" 16'4- 19'-3" 18'-7' 4'-0" 23--l' 25'- 10' 24'-11' 20'-3' 22'-8' 21'-11' 14'-11- 1T-10' 16'-1' 4'-0" 27-0' 24'- 7' 23-9 18-10 21'-1 20'4" 13'-7" 15'-2" 14'-B' 4'-0 21'-2' 23'- 8' 22'-10' 18'4" 20'$ 19'-9"3' 14'-9' 14'-3" 4'-0" 19'-6" 21'- 10' 21'-1' 164 19'-3' 18'-7" 12'$" 14'-0" IT-6" 4'.0. 140 MPH 13' 4" 14'-11- 14--5" 13'4" 14'-11' 14'-5" J 11'-2" 13'-1' 150 MPH 13' 4" 14'-11' 14'-5" 13'4" 4'-11" 14'-5" 10'4' 11'-7- 11--2- 4'-4- Note: i oral roor panel worm = room whim wan wiuur . aver navy J Q D V! Z 020 0ZO 5 ( D Z LLI ZLLIZ0J 0 Q H Co 06WJUF- LLJ X EDit I— U N - F- U cU Z ( O G ( n LLI O U Z N fn 2 Z) J Q W QN L ~ N Lj 11 J LL Q) OQ- I-O^0 U (D m CD 02 W n lit W LUoU)ov NLL aLL UWaW C Z NWH 2 m `} J / SEALSHEET 6F 07- 08- 2004 OF 8 General Not es ations: The n ions ar re be "I wi urnished by Florida Ex ude nal 1.00' A E 0.243 in.' WT=036in4.278 1 o Ix = 0.136 in.' 0.044" N Sx = 0.137 in. ! 6063 . T6 1" x 2" x 0.044" OPEN BACK N IN I I A = 0.287 in.' WT = 0.329 p.l.f. Ix = 0.368 in., c 0.044" M Sx = 0.247 in? 6063 - T6 1" x 3" x 0.044" OPEN BACK SECTION SCALE: 2" = 1'-0" T2.00" * A = 0.424 in' I WT = 0.486 p.l.f. c Ix = 0.232 in.' 0.044" + N Sx = 0.234 in' 6063 - T6 SCALE: 2" = 1' 2.00" * )A0.496 in? I0.568 p.l.f. 276 in' 0.055" +0.279 in.' T6 2" x 2" x 0.055" PATICTION SCALE: 2" = 1'-0" 3.00" A = 0.451 in? WT = 0.620 p.l.f. o Ix = 0.336 in. 0.045" + N Sx = 0.336 in' k 6063 - T6 3" x 2" x 0.045" PATIO SECTION SCALE: 2' = 1'-0" 2.00" A = 0.451 in' WT = 0.620 p.l.f. Ix = 0.640 in' 0.045' q Sx = 0.427 in., I PPATIO 6063 - T6 2" x 3" x 0.045"" SECTION SCALE: 2' = 1'-0• 2.00' A = 0.685 in.' WT = 0.785 p.l.f. o Ix = 1.393 in' 0.050" + v Sx = 0.697 in' 6063 - T6 x 4" x 0.050" IkPATIO SECTION SCALE: 2" = 1'-0" 2.00' A = 0.954 in.' 7. WT = 1.093 p.l.f. Ix = 2.987 in' 0.062" - + g Sx = 1.195 in.' 6063 - T6 2" x 5" x 0.062" PATIO SECTION SCALE: 2" = 1'-0" peb z.00- ta shapes. Theba die 2.00" * * 2.00' * A = 0.666 in? 2.00" * f I I WT = 0.763 p.l.f. A = 0.613 in? ( 1) #8 x 1-112" o UPRIGHT: 3.00" 0.7 in? to S.M.S. @ 6- 0.044" + 4WT = 0.702 p.l.f. A = 1.259 in? FROM ENDS, TOP N Ix = 0.694 in.' Sx = 0.466 in' 0. 0 p.l. 'oo Ix = 0.773 in' o OR BOTTOM AND BEAM: WT = 1.443 p.l.f. A = 1.990 in? 0.044" 0.4 in' cri Sx = 0.515 in' o @ 16" O.C. ly = 0.406 in' Sy = 0.410 in.' 0.045' 0.055" + O Ix = 8.746 in.' WT = 2.280 p.l.f. 0.070" - + = 0.477 in' 6063 - T6 r- Sx='2.490 in? Ix = 21.981 in * 2.00"06063 - T663 - T6 - 6063 - T6 0 082" +. $ Sx = 4.885 in' 3" x 2" x 0.070"ECTION 2" x 3" x 0.045" SPECIAL SECTION 6063 -T6 SCALESCALE: 2"= 1'-0" 0 1" x 2" x 0.044" OPEN BACK SECTION WITH 2" x 2" x 0.044" PATIO SECTION 3. 00"3.00" SCALE: 2• = 1'-0" A = 0.562 in? STITCH W/ (1) #8 S.M.S. @ 24" O.C. (1) . M x . @ 6- 081in? k S.M.S. @ 6' = 1. 239 I.f. WT = 1.122 p.I.f. TOP AND BOTTOM 2.00' p' b Ix = 0.762 in.' FROM ENDS, TOP= 1. 523 in.' 0.093 + 4 OR BOTTOM AND A = 0.847 in? Sx = 1.015 in.. c Sx = 0,920 in.' 2" x 7"" x 0.055" x 0.120'" STITCH W/ (1) #8 S.M.S. @ 24" O.C. @ 16" O.C. OR 0.044" + c WT - 0.971 p.l.f. 6063 - T6 SELF MATING BEAM TOP AND BOTTOM PILOT HOLE WI N UPRIGHT: 6063 - T6 CAP AND (1) #8 x Ix = 1.295 in' Sx = 0.654 in? 3" x 3" x 0.045" FLUTED SECTION SCALE: 2" = 1'-0" 2" x 9" x 0.072" x 0.224" 112" S.M.S. BEAM: 3" x 3" x 0.093" PATIO SECTION SCALE: 2" 1'-0" SELF MATING BEAM INTERNAL 6' ly = 0.540 in' Sy = 0.545 in? SCALE: 2' = 1'-0" 2. 00• SCALE: 2" = 1'-0" FROM ENDS, TOP OR BOTTOM 6063 - T6 AND @ 16" O.C. 3. 00' 2.00" A = 2.250 in? * 2.00" * 2" x 2" x 0.044" PATIO SECTION WITH WT = 2.578 p.l.f. 2" x 2" x 0.044" PATIO SECTION A = 1.438 in.' A = 0.772 in? 0.055" o Ix = 15.427 in' SCALE: 2" = 1'-0" 0. 125 + o WT = 1.648 p.l.f. WT = 0.885p.1.f. r Sx = 4.408 in.' o Ix = 1.984 in.' 0.046' +o Ix = 1.940 in' 0 6063 - T6 0 Sx = 1.323 in' o Sx = 0.959 in? 2.00' * o A = 0.592 in' 6063 - T6 6063 - T6 A = 2.355 in. I I -c WT = 0.678 p.l.f. WT = 2.698 p.l.f. 0.044I UPRIGHT: 0. 082' + o Ix = 26.481 in.' -Ic Ix = 0.457 in.' Sx = 0.355 in? 3" x 3" x 0.125" PATIO SECTION STITCH W/ (1) #8 S.M.S. @ 24' O.C. Sx = 5.885 in' 0. 044d STITCHW/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 6063 - T6 ly = 0.369 in' Sy = 0.369 in. SCALE: 2" = 1'-0" TOP AND BOTTOM 6063 - r6 2" x 7" x 0.055" x 0.120" 2" x 4" x 0.046" x 0.100" SELF MATING BEAM W/ INSERT SELF MATING BEAM SCALE: 2" = 1'-0" 1'" x 2" x 0.044" SNAP CAP SECTION WITH 4. 00' STITCH W/ (1) #8 S.M.S. @ 24" O.C. SCALE: 2" = 1'-0" 2" x 2" x 0.044" PATIO SECTION A = 1.938 in? TOP AND BOTTOM W2. 2 T = .22pJ.f. SCALE: 2" 1'- 0" 2.00• * 2" x 9" x 0.082" x 0.306" Ix = = 1 0. 125" - + Sx= 2.427in' if SELF MATING BEAM 2.00" 6063 - T6 SCALE: 2" = 1'-0" N N A = 0.964 in? A = 1.853 in? WT = 1,105 p.l.f. WT = 2.123 p.l.f. 4" X 4" X 0.125" PATIO SECTION 0.049- ab Ix = 3.691in' 0.07' + o Ix = 16.638 in.' 2.00" SCALE: 2" = 1'- 0" Sx = 1.468 in' Sx = 4.157 in'2 00" 6063 - T6 6063 - T6 A = 0.482 in.' WT = 0.552 p.l.f. o Ix = 0.609 in.' 0.050 + Sx = 0.406 in' A = 3.032 in? I 6063 - T6 STITCH W/ (1) # 8 S.M.S. @ 24- O.C. STITCH W/ (1) #8 S.M.S. @ 24- D.C. WT = 3.474 p.l.f. k TOP AND BOTTOM TOP AND BOTTOM o o.osr + 2" x 3" x 0.050" TILT SECTION 2" x 8" x 0.072" x 0.224" Sx = 8.504 in.' SCALE: 2• = 1'- 0• 2" x 5" x 0.050" x 0.120" SELF MATING BEAM 6063 -T6 2.00" SELF MATING BEAM SCALE: 2" = 1'-0" SCALE: 2' = V- W STITCH W/ (I A = 0.582 in.' #8 S.M. S. @ 24" 9 WT = 0.667 p.Lf. *2,00• O.C. TOP AND q o Ix = 1. 228 in.' I BOTTOM 0.050" + clSx = 0.614 in? a 6063 - T6A = 1.095 in.' 2" x 10" x 0.092" x 0.369" S WT =1.2ss p.l.f. SELF MATING BEAM ( 2" x 4" x 0.050" TILT SECTION 0.050" + o Ix = 5.919 in' SCALE: 2" = t'-0" SCALE: 2• = 1' 4' o Sx = 1.965 in' 6063 -T6 o STITCH W/ ( 1) # 8 S.M.S. @ 24' O.C. TOP AND BOTTOM 2" x 6" x 0.050" x 0.120" SELF MATING BEAM SCALE: 2" = 1'- 0" J Q Z) 020 W fnUZJ_ Z W Z Q 0 H LU 06 W W Ui0 J : m o Z U N Q O Q U LW Z()L f71 who UZo CN fn J QEA SHEET 7A l 07- 06- 2004 1 OF i 2) #8 x 2-1/2' S.M.S. @ 6' 3.00' FROM ENDS. TOP OR BOTTOM AND @ 16- O.C. OR PILOT HOLE WI CAP A = 1.367 in AND (1) #8 x 1/2' S.M.S. INTERNAL 6' 0.093" ' FROM ENDS, TOP OR BOTTOM WT = 1.566 p.l.f. AND @ 16" O.C. oo 0o Ix = 2.655 in.' LOAD APPLIED NORMAL TO THE Sx = 1.328 in? 6063 - T6 4' DIRECTION 1" x 3" x 0.044" OPEN BACK SECTION WITH 3" x 3" x 0.093" PATIO SECTION CORNER POST SCALE: 2" = V-0" 2) #8 x 2-1/2' S.M.S. @ S' i+> 1.00" FROM ENDS, TOP OR BOTTOM AND @ 16" O.C. OR PILOT HOLE W/ CAP Q A = 1.367 in' AND (1) #8 x 1/2' S.M.S. INTERNAL 6" WT = 1.566 p.l.f. FROM ENDS, TOP OR BOTTOM bq Ix = 1.892 in.' AND @ 16" O.C. Sx = 1.261 in' LOAD APPLIED NORMAL TO THE 3" DIRECTION 4.00" --F 6063 - T6 1" x 3" x 0.044" OPEN BACK SECTION WITH 3" x 3" x 0.093" PATIO SECTION WALL POST SCALE: 2" = V-0" 11 2) #8 x 2.12' S.M.S. @ 6" 1.00" p FROM ENDS, TOP OR BOTTOM AND I 0 @ 16- O.C. OR PILOT HOLE WI CAP A = 1.654 in? AND (1) #8 x 112" S.M.S. INTERNAL 6' WT = 1.895 p.l.f. FROM ENDS, TOP OR BOTTOM o AND @ 16" O.C. + ooi Ix = 2.260 in.' Sx = 1.507 in? LOAD APPLIED NORMAL TO THE 6063 - T6 3" DIRECTION 5.00" F 2) 1" x 3" x 0.044" OPEN BACK SECTION WITH 3" x 3" x 0.093" PATIO SECTION WALL POST SCALE: 2" = V-0" A = 3.706 in? WT = 4.246 p.l.f. Ix = 33.276 in.' Sx = 8.314 in' 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2) 2" x 8" x 0.072" x 0.224" SELF MATING BEAMS SCALE: 2" = V-0" r4.00" 0.1 fo 0 0.082" + + oo, rn A = 4.710 in? WT = 5.397 p.l.f. Ix = 52.963 in.' Sx = 11.770 in? 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24' O.C. TOP AND BOTTOM OF EACH BEAM 2) 2" x 9" x 0.082" x 0.306" SELF MATING BEAMS SCALE: 2" = V-0" A=6.063in' WT = 6.947 p.l.f. Ix = 85.165 in.' Sx = 17.007 in? 6063 - T6 STITCH W/ (1) 98 S.M.S. @ 24' O.C. TOP AND BOTTOM OF EACH BEAM 2) 2" x 10" x 0.092" x 0.369" SELF MATING BEAMS SCALE: 2" = V-0" A = 4.429 in.' WT = 5.075 p.l.f. Ix = 48.889 in.' Sx = 9.754 in? 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2) 2" x 8" x 0.072" x 0.224" SELF MATING BEAMS W/ 2" x 4" x 0.038" SCALE: 2" = V-0" 7 4.00" 4.00" a N a No A = 4.702 in.' N A = 3.980 in? WT = 5.388 p.l.f. o WT = 4.560 p.l.f. Ix = 62.947 in.' Ix = 43.963 in' 0.072" + oo Sx = 11.425 in? o Sx = 9.770 in.' 6063 - T6 0.07 + 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM OF EACH BEAM TOP AND BOTTOM OF EACH BEAM ao+ 0 o0 N 2) 2" x 9" x 0.072" x 0.224" SELF MATING BEAMS (2) 2" x 9" x 0.072" x 0.224" SELF MATING BEAMS W/ 2" x 4" x 0.038" SCALE: 2" = V-0" SCALE: 2" V-0" 0.092" T_ 4.000" 1 0 A = 6.249 in' WT = 7.160 p.l.f. Ix = 101.446 in.' Sx = 16.901 in' 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2) 2" x 10" x 0.092" x 0.369" SELF MATING BEAMS WITH 2" x 4" x 0.038" SCALE: 2" = V-0" 2.00" A = 0.569 in' 0.045" + o WT = 0.652 p.l.f. Ix = 0.332 in.' Sx = 0.332 in' 6063 - T6 2" x 2" x 0.045" SNAP EXTRUSION SCALE: 2" = V-0" 2.00" A=0.591 in' WT = 0.677 p.l.f. 0.045" + o Ix = 0.812 in.' 0.045'-E+ m Sx = 0.545 in' 6063 - T6 2" x 3" x 0.045" SNAP EXTRUSION SCALE: 2" = V-0" 2.00" A = 1.323 in' WT = 1.516 p.l.f. 0.062" + o Ix = 7.027 in' o Sx = 2.342 in? 6063 - T6 2" x 6" x 0.062" SNAP EXTRUSION SCALE: 2" = V-0" 2.00" A = 1,447 in.' WT = 1.658 p.l.f. 0.062 + oo Ix = 10.151 in' r Sx = 2.900 in. 6063 - T6 2" x 7" x 0.062" SNAP EXTRUSION SCALE: 2" = V-0" 2.00" A = 0.682 in? 0.045" + o WT = 0.781 p.l.f. Ix = 1.631 in' Sx = 0.816 in. 6063 - T6 T1 = T1 F tt'gWN' a t V 4_ aa.r` W ------- 4 e „ Of 2" x 4" x 0.045" SNAP EXTRUSION SCALE: 2" = V-0" Section Alloy W H t1 t2 A Ixff4O5 Sx S Rx R in. in. in. in. in.2 in., in.3 in.3 in. in. Gutter Edge 6063 T-5 4 H1 6 0.08 0.08 1.18 3.81 0.96 T 3.40 L 1.8 1 1.85 H2 4 1.89 B 1.44 R 6063 T-5 5 H1 5 0.06510.0651 0.96 1 2.45 4.43 0.73 T 1.80 L 1.59 1 2.14 H24 1A9 B 1.74 R 07-08-2004 J Q 0) Z O20 OZO U) ZJ Z W Z O Q U) ILL! W 06LLLIDw0 0 CDZ U 0 04 f- W Z U) LL En who U Z o to J Q I-- W z N JLL O¢I— 0 ti0nv° C LU CO CID W 7 v ro ui W Uj (n EtDL'a U wv JLL C ZNw 00~ Wm J COS SEAL SHEET 7 OF H Table 9.1 Allowable Loads for Concrete Anchors Screw Size d = diameter Embedment Depth in.) Min. Edge Dist. 8 Anchor Spacing 5d (in.) Allowable Loads Tension F Shear ZAMAC NAILIN (Drive Anchors) 114" 1.1/2' 1-1/4' 273# 236# 2" 1-114' 1 316# 1 236# TAPPER Concrete Screws) 3/16" 1-1/4" 15116' 288# 167# 1-3/4' 15/16' 371# 259# 1/4' 1-1/4' 1-1/4" 427# 1-3/4' i-1/4' 544# 3/8" 1-1/2' 1-7/8" 511# t455# 1-3/4' 3-3f8- 703i/ POWER BOLT (Expansion Bolt) 1/4" 2" 1-1/4" 624# 261# 5116" 3" 1-7/8" 936# 751# 318" 3-112' 1 1-7/8' 1,575# 1,425# 112" 5' 1 2.1 r2" 2,3324 2,220# POWER STUD (Wedge Anchor) t/4" 2-314• 1-1/4- 812# 326# 3/8" 4-1/4' 1-718" 1,358# 921# 112" 6' 1 2-1/2" 2,271# 1,21 B# 5/8" 7' 1 2-114" 3,288# 2,202# Notes: 1. Concrete screws are limited to 2" embedment by manufacturers. 2. Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to raw! 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. A 133 % increase has been applied because wind uplift is only load. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed bad. Fora 2' x 6' beam with: spacing = T-O' O.C., allowed span = 20'-5" (Table 1.1) UPLIFT LOAD = 1/2(BEAM SPAN) z BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = 1/2(20.42') x T x 10# / Sq. Ft. ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 714.70# = 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright. Table is based on Raw! Products' a8lowable loads for 2,500 p.s.i. concrete. 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 ad 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 11d 1.21 12d 1.25 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) For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this bagel CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1" 264# - 10 SF 528# - 19 SF 792# - 29 SF 1056# - 39 SF 1/4"s 1-1/2' 396# - 14 SF 792# - 29 SF 1188# - 43 SF 1584# - 58 SF 2.112" 660# - 24 SF 1320# - 48 SF 1980# - 72 SF 2640# - 96 SF 1' 312# - 11 SF 624# - 23 SF 936# - 34 SF 1248# - 46 SF 5116"o 1-1/2" 468# - 17 SF 936# - 34 SF 1404# - 51 SF 1872# - 68 SF 2-1/2" 780# - 28 SF 1560# - 57 SF 2340# - 85 SF 3120# - 114 SF 1' 3561 - 13 SF 712# - 26 SF 1068# - 39 SF 1424# - 52 SF 3/8"9 1-1/2' S34# - 19 SF 1068# - 39 SF 160- 58 SF 2136# - 78 SF 2-1/2' 890# - 32 SF 1780# - 65 SF 2670# 2# - 97 SF 3560# - 130 SF CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter I Length of Embedment Number of Fasteners 1 2 1 3 4 TYPE OF FASTENER Quick Set" Concrete Screw (Rawt Zamac Nailin or Equivalent) 1/4"a 1-1/2' 233# - 8 SF 466# - 17 SF 699# - 25 SF 932# - 34 SF Z' 1 270# - 10 SF 1 540# - 20 SF 810# - 30 SF 1080# - 39 SF TYPE OF FASTENER Concrete Screw (Rawl Tapper or Equivalent) 3/16's VT 246# - 9 SF 492# - 18 SF 738# - 27 SF 984# - 36 SF 1-3/4' 317# - 12 SF 634# - 23 SF 951# - 35 SF 12689 - 46 SF 114"e 1-112" 365# - 13 SF 7309 - 27 SF 1095# - 40 SF 1460# - 53 SF 1-3/4' 465# - 17 SF 930# - 34 SF 1322- 51 SF 1860# - 68 SF 318"s 1-1/2" 437#-16SF 874#-32 SF 1311#-48 SF 1748#-64 SF 1-3/4" 601# - 22 SF 1202# - 44 SF 1803# - 66 SF 2404# - 88 SF TYPE OF FASTENER = Expansion Baits (Rawl Power Bolt or Equivalent) 318"s 2-112" 1205# - 44 SF 2410# - 88 SF 3615# - 132 SF 4820# - 176 SF 3-1/2' 1303# - 48 SF 2606# - 95 SF 13909# - 143 SFj 5212# - 190 SF 112"o 3' 1806# - 66 SF 3612# - 132 SF 5418# - 198 SF 7224# - 263 SF 5' 1993# - 73 SF 3986# - 145 SF 5979# - 218 SF 7972# - 291 SF Note: 1. The minimum distance from the edge of the concrete to le concrete anchor and spacing between anchors shall notlessthanSitwheredistheanchordiameter. 2. Allowable bads have been increased by 1.33 for wind loading. 3. Allowable roof areas are based on bads for Glass I Enclosed Rooms (MWFRS); I = 1.00. 4. For partially enclosed buildings use a multiplier to roof area of 0.77. 5. For section 1 & 2 multiply roof areas by 1.30. WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH Tables Shown), multiply allowable bads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 19 1.19 110 23 1.08 120 27 1.00 123 29 0.97 130 32 0.92 140 37 0.85 150 43 0.79 Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # I SF) For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1' 264#-7SF 528#-15 SF 792#-22 SF 1056#-30 SF 114"e 1-112' 396# - 11 SF 792# - 22 SF 1188# - 33 SF 1584# - 45 SF 2-1/2" 660# - 19 SF 1320# - 37 SF 1980# - 56 SF 2640# - 74 SF 1' 312# - 9 SF 624# - 18 SF 936# - 26 SF 1248# - 35 SF 5/16"s 1-112" 468# - 13 SF 936# - 26 SF 1404# - 40 SF 1872# - 53 SF 2-112" 780# - 22 SF 1560# - 44 SF 2340# - 66 SF 3120# - 88 SF 3/8"e 1" 356# - 10 SF 712# - 20 SF 1068# - 30 SF 1424# - 40 SF 1-1/2' 534# - 15 SF 1068# - 30 SF 1602# - 45 SF 2136# - 60 SF 2-1/2" 890# - 25 SF 1780# - 50 SF 2670# - 75 SF 3560# - 100 SF CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 1 3 4 PE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nallin or Equivalent) 114"s 1-1!2' 1 233# - 8 SF 466# - 17 SF 699# - 25 SF 932# - 34 SF 2" 1 27D# - 10 SF 11 540# - 20 SF 810# - 30 SF 1080# - 39 SF PE OF FASTENER Concrete Screw (Raw] Tapper or Equivalent) 3116"s 1-1/2" 2464-7SF 492#-14 SF 738#-21 SF 984#-28 SF 1-314" 317#-9SF 634#-18 SF 951#-27 SF 1268#-36 SF 114"e 1-112" 365# - 10 SF 730# - 21 SF 1095# - 31 SF 1460# - 41 SF 1-314" 465# - 13 SF 930# - 26 SF 1395# - 39 SF 1860# - 52 SF 318"s 1-112" 437# - 12 SF 874# - 25 SF 1311# - 37 SF 1748# - 49 SF 1-314" 601# - 17 SF 1202# - 34 SF 1803# - 51 SF 2404# - 68 SF PE OF FASTENER = Expansion Bolts (Rawl Power Bolt or Equivalent) 31a"0 2-1/2' 1205# - 34 SF 2410# - 68 SF 3615# - 102 SF 4820# - 136 SF 3-1/2" 1303# - 37 SF 2606# - 73 SF 3909# - 110 SF 5212# - 147 SF 112"0 3' 1806# - 51 SF 3612# - 102 SF 54184 - 152 SF 7224# - 203 SF 5" 19939 - 56 SF 3986# • 112 SF 5979# - 168 SF 7972# - 224 SF Notes: 1. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less than 5d where d is the anchor diameter. 2. Allowable loads have been increased by 1.33 for wind loading. 3. Allowable roof areas are based on loads for Glass / Partially Enclosed Rooms (MWFRS); 1 = 1.00. 4. 4. For Glass I Enclosed Rooms and Sections 1 2 use a multiplier to roof area of 1.30. WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 25 1.22 110 30 1.11 120 35 1.03 123 37 1.00 130 42 0.94 140 48 0.88 150 56 0.81 Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6063 T-6 Alloy Aluminum Framing As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi Screw I Allowable Tensile Loads on Screws for Nominal Wall Thickness ('t') (Ibs.) Size I Nd 0.044" 0,050" 0.055" 0.072" 0.082" 0.092" 0.125" 8 0.164' 182 207 228 298 340 381 10 0.190" 211 240 264 345 393 441 12 0.210" 233 265 292 382 435 488 14 0.250" 278 316 347 455 518 581 789 1/4" 0.240' 267 303 333 436 497 558 758 5116" 0.3125" 347 395 434 568 647 726 986 318" 0.375" 417 473 521 682 776 871 1.164 1/2" 0.50" 556 631 694 909 1 1,035 1,162 1,578 Allowable Shear Loads on Screws for Nominal Wall Thickness (Y) (Ibs. Screw I Single Shear Size I Nd 1 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 8 0.164' 175 199 219 286 326 366 10 0,190" 203 230 253 332 378 424 12 O.210" 224 255 280 367 418 438 14 0.250' 267 303 333 436 497 558 758 1/4" 0.240" 256 291 320 419 477 535 727 5116" 0.3125" 333 379 417 546 621 697 947 3/8" 0.375" 400 455 500 655 745 836 1,136 112" 0.50" 533 1 606 1 667 873 994 1,115 1 1,515 Allowable Shear Loads on Screws for Nominal Wall Thickness (Y) (Ibs.) Screw Double Shear Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 8 0.164' 350 398 438 572 652 732 10 0.190" 4D6 460 506 664 756 848 12 0.210" 448 510 560 734 836 876 14 0.250" 534 606 666 872 994 1116 1516 114" 0.240" 512 582 640 838 954 1070 1454 5/16" 0.3125" 666 758 834 1092 1242 1394 1894 318" 0.375" 800 910 1000 1310 1490 1672 1 2272 112" 0.50" 1066 1 1212 1334 1746 1988 2230 1 3030 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. Table 9.5A Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Open or Enclosed Structures @ 27.42 #ISF Fastener diam. min. edge distance min. ctr. to ctr. Ni of Fasteners / Roof Area (SF) 11 Area 21 Area1 3/ Area 41 Area 114" 112" 518" 1 454 - 53 2,908 - 106 4,362 - 159 5,819 - 212 5/16" Wit" 7/8" 1,894 - 69 1 3,788 - 138 5,682 - 207 7,576 - 276 3/8" 314" 1" 2,272 - 82 4,544 - 166 6,816 - 249 9,5BB - 331 1/2" 1- 1-114" 1 3,030 -110 1 6,060 - 2211 9,090 - 332 12,120 - 442 Table 9.5B Allowable Loads & Roof Areas Over Posts for Meta[ to Metal, Beam to Upright Bolt Connections Partially Enclosed Structures @ 35.53 #!SF Fastener diam. min. edge distance min. cir. to ctr. No. of Fasteners Roof Area A7t576- 1 I Area 21 Area 31 Area 114" 112" 518" 1,454 - 41 2,908 - 82 4,362 - 125 5116" 318" 4]/8' 1,894 - 53 3.788-107 5,682-160 3I8" 3/4' 2,272 - 64 4,544 - 128 6.816 - 192117" 1"1.114" 3,030-85 6060-171 9.090-256 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. For carports & screen rooms multiply the Glass I Partially Enclosed loads & roof areas above by 1.3. 2. Minimum spacing is 2-1/2d O.C. for screws bolts and 3d O.C. for rivets. 3. Minimum edge distance is 2d for screws, bolts, and rivets. Allowable Load Coversion Multipliers for Edge Distances More Then 5d Edge Distance Allowable Multi Load tiers Tension Shear 12d 1.25 11d 1.21 10d 1.18 2.00 9d 1.14 1.80 8d 1.11 1_60 7d 1.08 1.40 6d 1.04 1.20 Sd 1.00 1.00 Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support Screw Diameter Metal to Plywood 1/2" 4 ply 518" 4 ply 1 314" 4 ply Shear Ibs.) Pull Out Ibs.) Shear Ibs.) Pull Out Ibs.) Shear Ibs.) Pull Out Ibs.) 8 93 48 113 59 134 71 10 100 55 120 69 1 141 78 12 118 71 131 78 1 143 94 14 132 70 145 BB 157 105 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel Rivet Diameter Tens !on (Ibs.) Shear Tension (Ibs.) Shear 118" 129 176 210 325 5132" 187 263 340 490 3116" 262 375 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, or Carrier Beams Maximum Screw I Anchor Size Extrusion Type Size Description To Wall To Upright I Beam Angle 1" x 1' x 0.045' 3/16" 10 Angle 1' x 1' x 1116' 0.063' 3/16" 12 Angle 1"x 1'x 118' 0.125' 3/16" 12 Angle 1-1/2' x 1-112" 1116" 0.062" 1/4" 912 Angle 1-1/2' x 1-1/2' 3116" 0.168" 1/4" 14 Angle 1-112" x 1-1/2' 1/8" 0.062' 1/4" 14 Angle 1-3/4' x 1-3/4' x 1/8' 0.125" 1/4' 14 Angle 2' x 2' x 0.093" 318" 3l8' Angle 2' x 2' x 118' 0.125' 5/16" 5/16" Angle 2' x 2" x 3/16" 0.313" 1/2" 1/2' U-channel 11-314" x 1-3/4" x 1-3/4" x 1/8' 318' 14 U-channel I 1' x 2-118" x 1' x 0.050' 5/16' 5116 U-channel 1-1/2' x 2-1/8' x 1-1/2" x 0.043' 1/2' 14 Note: # of screws to beam, wall, and/or post equal to depth of beam Table 9.9 Minimum Anchor Size for Extrusions Wall Connection Extrusions Wall Metal Upright Concrete Wood 2" x 10" 114" 14 1 114" 1/4' 2" x 9" 114" 14 1/4" 1/4" 2"x 8" 1/4" 12 1/4" 12 2" x 7" 3/16" 10 3/i6" 10 2" x 6" or less 3116' 8 3116' 8 Note: Wall, team and upright minimum anchor sizes shall be used for super gutter Connections. Table 9.10 Alternative Anchor Selection Factors for Anchor! Screw Sizes Metal to Metal Anchor Size 8 10 12 14" 5116" 318" 8 1,00 0.80 0.58 0.46 0.27 0.21 10 0.80 1.00 0.72 0.57 0.33 0.26 12 0.58 0.72 1.00 0.76 0,46 0.36 14 046 0.57 0.78 1.00 0.59 0,46 5116" 027 0.33 0.46 0.59 1.00 0.79 0.21 0.26 0.36 0.58 0.79 1.00 Alternative Anchor Selection Factors for Anchor / Screw Sizes Concrete and Wood Anchors concrete screws: 2" maximum embedment) Anchor Size 3116" 114" 3/8" 3116" 1.00 0.83 1 0.50 114" 0.83 1.00 1 0.59 318" 0,50 0.59 1 1.00 Dyne Bolts (1.518" and 2-114" embedment respectively) An chor yt6" 112" Size 3/16' 1.00 0.46 1/2" 1 0.46 1 1.00 Multiply the number o1 #8 screws x size of anchor/screw desired and round up to the next even number of screws. Example: It (10) 98 screws are required, the number of #10 screws desired is: 0.8x 10=(8)#10 J Q D n Z 02C) O Z U) Z W Z 0 J ooP[a w JE ofS5U.I F- CO it CF) U 0 N F_ U IY>- U 0< L.I ZU) LL W O U Z O fn 2 D J Q SHEET I V 07- 08-2004 OF 8